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Plans Mu gJ c/7-,057 / C-)--v x -44-5•• MiTeW 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. 'e PRO Opt, ��ss �NGINEF z3 a 87022PE r ycjjk 4v. -$Apo , OREGON rt•iiiE3ER .0 ,� 4N 0,9 A. HARP EXP'IRES:06/30/2015 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4D R42899364 PL14-333 UPPER FG2 FLOOR 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:46 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_g_aRV3r11B6MtQF6nDjA3VHglu4Z0n1UpGGeZiyaOTZ I 1-8-0 I 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 0 N . 11 5 S 3x6= 3x6= I 3-10-0 I 3-10-0 Plate Offsets(XV)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) X2,0 PROFe, ����� R�NOI N EFs/ 9 2 87022PE y A), OREG•N (5)0 ` A. HS Fk EXPIRES:06/30/2015 September 26,2014 II ®WARmla-Verify design paramers and READ NOYES ON THIS AND TIVCLUDED MPEKREFERENCE PAGE f411-7473 reit,1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. . 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 responsibillify of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pine(SPM lumber is specified,the design values are those effective 06/01/2013 by ALS{ Job Truss Truss Type Qty Ply POLYGON 4D R42899365 PL14-333_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:45 2014 Page 1 ID:Fz9QzgfDnfTltgjap2TkUzyPYh_CoO3Hjg7_t VFGgwDWCxXIkb?Ue4HEXKacW51Gya0Ta 1 1-0-0 1 1 1-2-4 II 1-2-0 1Q41� Scale=1:37.2 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 e •‘131' / •N / ! Z N2 - /N• 1 N. / / N. / /\. 1. N B ® B B e 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-12V-71-0211-7-01 -4-1 I 21-9-12 I 7-9-12 0-7-0 7-0 12-10-0 Plate Offsets(X,V)- [8:0-1-8,Edge],[29:0-1-8,Edge] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=-1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=3522/0,10-11=3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=-3231/0,19-20=1885/0,20-21=1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. ,�� P R OFF The design/selection of such connection device(s)is the responsibility of others. s 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,N.7 S., lGN 3I NEs ,(;) S. LOAD CASE(S) Standard 4L"-- 870 2PE p 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-35=-5,1-22=-50 Concentrated Loads(Ib) � /,--^ t Vert:36=-468(F) 7 Ai, OREGO tis O4./ 90 �'ISER \1 OS 4. H - EXPIRES:0.1130/2015 September 26,2014 f • ®WARNING-Verify design parame ten and READ KITES ON THIS AND INIUDED MITER REFERENCE PAGE WI-7473 rev.1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing:consult ANSI/TPIt Quality Criteria,055-89 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,95610 10 Southern Pine(SP)lumber is specified,the design values are those effective 05/01/2413 by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899366 PL14-333_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:47 2014 Page 1 ID:Fz9QzgfDnlTl tgjap2TkUzyPYh_-8A7piOrNNNEDVapILxEPcjpv7HIRl60d2w?B58ya0TY 1 2-0-0 1 2-0-0 ii 2-0-0 11-8-4 II 1-2-0 I I 1-8-8 I I 1-9-0 I Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x8= 11 2 3 4 5 6 7 8 9 10 11 12 13 14 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 7-9-129-4 1 21-9-12 7-9-12 b-7-O 11-7-0 I 12-10-0 Plate Offsets(X,Y)— 16:0-1-8,Edgel,f20:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard c., �NG(NEF,4 X02 kc 870 2P E ,. r" ycc „v iv �Al, OREGON q°Qtcr �O Fiy�$ER \� r EXPIRES:0" 0/2015 September 26,2014 4 4 ®WARNING-Verify design parameters and READ NOTES ON IVIS AND INCLUDED MILER REFERENCE PAGE MI1-7473 ren 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the M-Tek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/IP11 Quality Criteria,058-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 05/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4D R42899367 PL14-333 UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnIT1 tgjap2TkUzyPYh_-cNhBwks0HoM47k0Vueme8wM6nhfZUbXmGalldbyaoTX 2-6-0 1 1-4-0 II 1-2-0 II 1-0-12 1 Scale=1:33.7 1.5x3 I I 3x8 = 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 NJ i O Jr.