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Plans (58) ,S7`7C1/(C ___„„ __ Mt r„,,,.:,, _. .,,,,, , ...,,,..,,,, F n a MiTek ;52016 ,, , r ,'j . ,,,J, 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. pc O PR ark-6, ti �NCaIIUE rC., '� 87022PE �" 0 4v A 7:fi'5�OREGON (1�O� C3SA. He. RP 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 ANSUTPI 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:Fz9QzgtDnIT1 tgjap2TkUzyPYh_-g_aRV3rIIB6MtQF6nDjA3VHglu4ZOnIUpGGeZiyaOTZ 1-8-0 1 3x4 I I 2 3x4= 3 3x4 I I Scale=1:8.7 • 0 � 5.11111°. 3x6= 3x6= I 3-10-0 3-10-0 Plate Offsets(X,Y)- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud 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 2.0E(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=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(Ib)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) eco t,\ SO. co s/p 87022PE 1' yN rb � r cls‘�,,OHEG+N (4,t1L O �M.BER A. HEY' EXPIRES:06/30/2015 September 26,2014 8 l AIMP/PC-Veslt/Alignpuamerer3and READNom'eSCHDEE AND MIMED MIMIC REFERENCE PAGE Mil-1473reci/2fl/T 1 PolfFEil 'r Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI� ek+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,0SB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Intormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumber is SpOt kfiest,tiseertesitgi:val ace thecateffecthit 06/01P 01.3 &CSC Job Truss Truss Type Qty Ply POLYGON 4D R42899365 -. PL14-333_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:45 2014 Page 1 � �f� ID:Fz9QzgfDnlrltgjap2TkUzyPYh_-Co03Hjg7 t VFGgwDWCxXIkb?Ue4HEXKacVf51 Gya0Ta I _�-i 1 1-2-4 II 1-2-0 I of i-E. 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 o e m o o s e e ZG35 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 7-9-12f-4-1 21-9-12 I 7-9-12 b7-0 7-0 I 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edael,f29:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud 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. vt‘t0 PR QFes The design/selection of such connection device(s)is the responsibility of others. tC 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . �j+1t3INE ' F !�,/, LOAD CASE(S) Standard 4t.44.r 870; 2 P E 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(lb) U.)g• l /, Vert 36=-468(F) ,.9 A;), ORE GO q4©� 1. . 41.89. .\\ P EXPIRES:06/30/2015 September 26,2014 1r AWYARN/M3-Yerfrdestga parameters and REM MRS CH7H:S AM!MOM N.TEKREFERENCE TAM MI-1473rek1/26/201SIff iEl sum. 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 a 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 R Frei( T�,!4^ erector.Additional permanent bracing of the overall structure is the responsibility of the building iXB ng designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/1P1l 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 rrleuthern Pine EGD)turteserit specified,the deafen eotuaa are those effective OQ.p01/2013 by MSC Job Truss Truss Type Qty Ply POLYGON 4D R42899388 PL14-333_UPPER FT1 Fbor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:47 2014 Pager ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-8A7piOrNVWEDVaplLxEPcjpv7HIR160d2w?B58ya0TY 1 2-0-0 1 2-0-0 II 2-0-0 I 1-5-4 II 1-2-0 II 1-8-8 II 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 354= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 a o _ Via\ /'-• !- /•_•\ /•a` PFW 15:O 777 N °gam e ' 23 22 21 20 19 18 17 16 15 354= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 I 7-9-12V71-0213-7-01 21-9-12 I 7-9-12 12-10-0 Plate Offsets(X,Y)-- 16:0-1-8,Edae1,120:0-1-8,Edael 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/iPI2007 (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.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=-4665/0,67=4998/0,784998/0,89=4422l0,49-10=-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 ti�t4 PROFes 870 2PE ,, r 7 A}, OREGON y1© 90 BER:/l1'' �� 43 5e, EXPIRES:06/3012015 September 26,2014 t _ A WA1(N3M0.VenTf Align iarameers xM READ ICTES ON TN:SANL INCLUDED MfTEK DEFERENT PAGE MIF 3473 ma 1/29/20Sd ., L/SE 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 1 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,95810 if Southern Piiesst'SP}tumtaas is specified,the design values aretthusse a%€ast+ve 48/03,/2014 by ALEC • 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 MTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_cNhBwks0HoM47kOVueme8wM6nhfZUbXmGalkibya0TX I 2s0 I I 140 II 1-2-0 ii I-0-12 1 Scale=1:33.7 1.5x3 II 3x8 = 1.5x3 11 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N ye 1• 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-9-8 10-6-0 I 9-1-0 9-)8 10-431 1 19-3-12 I 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,Edge),(14:0-1-8,Edae) 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/TP12002 (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. (Ib/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 (<„, O PRQF•ss $ • 2PE 7 c''•0"3, OREGO • ti:'Qzu EXPIRES:06/30/2015 September 26,2014 1 l A WARNT -truer*lip parameters sod READ!CMS ON TUTS AND fhlatZEE('E7EKR€€€R€NI Pstie ifIE 7473 ret,1,/15/2014BEWEIBE — 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 fal is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTe�C* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1X1 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 IfSoutherr..Pine OP)hsethef isopecifiect,the designmisses are those eiffective 06/0sf201..3 fsyAfSC • Job Truss Truss Type Qty Ply POLYGON 40 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:Fz9QzgtDnlT1 tgjap2TkUzyPYh_cNhBwksOHoM47kOVueme8wM6whgDUcemGalldbyaOTX I 2-60 I I 2-5-4 I I 1-2-0 I I 1-3-4 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 e e e 1 14 13 12 11 10 3x4= 3x8= 1.5x3 11 3x4= 3x8= 3x4= 8-11-12 I 7-9-12 r-4-12{ 9-IT1 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,Eduel,112:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incl 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 ,ikEp PROF fi� -5� t„ ''7"so, 4 87022Pj c e 5. �4; OR GON tic1 C}S A. HE NP EXPIRES:06/30/2015 September 26,2014 i 1 A itAmwP3.Ver.'lydesiyn parasovtors sod REM IST€S Off THIS ASS moo l i4IT€K SEFES€?.Ci PAGE MIL 7473 mc 1/2512614 BEMUSE Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown,and is for on individual building component. 1^ 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 p#'Te * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB 1 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;first(5P).lumber is acetified,thea4asigevals.s are those effective 06,/09f2013 by AMSC e 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:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHthBVGx51 pD7QwVDUTA1 yaOTW 2-6-0 I I 2-5-4 I I 1-2-0 I I 1-40 I Scale=1:22.1 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e Q fir._ — c _ _ o .11111.11.11 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII N e v v e A 3x4= 1 11 10 9 3x4= 3x6= 1.5x3 II 3x4=- 9-1-4 9-1-4 I 7-9-12 1 8J712 I&0-1170II B 12-8-12 I 7-9-12 3-7-8 Plate Offsets(X,Y)— 14:0-1-8,Edue1.19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 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 ,?`tO PRQpfi• s 61 144 I" 87022PE ycn 1. N �'oj, OREG N �Q �C,, ,.6"413E`R A.. HER EXPIRES:06/30/2015 September 26,2014 e e ®INARNmis-Verily dea/opm/eters ootiRE4G 85 71 08 lEfT AM INCISED HfT€KR€FEREME PAGE Mir 7413ret 1/25/2OId L+5£ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and'a for an individual building component. �„ Applicability of design parameters and proper incorporation of component is responsibility of budding 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 responsibilliily of the Millet. 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 Cdfeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Soley Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSautherra bilge(OP)lumbar is npera6ed,the&reign autuea are'ifastas effective 06/8781201.3 layALEC • Job Truss Truss Type Qty Ply POLYGON 4D _--_- - R42899370 PL14-333_UPPER FT5 Floor 2 1 Job Reference jootional) 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:Fz9QzgfDnfT1tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHth8v1x5?4D2 wVDUTA1ya0TW I 2-6-0 I 1 1-1-8 II 1-2-0 II 1-0-12 1 • Scale=1:33.3 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a III o e e- - 1' N / _ \ - _ e e _ N 16 15 14 13 12 11 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10-8 9-010 10-2-011 19-1-4 I 8-10-8 0-t18 l-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— (13:0-1-8,Edgel,(14:0-1-8,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 0.31 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 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 ����Q PRQ��ss 2 .87022PE <' / to >�' � IV y 4j,()REGO • ,tt' zt// Is $''' SA- H . EXPIRES:06/30/2015 September 26,2014 I f A WARNIAG-Ver ffrdesign parame rsandREAPNGMS0NIHSS AM MIMED MITEK.REFMENLY PAGE PUP 7473 mg 1/28/20.14 BERME 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 Mill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek° fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 if bautberes f�e(SP). is o;8ad,the design refuute are thaw elfestiire DG/0S/2O1..by,ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899371 PL14-333_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:50 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_YIpyKQuGpQcoM1Yt03o6ELRSJVMpyWy3ktEsTya0TV 2-0-0 I 1 1-10-0 ii 