�O a„oof O- 00000000000, _.4.44,444444,4444044,44, - • 1.42 iill e° 1• 15 14 13 12 1 3x4 = 3x8= 3x4= 304= 308= 3x4= 9-9-8 10-6-0 I 9-1-0prpr 19-3-12 I 9-1-0 0.1b �00-0 I 1 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— f13:0-1-8,Edae),f14:0-1-8,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 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � �Ei PROFFss c 1. �NOINFF, /0 kr 2 Q .8 't 2PE /fir 0 or y �^6j, OREGO (15).°11.,A4 �A0 k‘41 SER .\1 O EXPIRES:Q6/30/2015 September 26,2014 e I ®WARNING-Verity design parameters and READ NOTES ON IRIS AND INCLUDED MITEK REFEREM:E PAGE MII-1473 reit 1/29/20Id BEFOREUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component.` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' 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/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine 4S1s/lumber is specified,the design values are those effective 06101/2013 tsy AISC Job Truss Truss Type Qty Ply POLYGON 4D R42899368 PL14-333_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnR1 tgjap2TkUzyPYh_-cNhBwks0HoM47kOVueme8wM6whgDUcemGalldbyaOTX I 2-6-0 I I 2-5-4 II 1-2-0 II 1-3-4 I Scale=1:31.6 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 0 _ N � � 0 o � � \ I‘Ti. o er° v �, 111 1 14 13 12 11 10 3x4= 3x8= 1.5x3 11 3x4= 3x8= 3x4= 8-11-12 I 7-9-12 8-4-121 9-111 18-1-8 1 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y)— F4:0-1-8,Edgel,112:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=427/340 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 �,j PRoFFSS�5N'INE /� c.,;•, 9 * � 87022Pi • -yy �4j, OR GON q, . lb F4,, *\ Os A HE91P EXPIRES:00/2015 September 26,2014 4 T WARNING-Verity design parameters and READ h1?IES ON INISAND INCLUDED MIEN REFERENCE PAGE MII-7473 rev.1/25/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek* 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 i1A 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 It Southern Pine(SP}lumber is specifier!,the design values are chase effective 06/01/201:3 by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899369 PL14-333_UPPER FT4 Floor 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHthSvGx51 pD7QwV DU IA1 yaOTW 1 2-6-0 I I 2-5-4 1 1 1-2-0 I I 1-0.0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e. o o O 001 I joir O N N e o e 12 11 10 9 3x4= 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 I 7-9-12 I E-4-12 18-0271320-II 8-11-1z II II 12-8-12 I 7-9-12 0-7-0 o-7-00-YA 3-7-8 Plate Offsets(X,Y)— f4:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 N°.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. (lb)-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 � o PR,°Fes_ 5 .NGI NEF,9 Z0 4 2 4- 87O22PE 9 ycn ,c/ �Aj, OREGON qP 1l/� 9t, Mea \1 4• OS A, HE��P EXPIRES:06/30/2015 September 26,2014 9 t A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE WTI-7473 rex 1/29/2014 BEFOREUSE i�. 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 responsibillily of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarrly 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 tfSouthern Pirie fSPI lumber is specified,the design values are those effective 06/01/2013 by AUL Job Truss Truss Type Qty Ply POLYGON 4D R42899370 PL14-333_UPPER FT5 Floor 2 1 Job Reference loetionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHth8v1x5?4D2_wVDU IA1 ya0TW 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 I I 1 2 3 4 5 6 7 8 9 10 1.-'' NIa ®e e 0 16 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10-8 9-pt0 0-2-011 19-1-4 I 8-10-8 OX-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— f13:0-1-8,Edael,r14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress 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 ; ,cO PROF � G' E sl ,N /9 , ' 87022PE -Qr / y �Aj OREGO ti�O 'A� MBER �� ©`S A. HE„�A EXPIRES:06/30/2015 September 26,2014 I ®WARNING-Verify design parameters and READ NOTES ON IVIS AND INCLUDED MI7EK REFERENCE PAGE NII-7413 rex 1/29/21114 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ,. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI BUBding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pine(SP}lumber is soeriited,the design values are those effective06/82/1023 try ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899371 PL14-333_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:50 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh=YIpyKQuGpQcoM1 YtO3o6ELRSJVMpyWy3ktEsiTyaOTV 2-0-0 1-10-0 II 1-2-0 ii 1-0-12 1 2-6-0 I I 2-6-0 1 2-6-0 Scale:3/8"=1' 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 I I 1 2 3 4 5 6 7 8 9 10 N N e , t. 16 15 14 13 12 1 3x4= 3x8= 3x4= 3x4 = 3x8 = 3x4= I 8-2-8 18-9-819-4-8I 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— 113:0-1-8,Edge1,114:0-1-8,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 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-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 � <( c PROrk. 2 87022PE I- / -57 "ox OREGON O4iM 1� ��'/BEFt Al EXPIRES:a6130/2015 September 26,2014 t • A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED M17EK REFERENCE PAGE 1171-7473 rev.1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Ell is for lateral support of individual web members only.Additional temporary bracing to insure stability during constriction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Sate 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine t5P}Marler is specified,the design values are those effective 06/01/2013 try ALSO Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a (Drawings not to scale) Dama e or Personal In u offsets are indicated. g j ry rail. Dimensions are in ft-in-sixteenths. li;lk 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/r 6' p, 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Milr7Ep bracing should be considered. O 3. Never exceed the design loading shown and never r , ®� stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 •7 C5-6 O,2 designer,erection supervisor,property owner and plates 0-'hs' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. unless expressly noted,this design is not applicable for PLATE SIZE 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-1 397,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� y 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. Indicates location where bearings (supports) occur. Icons vary but 1 b.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. NM 1 le 1 x; 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. DSB-89: Design Standard for Bracing. N BCSI: Building Component Safety Information, lie k"' 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 221-0" }O N F =O M m O N CO C) N �- I- - z =¢o I 7 -! `(- w w ¢ z o o Z Z 1-I-' o o-u¢=i 1 i d o 0 �a z w �w o I-I SJ1 --- SJ1 o Ldd s<m¢= >� z SJ2 - - 12:12 —.._ SJ2 0 0 Z w o LT CC m.w ¢ o <��N= W SJ3 ------ — — - SJ3 Ln LL. o o o w E M z Z z o cc..1__ ac ce O o o w z 0 0 0 '�5'3a s CO z z > z <.. Al o o w 0 aoo< , z Ce z ==Qac - w .H A2 ®❑ ❑ x5�oa • m 0 El CONFORMS TO DESIGN CONCEPT -- ... .. . .. ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED - -- 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANC .- -- -• • •• - • WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE TH FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIG. DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAV - -' - • '' -' PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 "• 12.:19 4 MILBRANDT ARCHITECTS A3(14) • 12:12- . . . .. . V A4__ . _ -.. -_ V B2 y SJ3 B1. ti-121 c,, SJ2 SJ2 - — �� SJ1 SJ1 _-.- __ a IP '4' Q'-/ • 4... 9:12 - 2 f/ R -. 81-0" 12-11" 1 ENTRY RIGHT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/16/13 TLACEMENT ONLY.REFER TO RUSS CALCULATIONS AND .' REVISION-1: ENGINEERED STRUCTURAL M PROJECT TITLE DRAWINGS FOR ALL FURTHER Pacifivaumber 4-D NH POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: ' RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-D NH / 4-D NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 8t TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: ' DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. OM N MIO z cc -z ST cq _ I- /- zwz cc wz�0 .. AR V U Q 0Lu cc z U O J o r 7 M 7 Z z "'LU `r' z 1rr. > I / co O W o00�<no H a z z ce wo�o — ______ SJ1 w W ¢J= o z O O CO z w o a 1-. I-I SJ –.. , 2. I _ SJ2 I- I- Cr)a w NLL/w •z o= - -MIL /■ SJ3 �, � � o z=s.