1-2-0 I I 1-0-12 1 2-6-0 I I 2-6-0 1 2-6-0 1 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 oiiiiiiii /` a\ 40000.000,„ e e ee 16 15 14 13 12 3x4= 3x8 = 3x4= 3x4= 3x8= 3x4= I 8-2-8 1e-9-819-4-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— (13:0-1-8,Eddel,(14:0-1-8,Edoe) 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) -0.25 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/rPI2002 (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. (lb)-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 �Q,EO PR Ore SS co• ti�GiNEfiAi Apr � 87022PE / to - ""0, e4U OREGO DH A. HES EXPIRES:06/30/2015 September 26,2014 4 A(EANI -Verity design paranleersand READ WIESCYMIS Ale MIMED WIEKREFEFI€M'IP MIT 7473rex.1,125/201t8EFCRESI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the mM4 1ek" 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 tf Southern Pine{',SPILumbaritupec edT the datiga values ate Shore elffacme D6/O1I2O1.3 by AMSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MIMIDimensions are in ft-in-sixteenths. vilik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q-1/16" IhillifrpAi2o4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I AllilEM a bracing should be considered. O 3. Never exceed the design loading shown and never F � U U stack materials on inadequately braced trusses. Provide copies of truss design to the his lding O 7-e c6-7 C5-6 4 designer,erectiontsupervisorr,property ownler and For 4 x 2 orientation,locate BOTTOM CHORDS plates 0-rhd' from outside 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 t exceed 19% moisture content of fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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 bysymbol 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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. lik=1111, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. N MN ►. lir 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: 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 is not sufficient. DCDesign Standard ompon for Bracing. BCSI: miTeke Building Component Safety Information, 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 rl m, , 27-OR SI � a- E�,- - ` L-J JA I.1i1m iw m rn 8.,2/< CV o zW;SX t....., '' "I� '7 7 IA '7 7 '7 • L.J V W r z='�J x ' 0 C. w c-c''' H j z z w.�oY SJ1 — — — �' �' � t y¢m�o �1 uT in C LU w = .�-8 SJ2 _ _ L . �.-- SJ2 0 o"n m- ds Cr SJ3 — SJ3 cn to ;n o z,L7,_ S .r3 Z 8o acs o 0 o 1-1 Ls �N �. cC rrs Al- CD C) I� o �¢�v, L c_.I v ce z oiF,ES sLu Q CONFORMS TO DESIGN CONCEPT - -- ® CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ® 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE - -- _ -- - . - - WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FAB ICATO.R'VENDOR OF RESPONSIBILITY FOR CONFORMANCE S T-DESIGN DRAW NOS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE - - -- - -- PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 4 MILBRANDT ARCHITECTS A3(14) 12.12-- V \ V B2 1 SJ3 B1 ® SJ2 ill `/ ► ! Agniiii NI J•on IP • M 0N w I��• - I A/ 8r-0' / / - 17-11' , ENTRY RIGHT k ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 08/16/13 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL )i PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING `. 4-D NH POLYGON DESIONSIBLEF FOR NON-TRUSS EI RESPONSIBLE FOR ALL NON-TRUSS ' PLAN: DRAWN BY: REVISION-2: 7D TRUSS CONNECTIONS.BUILDING q'€ REVISION-3: DESIGNER/ENGINEER 4-D NH / 4-D NH CHECKED BY: REVIEW AND NEER OF RECORD TO .. _� AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION.DELIVERY LOCATION: SCALE: COMPANY 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. 27-0' .— s U6. U-1 AR F-LLJ = N C+/) %CI C) N -2 z z `il o z cc T a CS r I L) a .1^� Q k 1 ce C a co Z w C a o !-i 2:1 SJ2 0 o Q m i= cr) cn cn o ="n ea 2- o W SJ3 .a. CC z z =_ w z CDC) oo � O O CJ .c--•w=oo . t-1 ' O Ow CD 0= ES_ -<0, = Z L..../ U cC z 0_ Es .2 W Al =_6"_ �__ 11❑ El =E68_ m c.a A2 I -- - b) 12.J2 •- , -- -et �4 53 zsi (14) - - --12:12 :y r SJR �"1 B1 SJ, ...A ._ SJ2 :P'I - 1.712 SJ1 CL / < f N co �� Q CONFORMS TO DESIGN CONCEPT �/ C 0 REVISIONS NOTED TODESIGN CONCEPT WITH / / 81-0. 0 NON-CONFORMING—REVISE&RESUBMIT I' 1L-1V I THIS SHOP DRAWING HAS BEEN RENEWED FOR GENERAL CONFORMANCE WITH DESIGkOUCEPT ONLY AND DOES NOT REEVE THE FABRCATORVGICOR OF RESPONSIBILTY FOR CONFORMANCE WITH DESIGN DRAWINE,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORTY OVER THIS SHOP DRAAWING. By DavidpR Burnett Date 10/6/14 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS if E ! D R F1 El ARCHITECTS POLYGON NW 08/16/13 PLACEMENT TRUSS CALCULATIONSEANDO M l L U PROJECT TITLE: REVISION-1: ENGINEERED FOR ALL FURTHE • DRAWINGS FOR ALL FURTHER I II U� r ;. 4-D NH POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS.BUILDING TO TRUSS CONNECTIONS.BUILDING �„''� 4-D NH / 4-D NH CHECKED BY: DESIGNER/ENGINEER OF OF TO TRUSS REVIEW AND APPROVE E OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. L 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). ,fit z !8 cli :.? '. ' ' I "kV k '- r 6' S** C? R vi t. JCVak4SIO „�r -7 10/4/i, 10/ jig 1 a* .,e EXPIRES 6/30115 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP EB SETBACK B-RU-O0 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTA 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= -2971) 1709 10- 4= -70 911 WEBS: 2x4 KDDF STAND LOADING 3- 4= -2392 611 11- 8= -279 1657 10- 5= -165 102 LL =25 PSF Ground Snow (Pg) 4- 5= -1646 483 5-11= -161 95 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= -1654 487 6.11= -61 895 BC LATERAL SUPPORT <= 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.OI= 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( )TC CONC LL( 466.7)+DL) 130 .7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES)))))) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -403/ 2249V -217/ 2176 5.50" 3.60 KDDF ) 625) 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 C18 CN18 (or no prefix) =CompuTrus, Inc M,M2lHS,�( 18HS,M16 =MiTek MT series to • t .I 1' i.. ' 1. - - - 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" 7-11-11 6-00-10 7-11-11MAX LL DEFL = -0.046" @ 11'- 0.0' Allowed = 1.054" MAX TLCREEP 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" T T597.30# ' 597.30# f MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5° 12 M-4x6 M-4x6 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 12.00 V M-3x4 \12.00 Design conforms to main windforce-resisting 5 system and components and cladding criteria. 4D 11 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 duration factor=l.� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 0Ifi 1\111 0 0 m cn 10 1, M-3x6 0.25" M-6x8 M-3x6 /- M-7x8(S) i y y y 7-08-08 6-07 7-08-08 1 i y )- 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - Al Scale: 0.2653 {-� D PROP WARNINGS: GENERAL NOTES,unless otherwise noted: C,( 0 fl 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 Jj � p �0 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper ( //fJT1. " 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. tCf (�7 /// 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ‘ . n C 1,.... DES. BY: LA Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by �2 0•PE. Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shover++ 40// 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052965 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. " ! 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. 7 OREGON 1/4 P P° 7.Design assumes adequate drainage Is provided. G' \t".\t". A 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 f6 4 f1L� , 1111 11111111111111111111 TPIANTCA In BC61,copies of which will be furnished upon request. lines coincide with joint center lines. !. {y 9.Digits indicate size of plate In inches. A,, 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) � FOU EXPIRES:12/31/2015 ' IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 80 2.12= -163) 752 3.12= -196 181 BC: 2x6 KDDF Cl&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 <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=( -565 338 8.13= -142 382 BC LATERAL SUPPORT 0= 12"OC. 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 8- 9= -887 397 NOTE: 2x4 BRACING AT 24'OC UON. 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 KODF 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,O18HS,M16 = MiTek M series 9-11-11 2-00-109-11-11 is' 1 I.I • 1' .I I' . .• .t. 4-00 3-10-04 2-01-071OOa �O-15?-01-071 T 3-10-04 4-00 f � ffT 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" 8-00 8-00 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054' T T T ,i' MAX TLMAXCREEP LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 12 5 7 12 MAX TL CREEP DEFL= -0.003" 0 23'- 0.0" Allowed = 0.133" 12.00/ '"12.00 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-4x6 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" M-4x6 Design conforms to main windforce-resisting M-3X4 system and components and cladding criteria. 6 40 044, Wind: 140 m ht h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10, (All Heights), Enclosed Ca{.2, Exp.B, MWFRS(Dir), load duration factor=l.0 Truss designed for wind loads in the plane of the truss only. 0 mr M-1.5x3M 1.5x3 0 M M O 1171\11., O O YII ri �rd 1.'1 O 12 13 I 1 p 1 M-3x4 0.25" M-3x8 M-3x4 /- M-7x8(S) 1, y ), y 7-08-08 6-07 7-08-08 )' y 1, 1, 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 Scale: 9.2437 p R°Fe WARNINGS: GENERAL NOTES,unless otherwise noted C.,(G L��L^^�� (t 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 �` < (N C S� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper V { /J f{T -f- t 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Xt.f 111//�ikr r //Jir 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ( (� p c i' 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 ±72®®k 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. 3.20 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, design loads be applied to any component. and are for"dry condition"of use. " � � TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if OREGON Cr necessary. �/ V fl l7 'v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. e/0-1\1)' �i� 1(,+ 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 f� .�,i;v '4' L4 ..t IIII"III VIII I II VIII VIII I III III III TPIANTCA in 8C51,copies of which w 11 be furnished upon request. git coincide with joint ate Inrnche. L ((yyT 9.Digits Indicate size of plate In inches n- n ( T' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) '^'•T'1 EXPIRES:12//31/2015 IIIIIIIHDI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF mi&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 80 2- 8= -93) 842 3- 8= -377 349 BC: 2x4 KDDF mi&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"0C. 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 BRG 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 KDDF ( 625) M,M2OHS,P18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS 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 ttt • i..'.r t: . .. - . ' 't. 1 '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" T T T T 1 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/ \12.00 MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" 4.0" MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133" 4 MAX HORIZ. LL DEFL = 0.013° @ 21'- 6.5" IF MAX HORIZ. TL DEFL = 0.019' @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=24.7ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 (All Heights), Enclosed Caf.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. M-1.5x3 h M-1.5x3 in 4666,v 0 CM M CO O O O r: Flly n C B 9 Cr M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 r- y y y 1, 7-05-01 7-01-13 7-05-01 y y y 10-00 12-00 y y ,/ y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A3 Scale: 0.2278 4 0 PROFk- WARNINGS: GENERAL NOTES,unless otherwise noted: c ___```(((��� A3 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 (N�FJ�SA1�� Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper V( ((27 /(7j f 1- 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 �, pI- 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 `.`P E P H 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 aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052967 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, _AO design loads be applied to any component. and are for"dry condition"of use. 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 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �L OREGON Ni7t. 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 � 1 A-4 h111111111111111111111 TPI/VTCA in BC51,copies of which will be furnished upon request. MiTek USAInc./CompuTrus Software 7.6.6(1L)-E lines coincidewithJoint center lines. 9.Digits idicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4I ` j VT Pti EXPIRES;12/31/2015 11111110 (III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEUBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 80 2-13= -267 1102 13- 3= -40 392 BC: 2x6 KDDF @1&BTR SPACED 24.0" O.C. 2- 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- 8= -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= -99 630 6-15= -72 103 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8= -661 377 17-18= -91 597 15- 8= -72 338 TOTAL LOAD= 42.0 PSF 7- 9= 0 0 18-11= -191 651 17- 8= -227 30 8- 9= -559 338 8-18= -198 162 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL =25 PSF Ground Snow (Pg) 9-10= -885 397 9-18= -180 394 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1048 364 18-10= -196 181 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 BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES11) C,CN C18 CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -240/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) M,M2OHS,�I18HS,M16 = MiTek MT series 22'- 0.0' -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 0-02-05 ff r r r r r r 9-11-ti 2-00-10 9-11-11 f T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-01-04 0-06-15 3.10.04MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TLMAXCRELL DEFL= 0.024" @ 10'- 2.0° Allowed =EP 1.054" b1- 2-09 -01-071-10-006-d8 4-00 MAX TL CREEP DEFL= -0.047" @ 10'- 2.0" Allowed = 1.406" 1' T 1' 'if T T '1 T l' 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' '1 I T 1 MAX HORIZ. LL DEFL = 0.015" @ 21'- 6.5° 12 -3x8 12 MAX HORIZ. TL DEFL = 0.024" @ 21'- 6.5" 12.00/ M-4x6 \12.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 . M- x4 Wind: 140 mph, h=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 4111=79=',.: c. ,� (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.e Truss designed for wind loads in the plane of the truss only. 0 4- M-1.5x3 0 0 r M-3x4 o M 3x4 Aliiilimiss,.. �-- oo =M-6x6 M 3x8 0 1- o M-3x4+ 7 18 �o M-3x4+ o M-7x1 M-6x6 M-3x8 M-3x4 o - 1 3.75 2.40c=--- 12 -12 12 J, I I I I I I y2-05-O8(, 5-03 2-09 1;06-12;03-04 7-08-08 I l 1-02-05-08 8-00 , 2-00 9-06-08 1-00 y y 10-05-08 11-06-08 y y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A4 Scale: 0.1767 0 1'to PRO PE WARNINGS: GENERAL NOTES,unless otherwise noted: r ry 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 .,,F,(;' (_�`pj('���+st�� v/- TrussTruss: : A4 and Warnings before construction commences. building component.Applicability of design parameters and proper ( 4 q f �)”7g/g9 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. {y I/// f ( "5y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at fi 92`S P E 1- DES. rDES" BY: LA is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 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++ 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"dry condition"of use. ry,. 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 OREGON y 40 fabrication,handling,shipment and installation of components. nesessary. Ix P° 7.Design assumes adequate drainage is provided. it,. ry \ 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 /A -4}'" 1 4, L �.1_ 1111111111111111111 TPIM?CA in GCS!,copies of which will be furnished upon request lines coincide withizjointain Inches, �J T 9.Digits indicate size of plate in Inches. A�1,�, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41' R ry 4 \- EXPIRES:12//331/2015 IIIIIIIDl 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 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 80 2.11= -341 1928 11- 3= -611 633 BC: 2x6 KDDF M1&BTR 2- 3= -2887 482 11.12= -317 1777 3.12= -398 255 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= 0 0 12- 5= -1001 270 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL(( 50.0))+DL 14.0i= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6= -1791 447 13-15= -278 1942 5.13= -203 767 BC LATERAL SUPPORT <= 12'OC. 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"00 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -351/ 1832V -217/ 217H 5.50" 2.93 KDDF ( 625) 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 M1 series ILI • I..'.t . .,. . .. - . . 't. 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09 5-02-11 2-02-05 2-05-04 1-05-01 3-11-11 4-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T T T T T T T MAX TLMAAXX EP LL DEFL = 0.44" @ 12'- 0.2" Allowed = 1.054" 12 • 12 MAX TL CREEP DEFL = -0.135" @ 10'- 5.5' Allowed = 1.406" M-4x6 M-4x6 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" /- 12.00 M-3x4 M-3x8 N 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 5 6 �e e* MAX HORIZ. LL DEFL = 0.019" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.048" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=23.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 14.1.5x3 load duration factor=1.l c:, Truss designed for wind loads in the plane of the truss only. 4- 8 M-3x4 of IIIIIIIIIIIIIIII M-3x6 _� m o �'s 12 _ ��'oo,_ m: o o ✓tom =M-6x6 �®fi 1 - M-3x4+ M-3x8 cm 14 15 - 16 0 0 o M-3x4+ o M-7x8=M-8x8 M-7x8 M-3x6 0 A- - 1 3,75 2.40 - 12 12 y y y y , 1525# y 2-05-08 5-03 2-09 1-06-12 2-03-04 7-08-08 1-00 2-05-08 8-00 2-00 9-06-08 1-00 I I I 10-05-08 11-06-08 I I I I 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A5 Scale: 0.2357 � � pat1F��,� 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 C { I N Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper C? tr 1/1T{•r 9_ " 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. (,4. �3 ( f _L' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, PE c 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 ��®0 t L P° h 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 aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6052969 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, ,yr design loads be applied to any component and are for"dry condition"of use. 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 RDCC fabrication,handling,shipment and installation of components. necaseary. .� OREGON 1.:. 