� ow = M O z (.o3¢Qo w z ..— O Oto ¢0wzz . 'rt Q V =- - ,-- o O O ui O Bosco a z . _ . Al � CC z ==�o.-. , W .�� ,3zf0o m U A2 A E? 12:.12 ... ■ 4 • (14) . .. . .. ...12:1 • 2 V J • r ih; B2 SJ3 v SJ2 4 it12 I B1 - --.—.._ SJ2 —11111 � • . - - a:a`�A asp 15 E r r_ tl NN "r" 0CONFORMS TO DESIGN CONCEPT /7/ 2 ri CONFORMS TO DESIGN CONCEPT WITH / / Er-0" REVISIONS NOTED t• 0 NON-CONFORMING-REVISE&RESUBMIT 121-11" I THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE `j WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS M I L B R A N D T ARCHITECTS POLYGON NW 08/16/13 NLY.REFER TO TRUSS CALCLACEMENT ULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS NER/EN NEER OF FURTHER 11.11 Umber INFORMATION.BUILDING 4-D NH POLYGON DESIONSIBLE FOR OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 4-D NH / 4-D NH CHECKED BY: DESIGNER/ENGINEER O D TO ` II C REVIEW AND APPROVEE OF OF ALL C O M P A IV Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. T,L17 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 4-. 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). 4 N.JO ; ,, CI P ROr-E .A41/41,Y W Zito ' ! 12: (if ir f ;iii: ,.?-.: ,..)3,,,,o, f z Get;`t'.1,96 ..cr_ . c.- -lb- .. -"r.:,',(...,, /0it JO\c r,i` '``l r�it�'�t��.t�4oN14t.. y` r 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-351) 1649 3.10= -173) 245 BC: 2x6 KDDF #1&BTR 2- 3=(-2559) 581 10-11=5.297) 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 TO LATERAL SUPPORT<= 12"OC. CON. TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF b'- 0.0" TO 22'- 0.0" V 5- 6= -1654) 487 6.11=( -61) 895 BC LATERAL SUPPORT<= 12"OC. UDN. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 6- 7= -2403 616 11- 7=(-173) 245 BC UNIF LL( 75.01+DL( 71.0)= 146.0 PLF 8'- 0.0" TO 14'- 0.0" V 7- 8=(-2569) 586 BC UNIF LL( 0.0)+DL( 50.0)= 50,0 PLF 14'- 0.0" TO 22'- 0.0' V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24"OC CON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. SPECIES OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -403/ 2249V -217/ 217H 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 (GOND 2: Oecign checked for net(-s pcf)ynl ift at 24 "oc spacinn.l M,M26HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0° Allowed = 0.133" 7-11-11 6-00-10 7-11-11 MAX LL DEFL= -0.046" @ 11'- 0.0° Allowed = 1.054" MAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.406" 1' T 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 f 597.30# 597.30# MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5' 12 M-4x6 M-4x6 12 12.00 MAX HORIZ. TL DEFL= 0.028" @ 21'- 6.5" 12.00 M-3x4 Design conforms to main windforce-resisting 5 system and components and cladding criteria. 4i0 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, WWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. Al M-1.5x3 Of 4 0 CO M M p ili �® 44, o M-3x6 10 0.25" M 6x8 M-3x6 /- M-7x8(S) y y y k 7-08-08 6-07 7-08-08 y > ), ; 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - Al Scale: 0.2653 �,0 PROFFIS WARNINGS: GENERAL NOTES,unless otherwise noted: C `` (1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ���-J t`e)pi N -,or. V� 9 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper V(y il/T /L 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 !9211 1 P E 1--- DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by p ty continuousxImctsheathingg r such l plywoodre sheathing(TC)own drywall(8C). DATE: 9/8/2014 theoverallshulstructure eaisthd responsibilityany pnfthentillafte designer.in 4.Installation of is lateralponsibiiy ofe wheretive contractor. / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility theotrespective 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, ,//I�' design loads be applied to any component and are for"dry condition"of use. _,,,,04110110.; -10 TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.Dnassumes full bearing at all supports shown.Shim or wedge if OREGON fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -L- � ki 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 / 9 2-°\ �.