7.Design assumes adequate drainage Is provided. G ik ,*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 .�t- IIII I IIII VIII VIII III I III I II I IIII IIII TPIANTCA in BCSI copies of which will be furnished upon request lines coincide wth joint center lines. 1 0 4 1 4 ty 9.Digits Indicate size of plate In Inches. - MITt;k USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) q F EXPIRES;12/31/2015 1E1111 III 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#1&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 I. 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( 50.01+DL 14.0= 64.0 PLF b'- 0.0" TO 6'- 0.0" V 5- 6= -1580 268 11- 6= -89 1039 4-10= -78 213 BC LATERAL SUPPORT 4= 12"OC. VON. TC UNIF LL 100.0 +01.. 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"0C UON. FOR LL( 70.0)= BEARING MAX VERT MAX HORZ BRG REQUIRED((BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC TC CONC LL( 250.0+DL! 70.0)= 320.0 LBS @ 6'- 11.00" LOCATIONS 0.0" -179/ACTIONS 1020V -156/ 148H 5ONS .50" 1.63ZE N KDDFP(C6251 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 1,1 ' 1- Orf f , ' f, - 'f. Connector plate prefix desi nators: 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= -0.018' @ 6'- 11.0" Allowed = 0.600" M,M2OHS,M18HS,M16 = MiTek M7 series 5-11-11 r 0-11-10 -11-11 MAX TL CREEP DEFL= -0.035' @ 6'- 11.0" Allowed = 0.000" 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 T 12 T 320 T 12 ' MAX HORIZ. LL DEFL = 0.014" @ 12'- 5.5" MAX HORIZ. TL DEFL= 0.024" @ 12'- 5.5" J M-4X6 3204 Design conforms to main windforce-resisting ,- 12.00/ \\12'00 system and components and cladding criteria. M-5x6 Wind: 140 mph h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cai.2, Exp.B, MWFRS(Dir), load duration factor=l.0 Truss designed for wind loads in the plane of the truss only. )-3x44J _ M-3x4 0 o0Q' r` M-3xM3x4 M 1w M-6x6 9 10 -M-6x6 iM-3x8 M-3x40 o 1 * '- x4+ M-3x' - c:, M-3x4+ M-3x4+ .- 3.75 3.75 12 12 y )' y y y J' 2-05-08 3-03 1-07-12 3-01-04 2-05-08 1, ), y ) ) 2-05-08 8-00 2-05-08 1-00 y ) ), 12-11 1-00 JOB NAME : POLYGON 4-D NH - B1 Scale: 0.2995 tt,t0 PR are 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 'VT/NM aI NEt, /- T - Truss B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper V jJ� r� : 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 �. n r� p DES. BY: LA is the responsibility of the erector.Additional 2'c.c.and at 10'o.c.respectively unless braced throughout their length by >7G O f E p ty 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. 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, TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if le CC necessary. V Q�iE N fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 74. \>k •.. 11 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 f .fi) 4 A� i VIII I I I VIII I III I III I III I II I III TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. F ty� 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) ' C."'ry R t f t V EXPIRES:1 12//3311»/2015 111114111 IIIIII IIII 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 N1&BTA LOAD DURATION INCREASE = 1.15 1- 2= -792 229 1. 7= -113) 602 7- 2=) -2 229 BC: 2x4 KDDF H1&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"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 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0" -71/ 541V -175/ 187H 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 desi nators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,ON 018 CN18 (or no prefix =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �'� • '' 't ' • r M,M26HS,t118HS,M16 =MiTek M 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" T f i' MAX LL DEFL= -0.002" @ 13'- 11.0" Allowed = 0.100" 2-09 3-08-08 3-08-08 2-09 MAX TL CREEP DEFL= -0.003" @ 13'- 11.0" Allowed = 0.133" T I I T T MAX HORIZ. LL DEFL = 0.010' @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.016" @ 12'- 5.5" M-4x6 12.00/ \12.00 Design conforms to main windforce-resisting 4,0" system and components and cladding criteria. 3 d�, Wind: 140 mph, h=22.4ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 PV (All Heights), Enclosed Cat.2, Exp.8, MNFRS(Dir), load duration factor=l.e Truss designed for wind loads in the plane of the truss only. r M-3x4 44111110111 M-3X4 0 0 4 M-3x4 ' .�. 1 M-3x4 m ee e mo Co o M-5x6 a M-3x8 M-5x6 �- _, o �t�� � l3x4+ M-3x'+ u7 o M-3x4+ M-3x4+ • o A- ..3.75 3.75 D. 12 12 y . y )' y 2-05-08 4-00 4-00 2-05-08 ), y y /. 1, 2-05-08 8-00 2-05-08 1-00 y ), y 12-11 1-00 JOB NAME: POLYGON 4-D NH - 62 Scale: 0.2824 � � PR4),fiLCS' WARNINGS: GENERAL NOTES,unless otherwise noted, cC� rn-r 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an Individual J� I N E.4._ rJ/ Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper CJ i. 2.2x4 compression web bracingmust be installed where shown+. Incorporation of component is the responsibility of the building designer. 4.44^ 'filar 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I- DES. ,.. DES. BY,: LA is the responsibility of the erector.Additionalpermanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by F 92 P P b continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/6/2014 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. J' SEQ. : 6052972 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, r design loads be applied to any component. and are for drycondition" full b on"of use. .,,+�" '„ � 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 IfCC�( necessary. A� N fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. L, -'7 �f \� ic 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 f 40 �± IIII VIII III VIII Hill I II III I III III TPIANrCA In SCSI,copies of which will be furnished upon request lines coincide withzjoint te in lines. { 'f,tk 4 9.Digits indicate size of plate In Inches. A,, M 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 'M y EXPIRES:12//.31/2015 IIIIIIIIIIIIII 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 N1&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=(-60) 67 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 bL 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" -43/ 296V -32/ 99H 5.50" 0.47 KDDF 1 625 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pp) 6'- 0.0" 0/ 49V 0/ OH 5.50' 0.08 KDDF ( 625 C,CN C18,CN18 (or no prefix) =CompuTrus, Inc M,M2UHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICORD 2 Oesign checked for net(-N psf) uplift at 2a "ox spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 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" 1-11-11MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5' Allowed = 0.220" MAX BC PANEL LL DEFL= 0.008" @ 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL 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 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRs(Dir), load duration tactor=1.0 �� Truss designed for wind loads �� in the plane of the truss only. v ..4- o co N V O co O� u7PIAAN O o� 10.-=.41 11111.- 14 M-3x4 • 1, 1, y 1-00 (PROVIDE FULL BEARING;Jts:2 3.41 6-00 JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 ,i\tq PRC1pe,tS WARNINGS: GENERAL NOTES,unless otherwise noted: c.�K( „ 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` .r; 1���a,�" V/,q; and Warnings before construction commences. building component.Applicability of design parameters and proper ,�J V G1[;v Air lip Truss: BJ 1 Incorporation of component is the responsibility of the building designer. 4.1 2.2z4 compression web bracing must be installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at (, •[]�'f E7 C 1+^ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by JG f_L. DES. BY: LA s 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. SEQ. : 6052973 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in non-corrosive environment, ,t/+ design loads be applied to any component. and are for dry condition"of use. r ry. 001r ' 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 `+ nc Design N iii fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. ,ei.d VNt" A., 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 /,6 4� ,�4 2Q �4 11111111111111111111111111111111111111 TPI WTCA In BCS(copies of which will be furnished upon request lines coincide wiz joint ate center lines. G 9.Digits Indicate size of plate in Inches. �f 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) C f7 y i EXPIRES:12//•31/201'5 IIIIIIIIII 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 WEBS:TO: 2x4 KDDF: 2x4 KDDF RSTAND LOAD DUSPAIED INCREASE. " D.C.= 1.15 3-4= -48 18O( 42 2-6=(-71) 1016 5.3=).150) 110 18 BC: 2x4 KDDF#1&BTR SPACED 24.0" O1.2 •180 26 5.7=((-96 136 5.3= 0 52 LOADING TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0" 0.0" 0'- 0.0" -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 ODE ( 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,I18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (CORD- 2: Design checked for net(-5 osft uplift at 24 "ox spacing-) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" '1 'I MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL= -0.007" @ 2'- 3.8" Allowed = 0.226" f --/ 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 I) MAX HORIZ. LL DEFL = -0.009" @ 5'- 8.0" 12.00/ I 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 m ht h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10, o (All Heights), Enclosed Cat.2, Exp.B, MWFRS(D3r), �� load duration fforowin.� iiiiii..... o Truss designed for wind loads in the plane of the truss only. c� 0 v 0 U, 4. imm 07 0 1 7 o/- tO ml C M-1.5x3 .f- �� o� A- 0 Ms 3x4 M-3x4 M-3x5 A- y y )• 2-03-12 3-08-04 y y y )' 1-00 2-05-08 6-00 3-06-08 •:r I ' JOB NAME: POLYGON 4-D NH - BJ2 Scale: 0.5246 010 PROpt. WARNINGS: GENERAL NOTES,unless otherwise noted: r 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 J ! I N r;. Truss BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper (JN V G)/) 0 : 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /ff�?(( (( 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 l of the ng to i ure Additionalnst of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '92.140 0 PE V p it'1 permanentbracing 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. : 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, 0110101PP design loads be applied to any component and are for"dry condition"of use. 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 ♦ Q fabrication,handling,shipment and Installation of components. necessary. •3 OREGON t, 7.Design assumes adequate drainage is provided. 1)c A. 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 e6+ v....+ q0� '\ I'll I'll l II I l I I III II III I illi III TPIANTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. o 14 G. �"v 9. Digits indicate size of plate in inches. �`�y f3, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4f-"e rl r„t i ! EXPIRES:12/31/2015 11111111 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-6=(-160) 174 6-5= 0 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2.3=I-244) 52 5.7=)-216) 233 5-3= 0 52 WEBS: 2x4 KDDF STAND 3.4= -113) 84 3-7= -266 246 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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 (( 625nators: 5'- 11.7" -84/ 117V 0/ OH 1.50" 0.19 KDDF 625 Connector plate prefix desi9 C,CN C18 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2?HS,A18HS ,M16 = MiTek MTT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGDND 2• Design checked for net( psf) uplift at 24 •Sc spacing.] 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' ,r MAX TLCREEP LL DEFL = 0 MA0.011" @ 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" 1 7 MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.0" 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, MNFRS(Dir), load duration factor=1.1 Truss designed for wind loads in the plane of the truss only. I 0 CI) 0 0 M-4x6 A�0 p r CO H w 0/- A 7.=i LO -� o M-1.5x3 0/- C) 1.3.11.7-.1M63x4 0 M-3x4 M-3x5 1- J' )' 2-03-12 3-08-04 ,1 y ,J ), 1-00 2-05-08 6-00 3-06-08 JOB NAME: POLYGON 4-D NH - BJ3 Scale: 0.4236 • 003 PR04S WARNINGS: GENERAL NOTES,unless otherwise noted: tit rCe. 9 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` ,( I 4�c,,, UXQA- Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper V I (((J��/ /yT i 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 1y 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 92 OPE P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C S 92.i I E r- DES. BY: LA 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. SEQ. : 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, f`� ' 4/ design loads be applied to any component and are for"dry condition"of use. CC 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 it w a+ necessary. p G/^� //``"" fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage Is provided.,. A_ 1-lE�.1V N�tX /S,'*(,( 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},r 2 �p`�- IIIII 11011 MINI III I it I III III VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 4 4 9. 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) L."'Cf['f y 1 \, EXPIR'ES:12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 WEBS:TC: 2x4 KDDF @MIR 115 : 2x4 KDDF 2x4 KDDF#1&BTRSTAND LOAD DURATION SPACED INCREASE24.0" O C 1.15 2.3=I-284) 129 95 5.6=(-238) 176 2.6=1.445) 3721 LOADING TC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 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,I18HS, M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ''I • I. 'r r' ,:t ' '. - ' r' 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" I MAX LL DEFL = -0.031" @ 4'- 9.0" Allowed = 0.150" 12 4 MAX TL CREEP DEFL = -0.038" @ 4'- 9.0' Allowed = 0.200" /- MAX TC PANEL LL DEFL = -0.014" @ 1'- 6.0" Allowed = 0.174' 9.00 7 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 -/ system and components and cladding criteria. Wind: 140 mphl h=15ft TCDL=4.2 BCDL=6.0 ASCE 7-10 )All Heights), inclosed lat.2, Exp.B, MBFRS�Dir), load duration factor=1.61 w Truss designed for wind loads o in the plane of the truss only. co o v v 0 0 0 M-3x4 co III o CC het_ 00 c. gG imaimems 5►m 6 ►� /- M-1.5x3 M-3x4 ,) ), )- 2-06-08 0-08-08 y )- ), y 1-00 3-03 1-06 JOB NAME: POLYGON 4-D NH - D1 Scale: 0.5387 ‹,� t} PR67'46"6:0�6� 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 `01 N Ept. /,� Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper C' '@71i5111� ,9' 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 44.1 _F" 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at 4 , DES. BY• 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 �, 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++ 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. : 6052977 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. ,,,ye' '; TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Des gn assumes full bearing at all supports shown.Shim or wedge if r/ „r�y r� CC fabrication,handling,shipment and Installation of components. necessary. 3", OREGON f. 7.Design assumes adequate drainage is provided. )k `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 �t k. A t III'II III III III IIII III IIII III IIII TPI WTCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. `4 7 4 � t��`4 9.Digits indicate size of plate In Inches. O.{ MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) f Fi ` 4 V EXPIRES:12/31/2015 111 IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 1201211 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x6 KDDF Al&BTR LOAD DURATION SPACEDRE24.0" O.C. (Non-Rep) 2-3-I-285) 309 5-6=02 )-227` 6 4 2-6 616 =I-920) 1200 265 WEBS: 2x4 KDDF STAND i 2x4 KDDF p1&BT?1 A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -112/ 765V -169/ 295H 5.50" 1.22 KDIF 625 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -453/ 1526V 0/ OH 5.50' 2.44 KDDF ( 625 Connector plate prefix desi nators: ADDL: BC CONC LL+DL= 1085.0 LBS @ 5'- 0.0" N ADDL: BC CONC LL+DL= 534.0 LBS @ 7'- 0.0" C,CN C18 C 18 (or no prefix =CompuTrus, Inc DDND. 2: Design checked for net(•5 psfJ 1plift at 24 "gc spec inn-I M,M2oHS,M18HS,M16 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.027' @ 3'- 11.9' Allowed = 0.472" BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL= 0.030" @ 6'- 2.5' Allowed = 0.311" 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" f ,r f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. A- M-1.5x3 4 „, 12.00,/// Wind: 140 mph, h=23.2ft, TCDL=4,2 BCDL=6.0 ASCE 7-10, IAll Heights), Enclosed Ca .2, Exp.B, MWFRS(Dir), B load duration factor=1.� Truss designed for wind loads in the plane of the truss only. CO M-3x5 CO 0 0 LA" \ U, 0 0 CO 00 CO M-3x4 M-3x6 M-4x8 y ), 11,1085# 534#, 3-11-14 4-00-02 y y 8-00 JOB NAME: POLYGON 4-D NH - Cl Scale: 0.3194 cycO PRO/ WARNINGS: GENERAL NOTES,unless otherwise noted: 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 ` C �� Truss: Cl 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1( " 2.2x4 compression web bracing must be installed where shown+. Incorporation of component a the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 1. 2.Design assumes the top and bottom chords to be laterally braced at �y r- DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length byG//P G 1y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 410,0, 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. : 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. 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 tG 1,.�RE7 V N� t4 " ct- fabrication,handling,shipment and installation of components. necessary. " A,J 4l iv A. 7.Design assumes adequate drainage is provided. >k 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"^ �4 t, 7 4 Q IIII I IIII IIII I III I III�) IIIII II I III TPINJTCA in BC51,copies of which Wil be furnished upon request lines coincide with joint center lines. (., F �. 9.Digits indicate size of plate in inches. fi MiTek USA,InC./CgmpUTN3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MS R y yL. SJ EXPIRES:12/31/2015 EMI 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 IC: 2x4 KDDF ff1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-18) 85 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 BOG 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" -50/ 287V -32/ 990 5.50" 0.46 KDDF 625 1'- 10.9" -165/ 174V 0/ OH 1.50' 0.28 KDDF 625 Connector plate prefix desi nators: LL =25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF 625 C,CN 118 CN18 (or no prefix =CompuTrus, Inc M,M2?HS,�118HS,M16 =MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r f • I. •„ r r „ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL= -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.004" @ 1'- 0.0" Allowed = 0.147" MAX TC 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 IL 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" T 1-11.11 T Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=1.b� Truss designed for wind loads s- in the plane of the truss only. NI' v O O N a O co O/- LO O O� ► ►�4 M-3x4 1 J- y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME: POLYGON 4-D NH - J1 Scale: 0.5733 �yQ PRl1Fe WARNINGS: GENERAL NOTES,unless otherwdse noted. (-L' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �4 I N E p/ (9 and Warnings before construction commences. building component.Applicability of design parameters and proper cl V 8/� #F '4, Truss: J 1 2 2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. L4 //I J i F , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at [[����ff DES. BY: LA Is the responsibility of the erector.Additionalpermanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by JG•/P E po ty g 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. : 6052979 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, 146010' TRANS I D: 407655 design tootle be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If d Cr necessary. -YOREGON 44/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G 4, \� A, 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 / •.