}.. 111111111111111111111 VTPIMlTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center nche. Q ,Q 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) 't'/C.•L]I-yI'0, EXPIRES:� r112/31/2015 111111111 VIII 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 M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF N1&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=(-172130 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<= 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 B- 9=) -887) 397 NOTE: 2x4 BRACING AT 24'0C 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 LOCATIDN(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 SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 9-11-11 2-00-10 9-11-11 T ' '1 1' ICOND. 2: Design checked for net(-S psf) uplift at 24 "oc spacing 4-003-10-04 2-01-071OOafBO- ff T� -01-073-10-04 4-00 f ff 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" MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" 8-00 8-00 MAX TL CREEP DEFL = -0.035° @ 11'- 0.0" Allowed = 1.406" f T T 1' MAX LL DEFL = -0.002' @ 23'- 0.0" Allowed = 0.100" /- 12 5 7 12 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12.00 7 N 12.00 MAX HDRIZ. LL DEFL = 0.007" @ 21'- 6.5' M-4x6 MAX HDRIZ. TL DEFL = 0.012" @ 21'- 6.5' M-4x6 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 6 410 * Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights)' Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 0 a M-1.5x3 M-1.5x3 0 co co oo c tri D ri m_ o 12 13 -' r o M-3x4 0.25° M-3x8 M-3x4 1 0 M-7x8(S) y 1, I > 7-08-08 6-07 7-08-08 ; I I )' 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 Scale: 0.2437 *_ D PROPet, � 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 `' G I N E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ”/�j/� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. D` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2 9 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 9 G,1 P E DATE: 9/8/2014 responsibilitybuilding g 2xIactbridging such l as plcing resheathing(TC)fidwereown-drywall(BC). /}/ the overall structure is the res onsibili of the designer. 3.continuous Impact sheathing h t or lateral bracingrequired where and/++ 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, 140111111°. 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 1: necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 111111114111111111111 VTPI/WfCA in BCSI,copies of which will be furnished upon request. git coincideiiatwith jointpate inrinche. (MiTek) �Q 14, 2b�"`^ 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus uTfus Software 7.6.6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1908 MiTek FR R L 1-� EXPIRES:12/31/2015 111111011 1111 IIIII 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- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF#1&BTR SPACED 24.0' 0.C. 2- 3= -1094) 254 8- 9=(-52) 551 8- 4=(-249( 614 WEBS: 2x4 KDDF STAND 3. 4= -987 431 9- 6=(-93) 715 4- 9=(-249 614 LOADING 4- 5= -987 431 9- 5=(-377) 349 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1094 254 BC LATERAL SUPPORT<= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0° LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MAN. (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)= MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 103BV 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 D°N°. 2: Design checked for net(-5 �1 uplift at 24 "oc snacina f T 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 < f f f MAX TL CREEP°EFL = -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" MAX LL DEFL = -0.002" 0 23'- 0.0" Allowed = 0.100" 12.00V 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 4 4.0" MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5° PV MAX HORIZ. TL DEFL = 0.019° @ 21'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), Toad duration)'4'c Truss designed for wind loads 1111 ; in the plane of the truss only. M-1.5x3 M-1.5x3 Lo v alLk0 N M C7 O O 8 9 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O /- J, ./, ), .1, 7-05-01 7-01-13 7-05-01 y J .1 10-00 12-00 