},-. () 4 IIIIII III 1111101111111111111111111 TPINJTCA in BCSI copies of which will be furnished upon request. neo 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-1955(MiTek) 'Y 'h ry t f \,• EXPIRES:J112//31/2015 • (IV(((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 f!1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2.3=(-90) 113 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 BAG AREA OL 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 KDQF ( 625 3'- 10.9" -198/ 181V 0/ OH 1.50' 0.29 KDDF (( 625)) Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50' 0.11 ROOF 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,I18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL f • f- r REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX 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' 1' '1 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' /- -, MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00/ fi) Wind: 140 mpht h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MvNFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. v v O O ..- 4- .4- 0 - vO in m Of-- to O O� NE2M4 M-3x4 A- b 1, y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 8-00 JOB NAME: POLYGON 4-D NH - J2 Scale: 0.5233 . p PR ore. WARNINGS: GENERAL NOTES,unless otherwise noted: c NE .Ab 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 I N4;Cn71+� /,tet Truss: J2 and Warnings before construction commences. building component,Applicability of design parameters and proper � 'c q f(7/f iJT r"1� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. -LL/ l J(�?f/ / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a 't �j PE 1„". 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 9G 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. 3.20 Impact bridging or lateral bracing required where shown++ / ,1. 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. am� SEQ. : 6052980 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, y �Atrrr� design loads be applied to any component. and are for"dry condition"of use. ,/ ` � TRANS 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 ♦ QREGON necessary. iii fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. „ -s. 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 1 4 11111111111111111111111111111111111111111 TPI VJTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Imes 2.° Ty S Digits Indicate size of plate in inches. fl P' MITek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) '� 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 H1UBTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2-3.(-149) 154 TC LATERAL SUPPORT 4= 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" -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) =CompuTrus, Inc M,M2OHS,)118HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IDQND 2: Design checked for net(-5 psf) uplift at 2d "00 soacing.l LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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" "( T MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" /- / MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0.105" MAX IC PANEL LL DEFL= 0.249" @ 3'- 2.0" Allowed = 0.524" MAX BC PANEL TL DEFL= •0.229" @ 4'- 1.4' Allowed = 0.472" 0 MAX HORIZ. 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 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dxr), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. v -1- c. O m v O r M O,,_ i O/- -.14 O M-3x4 /- J, > y 1-00 ';r I :: t ' ' • 8-00 JOB NAME: POLYGON 4-D NH - J3 Scale: 0.4555 ci\t0 pROpt 1S WARNINGS: GENERAL NOTES,unless otherwise noted: c. 1, ry 1.Builder and erection contractor should be advised o1 all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ` f, (� yp,.t�V��t rj and Warnings before construction commences. building component.Applicability of design parameters and proper + �+ (7 J/ f"(4' Truss: J 3 Incorporation of component is the responsibility of the building designer. (�7I 2.204 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at (�n PE DES. BY LA 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their tang h by 4' 92.0 PE r 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. SEQ. : 6052981 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. TRANS I D: 407655 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if *a necessary. EGO44/ fabrication,handling,shipment and Installation of components. 7.Design asumes adequate drainage is provided. 4. iy_�y4� RG�a OREGON A. 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 - �' 20 �-I- IIIIII III I II II VIII I III(IIII I II IIII IIII TPI1WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. cj 14 9.Digits Indicate size of plate in Inches. L PRO- EXPIRES; y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(maw 4�`+i 7`i EXPIRES;12/31/2015 This design prepared from computer input by Ill IIIilli PACIFIC LUMBER-BC . TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=)1 0) 80 2-4=(0) 0 TC: 2x4 KDDF :lig LOAD DURATION INCREASE = 1.15 2-3=(-68) 51 SPACED 24.0" O.C. BC: 2x4 KDDF bt&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG 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 MIN. (SPECIES) L ON BOTTOM CHORD= 12.0 PSF 0'- 0.0" -62/ 302V •32/ 99H 5.50' 0.48 KDDF 625 TOTAL LOAD= 42.0 PSF 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF 625 OVERHANGS: 12.0" 0.0" OH 1.50" 0.07 KDDF 625 LL =25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ Connector plate prefix designators: „� C,CN C18 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,,, • r- „ r' r. M,M2bHS,�118HS,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L 1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed = 0.133' 1-11-11 MMAX BC PANEL TL DEFL= -0.002' @ 1'- 0.1" Allowed = 0.072" T 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 system and components and cladding criteria. Wind: 140 m ht h=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10 (All Heights), Enclosed CaL 2, Exp. , IRWFRS(Dir), load duration factor=l.6 Truss designed for wind loads 0i the plane of the truss only. v v 0 N O el- 0 O CO CO,,_ o co O --I8/- 41 20 M-3x4 A-- J, ; ), 1-00 2-00 r f . .: • ,4+11 JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 p(,w"wt�6s 1.Buil WARNINGS: G.This design NOTES,s unless otherwise noted: +,;J ....... ' .*.4,4? �f 1.ader and erection or cconstruct should be advised of all General Notes 1.building component.Applicability of n the parametersnd Is for an proper individual4^l7 r}((Q;J,/f/J ff(T /4i Truss: SJ 1 and Warningsmbefore construction commences incorporation of component is the responsibility of the building designer. CC a„n"�� 1..� 2.204 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA s 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. 3.20 Impact bridging or lateral bracing required where shown++ is the he !� 4.No load should be applied to any component until after all bracing and 5.4.I stalliata n of tru busses raespo omeponent until oto a respectivecontractoment, r�rr SEQ, : 6052982 fasteners are compete and a[no time should any loads greater thanand ,, 04010/110 are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If ,. ,Y yy OREGON �((i TRANS I D: 407655 5.CompuTrus has no, pand assumes no responsibility for the necessary. 7, ,c. �4 np� fabrication,handling,shipment and the limitations of components. 7.Designlatesassumes adequate on othi face is provided., T 44 "�" 6.This design is furnished subject to limaetlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center osr 111111111111111111111111111111111 TPIANTCA in BCS(,copies of which will be furnished upon request. 9.(Digits Ind crate s ie of plate inoint centerilines.s. `�Rio, MiTek USA,Inc./CompuTrUa Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This PACIFIC LUdesigMBER-BCn prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4=(0F/Cq=1.00 BC: 2x4 KDDF N2-3=( 0 94 2.4=(0) 0 1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. 2.3=(•1091 94 BC LATERAL SUPPORT<= 12"OC. UON. LOADING LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF (((( 625)) Connector plate prefix desi nators: 3'• .7' -15/ 64V 0/ OH 1.50" 0.17 KDDF 625V 0/ OH 5.50" 0.10 KDDF 1 625 )g ) C,CN C18 CN18 (or no prefix = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 3'. 111.7 85/ 108 ) M,M2OHS,M18HS,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICONO�•�gc�On checks__ d ter ngt.( 5 pcf) f(plift at 4 o cpacinre.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 IL)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" 12.00 1 MAX HORIZ. TL DEFL = -0.001° @ 3'• 10.9" / Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=21.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MIRFRS(Dir), load duration factor=l.e Truss designed for wind loads <h in the plane of the truss only. o <I- c, v 0 Lo o"- U, PIIJJIIIIIIIIIIIII0 y� 4►t -1 o M-3x4 A-- ,l, ), ), y 1-00 2-00 1-11-11 IPAOVID F B AKIN ;1.4ts'2,4 31 JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5872 "So, �,11, �t„.„. ' WARNINGS: GENERAL NOTES,unless otherwise noted: V f1 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 I Kt qf0. Truss: SJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper J �j 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 7/f 1-7,1^�i 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'continuous and at 10'o.c.respectively unless braced throughout their length by �fC/ [y�j` P r �...' DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as plywood required ing(TC)and/or drywall(BC). .1':7G C P° Y m 3.2x Impact bridging or lateral bracing where shown++ ,/l!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 tt,'l SEQ. : 6052983 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, 4000, design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �" -." TRANS I D: 407655 fabrication,handling,shipment and Installation of components. necessary. CC 6.This design Is furnished subject to the limitations set forth by7.DesignPlates shall assumes adequate on tlthlfac a is provided. ` OREGON t,.;. 111101111111111111113 TPI/WTCA in SCSI,copies of which will be furnished upon request a necoincide ewith joint center lines lb 9. of truss,and placed so their center if L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Foribasits c connecate lUoze oplf atetdesign values see ESR-1311,ESR-1988(MiTeke in inches. ) � �j1 4!s ad ,` '1,2 Orli:4. . EXPIRES:12/31/2015 ` Y IIlIIIIIIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1-2=) O) 80 2.5=(-167) 174 3-5=(-267) 257 BC: 2x4 KDDF fti&BTR SPACED 24.0" O.C. 2.3= 262 122 WEBS :2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF 625 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 9.7" -88/ 248V 0/ OH 5,50" 0.40 KDDF 625 Connector plate prefix designators: 7'- 11.7" -82/ 110V 0/ OH 1.50' 0.18 KDDF 625 C,CN C18 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M26HS,�118HS, M16 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2 Des'gn checked for net( oaf) uplift at 24 "oc spacing BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMCREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133° 7-11-11 MAX TO PANEL LL DEFL = 0.011" @ 6'- 3.8" Allowed = 0.328" T MAX BC PANEL TL DEFL= -0.160" @ 4'- 1.6" Allowed = 0.472" MAX HORIZ, LL DEFL = -0.003" @ 7'- 10.9" /( MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" i 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), (All duration factor=l.� 12 Truss designed for wind loads 12.00/ in the plane of the truss only. M-1.5x3 v 44 v 0 0 COmt 0 CM M o� p/- LOPrig -/ M-3x4 M-1.5x3 y .1 y 1-00 8-00 ;I I , ., I . JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 Oto PRQPe• CS WARNINGS: GENERAL NOTES,unless otherwise noted. 1��t L 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 r� t�',l'�7"'jI N j�Y.Q lel el Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper451) f7!!iif+++X"'1/ 7 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 duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at C,C' *9^J`+ 1 E i"'~ p ry 2'c.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA 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., SEQ. : 6052984 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. 5.Design assumes trusses are to be used in a non-corrosive environment. .J•r'+ 111� fasteners are complete and at no time should any loads greater than g design loads be applied to any component. and are for drycondition" full b bearing of use. 6 Design assumes full bearing at all supports shown.Shim or wedge ItOREGON �/, TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. y ^N fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 4. �I 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 ./® ."7 Y .�4 ,Q{),,�"- IIIIII1 11111 VIII 11111111111111111111111 IIIVIIIVIII VIIIIIIIIIII TPINVU Ain BCSC copies of which will furnished upon request. g linesDigitscrate with size loint plate Incenter inlines. ches. 10. 1 ;+ MiTek USA,Inc./CompuTrus Softwarar e 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ^ R`LL" EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0` TC: 2x4 KDDF H16BTflI-2 2012 MAX MEMBER FORCES 43.6.(-263)213 LOAD DURATION INCREASE. " 0 5 1.15 2.3=� 4 80 2.6=(•139) 171 3-6=(-263) 213 BC: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3= •354 122 WEBS: 2x4 KDDF STAND 3-4= -322 123 LOADING 4.5= -159 0 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 KDDF 1625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc 7'- 9.7" •63/ 239V 0/ OH 5.50" 0.38 KDDF 625 M, ,C1 �118HS,M16 = Mek M7 series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11,7' -323/ 406V 0/ OH 1.50" 0.52 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design he k d for n t( psf) uplift at 24 "Sc cpacina I 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 ri system and components and cladding criteria. Wind: 140 mphh=24.2ft, TCDL=4.2 BCDL=6.0 ASCE 7-10 12 (All Heights), Enclosed Cal.2,Exp.l, MWFRS(Dir), / load duration factor=1.� 12.00,/// Truss designed for wind loads in the plane of the truss only. 0 M-3x5 0 O o 44 T CO Alik1 0 O 0 1 M-3x4 M-1.5x3 ,,,- ,1, ) b l 1-00 8-00 1-11-11 (PROVIDE FULL BEARING;slts'2 6 4� JOB NAME: POLYGON 4-D NH - J5 Scale: 0.3166 tO PRf1F65 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 V 0 Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper y�+Nr4 / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. i5r6' !//? 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • �, �E r DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by L DATE: 9/8/2014 ybuilding g continuous sheathing such l racingoe aired where s drywall(BC). the overall structure Is the responsibility of the designer. 3.2x Impact bridging or lateral bracing required where shown and/or 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. ✓ design loads be applied to any component. and are for"dry condition"of use SEQ. : 6052985 +�I TRANS I D: 407655fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 5.CompuTrus hoe no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If CC* fabrication,handling,shipment and Installation of components. necessary. OREGON 7.Design assumes adequate drainage is provided. 7 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 n �� `'•., 111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. �� "T Y 4 L� 9.Digits Indicate size of plate in inches. MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4-I: n n t�t 7.. EXPIRES:122/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#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=f-167; 136 TC LATERAL SUPPORT <= 12"0C. 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" -24/ 306V -90/ 224H 5.50" 0.49 KDDF ((( 625 1'- 9.2" -90/ 171V 0/ OH 5.50° 0.27 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,P18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CDND 2 Design checked for net)-5 nsf) uplift at 24 "oc s aco ina� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL= -0.005" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00/ Wind: 140 mph, h=22.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10, (All Heights), Enclosed Ca{.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. v ..4- a. 0 0 00 .1- 0 r` c'0 0,_ 00 �� 4 -/ �� ►.1 0 M-3x4 1, y Jo ), 1-00 2-00 3-11-11 •il 1 .i 1 . . JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 ' PR(1,��r� WARNINGS: GENERAL NOTES,unless otherwise noted: C' ��,- NEA, �✓� 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. {fie C7�':i N EA - T r u s s° SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7// 7 F 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Cty 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at cc- a - 11[f.1 C "17- DES. •' DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'c.c.respectively unless braced throughout their length by ( G p dY P 9 continuous sheathing such as plywood sheathing(TC)and/orb Ir len(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++ Agle,-$0°'''' SEQ. : 6052986 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .t" and are for"dry condition"01 use. J. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If J�� TRANS ID: 407655 5.Comcal,sn has no control over and assumes nocomposlbllityforthe necessary. OREGON W fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �I++ V ry N. A, 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 db 4) .