J, 1, y 1, 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A3 Scale: 0.2278 ��� ,D PROre, s 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 5 G,I N 6 / Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper ”7&//r /Q/j �it_ 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. // ('j/ F' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� 9f 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 92 P E F tY continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2z 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. : 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, '�r design loads be applied to any component and are for"dry condition"of use. ..."1.'11W.- 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 411 Ct. necessary. /� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '9L A_OREGON Dc �^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 9 0� 111111 1111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q 14, z Al' 9.Digits indicate size of plate in inches. c- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) /1IG' RI t EXPIRES:122//31/2015 / IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4Wfl/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" D.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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=( 0) 0 16-17=( 0) 0 14- 6=(-204) 129 BC 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 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -661) 377 17.181 -91) 597 15- 8= -72) 338 TOTAL LOAD= 42.0 PSF 7- 9=( 0) 0 18-11=(-191) 651 17- 8=(-227) 30 NOTE: 2x4 BRACING AT 24"OC CON. FOR LL =25 PSF Ground Snow (Pg) 88--19=( 559) 397 338 8-18=(-198) 162 ALL FLAT TOP CHORD AREAS NOT SHEATHED0 ( 18=(-180) 394 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 1040) 3840 18-10=(-196) 181 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN C18,CN18 (or no prefix) =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. )SPECIES) M,CN C1 M18HS, 16 = MiTek M series 0'- 0.0" -240/ 1038V -220/ 220H 5.50' 1.66 KDDF ( 625) 0-02-05 22'- 0.0' -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) fr 9-11-11 2-00-10 9-11-11 ICOND. 2: Design checked for net(-5_psi) uplift at 24 "oc spacing.) T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-01-04 0-06-15 3-10-04 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 1'� MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed = 0.133° 2-09 /-01-0 10-0�1�06-�8 4-00 MAX LL DEFL = 0.024° @ 10'- 2.0" Allowed = 1.054° MAX TL CREEP DEFL = -0.047' @ 10'- 2.0' Allowed = 1.406' MAX LL DEFL= -0.002" @ 23'- 0.0' Allowed = 0.100' 8-00 8.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 21'- 6.5" '` 12 5 4-3x8 12 MAX HORIZ. TL DEFL = 0.024' @ 21'- 6.5" 12.00 V M 'N 12.00 Design conforms to main windforce-resisting x4 -4X6 system and components and cladding criteria. Wind: 140 mphh=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1Truss designed for wind loads in the plane of the truss only. •o 744I/4j \ MM-6x6 4 ,n 1.M-3x4+ M-3x8 0 1618oM-3x4+ M-7x8 ) 6x6 M-3x82 0 a 3.75 2.40 0 12 12 , y2-05-08, 5-03 2-09 1,-06-12703 -04 7-08-08 y > 1-092-05-08 8-00 y 2-00 9-06-08 1-00 J, y 10-05-08 11-06-08 y 1-00 22-00 y 1-00 JOB NAME: POLYGON 4-D NH - A4 Scale: 0.1767 ���Ep PR OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: .C..-. (1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J w�”,/g//,6 G,I N k. �/� Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper C x74/w,// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 77 IyJC, 7 r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at SCI -9 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 4 921OPE continuous sheathingg r suchr l as esheathing(TC)where and/or drywall C. DATE: 9/8/2014 the overalldstructure is the responsibilityanyp of the building afte lldesigner.n 3.In Impact bridging is lateral bracing ityrequiredothwhere shown+a 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052968 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are toe.used in a non-corrosive environment, '� TRANS I D: 407655 design loads be applied to any component and are for"dry condition"of use. 1�� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / 0 OREGON �y,� fabrication,handling,shipment and installation of components. 7.necessary. -, S � ���(J"+• 6.This design is furnished subject to the limitations set forth byDesign assumes adequate drainage is provided. 'L� 1101111111111130111111110111111 8.Plates shag be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /O 14, 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plcate size of ate design ve in alues see ESR-1311,ESR-1988(MiTek) �C_ MFRRIl_L EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdesIC LUMign BER-Bprepared from computer input by C LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 8-00-00 FROM 14-00-00 TO 22-00.001 2 ( IBC 0201280 MAX1MEMB341FORCCESS 144WR/D(F/C61 ) D633 LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x4 KDDF#1&BTR 2- 3=(-2887) 482 11-12=(-317) 1777 3-12=( -396) 255 BC: 2x6 KDDF SLOADING 3- 4=(-2147) 431 12.13=(-242) 1759 12- 4=( -219) 1187 WEBS: 2x4 KDDF STAND AND 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( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=I-1791) 447 13-15=5.278) 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)+IL( 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"OC UON. FOR ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" 9-10=( 0) 80 7-16=( -346) 1564 ALL FLAT TOP CHORD AREAS NOT SHEATHED 16- 8=( -165) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SD.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,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing.I 7-11-116-00-10 7 11 11 1. . ' . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=0180 2-09 5-02-11 2-02-05 2-05-04 1-05-01 3-11-11 4-00MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0° Allowed = 0.133" 1' T ( '1 "( '' MAX LL DEFL = 0.044" @ 12'- 0.2" Allowed = 1.054" 1212 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 V M-3x4 M-3x8 N 12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 5 8 �� - - 4 MAX HORIZ. TL DEFL= 0148° @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v M-3x4 0 rn M-3x6 111111111111111b..- Allillil p _e m o d� =M-6X6 12 n ___ _ Lc!, o 10-3X4+ M-3x8 01a 15 <I- 16 = o o I M-3x4+ C M-7x8=M-8x8 M-7x8 M-3x6 D 0 A- 3.75 2.40- 12 12 1525# y )' > y Ii7 y 2-05-08 5-03 2-09 1-06-12 2-03-04 7-08-08 y y y > y y y 1-00 2-05-08 8-00 y 2-00 9-06-08 y-00 10-05-08 11-06-08 1' y ), ), 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A5 Scale: 0.2357 cd PRQ,c 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 ���N�' l.�y%N E, V4.s and Warnings before construction commences. building component.Applicability of design parameters and proper V 7 (y/[ Truss: A5incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at p 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1o'o.c.respectively unless braced throughout their len gm by 2 9 2 s,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 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 noncorrosive environment, and are for"dry condition"of use. � , design loads no applied to any and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. 17, OREGON A.44/fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /O��r 1 4 �Q� �- 11111111111111111111 VTPI WTCA in BCSI,copies of which w 11 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. \'} MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �R R I 1 y`y EXPIRES:12/31/2015 I 1E111 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/C =1 00 n- TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 NoRe - BC: 2x6 KDDF#1&BTR ( p) 1- 2=(-1563) 284 1- 8=(-215) 1045 B- 2=( -7) 406 WEBS: 2x4 KDDF STAND 2- 3=(-1112) 310 8- 9= -198) 949 2- 9= -279) 295 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"0C. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V 5- 6= -1580) 26B 11- 6= 89 1039 4.10=( 78) 213 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=( 0) 80 10- 5=(-262) 273 TC UNIF LL( 50.0 +DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 5-11=( 0) 409 BC UNIF LL0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0° 0'- 0.0" -179/ 1020V -156/ 148H 5.50' 1.63 KDDF 625 12'- 11.0" -229/ 1145V 0/ OH 5.50" 1.83 KDDF ) 625) OVERHANGS: 0.