° �•" • 11111111111111111111 VTPt WTCA In SCSI copies of which will be furnished upon request. linea coincide with Joint center lines V {) 9.lines Indicate size of plate In Mines. L+• `V MiTek USA,Inc/COn,pslrus Software 7.6.6(1 L)-E 10.For bases connector plate design values see ESR-1311,ESR-1988(MiTek) C RI EXPIRES:12/31/2015 IIIIIIIIOIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0" TC: 2x4 KDDF k18BTRIBC 2012 MAX MEMBER 4119 45-2=(-330( 83 LOAD DURATION INCREASE. " O.C.C 1.15 2.3=I -4I 11595 5-6=(-174) 2.6=I-113) 831 BC: 2x4 KDDF STANDBTR SPACED 24.0" O2-3= -268 2.6= •113)) 191 WEBS: 2x4 KDDF 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"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES OVERHANGS: 12.0" 18.0" 0'- 0.0" -22/ 173V -59/ 125H 5.50" 0.28 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 10.0" -232/ 452V 0/ OH 5.50" 0.72 KDDF ( 625) C,CN C18 CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,f,118HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDQND. 2. Design .h..ked far n t(•F p.sf)yplift at 4 •o apacinayl 9.00-"BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENT 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 IL 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 m ht h=20.7ft, TCDL=4.2 BCOL=6.0 ASCE 7-101 (All Heights), Enclosed Ca{.2, Exp.(!, MWFRS(Dir), to loadTrussduration designedffor owind�loads N- .:::. in the plane of the truss only. m M-3x4 N 0 M0 a /�y a oh a 511111 _ 111110- 16 M-1.5x3 M-3x4 y ,> J' )" 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0.7493 PROpe„ WARNINGS: GENERAL NOTES,unless otherwise noted: c PRO 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 J ! I NE` / Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper Cu 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. V 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 2'o.c,and at 10'o.c.respectively unless braced throughouttheirlength by is the responsibility of the erector.Additional permanent bracing of '.92 0 0 P E the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such al plywood ethlog(re s and/or drywall(BC(. > DATE: 9/8/2014 po Y 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. SEQ. : 6052987 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: 4076556.Design assumes full bearing at all supports shown.Shim or wedge if /h�� 5.CompuTrus has no control over and assumes no responsibility for the 9 ♦ W fabrication,handling,shipment and Installation of components. necessary. OREGON 6.This design is furnished subject to the limitations set forth by7.Design assumes ca adequate drainage Is provided. 7 OREGON L 11111111111111101111111111111111 9 8 Plates shall be located on both faces of truss,and placed so their center 2.(3- 4 TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I- 4, -7 ^#.- 9. Digits Indicate size of plate in inches. id MiTek USA,InC./COfnpGTres Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) 1 s y '��,1 EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE= 1.15 1. ( - I 95 5-6=(-174) 119 -11318 333 BC: 2x4 KDDF (MOTH SPACED 24.0" O.C. 2=2.3=(-(-2268 4 1152-6=9 6-3=�-413 3691 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 18.0' 0'- 0.0" -22/ 173V -59/ 125H 5.50' 0.28 KDDF 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 IDDND 2• Design checked for net)-5 psft uplift at 2a •bc ep e.l M,M2l1HS,�l18HS,M16 =MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9.00 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-CONCURRENTIgY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -D.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 IC 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 -s system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2 BCDL=6.0 ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.h (.0 inuss thedplaneed offor thewind trussoads only. 0 el M-3x4 c c� 0 � N o �� .-- c3 I` �� O 5�� ��6 M-1.5x3 M-3x4 y ), b y 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P2 Scale: 0.7465 0 P( op WARNINGS: GENERAL NOTES,unless otherwise noted: Co 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 .., !,�`�5Gt I���4¢„Pj ��„} and Warnings before construction commences. building component.Applicability of design parameters and proper i✓7/J G}(J /? �r Truss: P 2 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. qtr I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4:C. w A2 0 0 P c 1--. 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 7G r L po ty continuous sheathing such as plywoodeathin )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. : 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, „ mom 111 design loads be applied to any component. and are for"dry condition"of use. TRANS 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 OREGON necessary. 74j/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,L 7 A, {A., 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 /6 •T - (L(� lyT•,• 11101 IIII VIII IIIIIIIIIIIIII IIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincideIiwith joint acenter lines. A� f 9.Digits Indicate size of plate tino inches. 'a% l MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) `Fi b ltl„ EXPIRES:12/31/2015 1H11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65)65 54 1.3=0( ) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0° O.C. IC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<0 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 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 KDOF 625) M,M2OHS,A18HS,M16 = MiTek MT series LL =25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - IDOND. 2: Design checked for net(-x pcf) uplift at 24 "oc spacine l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9' Allowed = 0.147" T 1-11-11 T AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = -0.000° @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2 BCDL=6.0 ASCE 7.10: lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6 Truss designed for wind loads f- in the plane of the truss only. v d. v c o O N N cnO /irdmim 1 0 110 Pi 1.O O" 1111011 3►I --f M-3x4 y y 2-00 (PROVIDE FULL BEARING�Ita� _ 1.3.21 JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6486 ,4,0 PR 0. 4, WARNINGS: GENERAL NOTES,unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design i9 based only upon the parameters shown and is for an Individual I N .o Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 0� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designee / 7( 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `a I= `� DES. BY: LA Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ` { DATE' 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x IImpact bridging or lateral bras acing required where shown+drywall(BCJ. 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. : 6052989 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ,fin TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. 4 . 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if j/ (r fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage Is provided. V r7G C [Eff 6.This design is furnished subject to the limitations set forth by S Plates shall be located on both faces of truss,and placed so their center 253„„ 4 IIII'III I II I IIIIIIII(IIII II II II I III TPIIWTCA in BCS(copies of which will be furnished upon request. lines coincide with joint centerininches. J �( 1 Q. �a 9.Digits indicate size of plate in inches. )_ MiTek USA,Ino/CompuTrus uTfua Software 7.6.6(114-E 10.For basic connector ate design values see ESR-1311,ESR-1988 MITek s l EXPIRES:12/31/2015 " IIII I II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE= 1.15 1-2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF 81&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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF 625 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50' 0.13 KDDF 625 C,CN C18 CN18 (or no prefix) =CompuTrus, Inc 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF 625 M,M26HS,P18HS,M16 = MiTek M series LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Deign checked for net(-5 psf) uplift at 24 'oc s acp incl 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 MAX BC PANEL TL DEFL= 0.003" @ 1'- 0.1' Allowed = 0.072' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. A- -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 r 1 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 m ht h=21.2ft, TCDL=4,2 BCDL=6.0 ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. v v 7 7 v d- 0 0 y V o/- 0 0 0 1 3 M-3x4 k 1- y 2-00 1-11-11 •it 1 .r 1 JOB NAME: POLYGON 4-D NH - SJ5 Scale: 0.5945 � Q PROFS WARNINGS: GENERAL NOTES,unless otherwise noted: ' r�+ h 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 w��J ,o-P V�'4,,t.1 �/�5 and Warnings before construction commences. building component.Applicability of design parameters and proper J V ry rI f/f 7 Truss: SJ 5 2 2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. l -59 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , . e 0'®`r7(- I- DES. -- 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 J ff G p ty p 9 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. 3.20 Impact bridging or lateral bracing required where shown++ fir'" 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6052990 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. fy. TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design aor"drys full bearing at all supports shown.Shim or wedge if �� "i necessa fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. /". ,r N Is„ 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 / .A rL(} IIIIII IIII III I III I III IIII(IIII IIII IIII TPINVlCA in SCSI copies of which will be furnished upon request. lines coincide with joint center lines. r 4 9.Digits indicate size of plate in inches. �1.. l�. se 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 1^s y S �, EXPIRES:12/31/2015 Ai