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2• Design checked fob tf p ) uplift at 24 "ccspacina I Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR 1OPSF 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 MT series 5-11-11 0-11-10 5 -11-11 MAX TL CREEP DEFL = -0.035° @ 6'- 11.0" Allowed = 0.800" MAX LL DEFL = -0.002" @ 13'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 11.0' Allowed = 0.133' 2-09 3-02-11 0-11-10 3-02-11 2-09 12 43201 .' 1' MAX HORIZ. LL DEFL = 0.014" @ 12'- 5.5" 12 MAX HORIZ. TL DEFL = 0.024" @ 12'- 5.5" 12.00 M-4x6 320# 12.00 Design conforms to main windforce-resisting QQ,, M-5x6 system and components and cladding criteria. 40MME ' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All et.ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. o M-3x4 M-3x4 o �� $ NI. M-3x44!1_M6X6 3x4 rn .� G9' 10 =M-6x6 ��� C. x4+ M 3x8 M 3x4 0 to 1„ 1 M-3X' o M-3x4+ M-3x4+ o A- .. i 3.75 3.75 12 12 y y ) y J' y 2-05-08 3-03 1-07-12 3-01-04 2-05-08 * y y * y 2-05-08 8-00 2-05-08 1-00 * * * 12-11 1-00 JOB NAME: POLYGON 4-D NH - B1 Scale: 0.2995 ��C1/4,,,o 0 PRQFFs WARNINGS: GENERAL NOTES,unless otherwise noted: r I N n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J \% E VSO Truss: 61 and Warnings before construction commences. building component Applicability of design parameters and proper �,sc.:, V:179 \�Ty Y7°l 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 9 2 P E "7 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y DATE: 9/8/2014 responsibilitybuilding designer. 2v Impact sheathinggr such l acingoe required sheathing(TC)and/or drywall BC. y the overall structure is the res onsibili of the 3.co Impact bridging or lateral bracing where shown r d // 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052970 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �rr� design loads be applied to any component. and are for"dry condition"of use. �� Sa^�" 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 0:- fabrication,handling,shipment and installation of components. necessary. `+. 7.Designlaesassumes adequate ne dthifaa is provided. �j q_OREGON v,,4 111111111111111111411 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'!'7 IIIIII IIII VIII VIII VIII VIII VIII IIII III TPI N?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 14, P 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) /1 -_n I 11.\-F5 EXPIRES:/12/31/20151 1E 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1- 2=(-792) 229 1- 7=(-113) 602 7- 2=( -2) 229 BC: 2x4 KDDF#1&BTR SPACED 24.0° O.C. 2- 3=(-468 198 7- 8=(-104) 548 2- 8= -281) 209 WEBS: 2x4 KDDF STAND; 3- 4= -467 164 8- 9=(-105 455 8- 3= -143 315 2x4 DF STAND A LOADING 4- 5= -789 193 9- 5=(-114) 501 8- 4= -248 211 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=I 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 SO.IN. (SPECIES) 0'- 0.0" -71/ 541V -175/ 167H 5.50" 0.87 KDDF 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -121/ 667V 0/ OH 5.50° 1.07 KDDF ( 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND 2 Design checked for net(.5 psf) uplift at 24 "oc s acn ino. M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.010" @ 6'- 5.5" Allowed = 0.600" 6-05-08 6-05-08 MAX TL CREEP DEFL= -0.020" @ 6'- 5.5° Allowed = 0.800" MAX LL DEFL = -0.002" @ 13'- 11.0" Allowed = 0.100" T T MAX TL CREEP DEFL = -0.003° @ 13'- 11.0" Allowed = 0.133" 2-09 3-08-08 3-08-08 2-09 MAX HORIZ. LL DEFL= 0.010' @ 12'- 5.5" 12 MAX HORIZ. TL DEFL = 0.016" @ 12'- 5.5" 12 M-4X6 Design conforms to main windforce-resisting 12.007 12.00 system and components and cladding criteria. 34°0" ;: Wind: 140 mphl h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 �q (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(D1.r), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3X4 M-3x4 0 o yy I I` 1 III ill 111111111.- Illilli M-3x4 co ae �; s� M-3x4 o M-5x6 B M-5x6 '140 0 t;-, fir M-3x8 = o 1** 1-3x4+ M-3x'+ o o M-3x4+ M-3x4+ A- a 3.75 3.751 - 12 12 - )" )" > ,) 2-05-08 4-00 4-00 2-05-08 y y y ), y 2-05-08 8-00 2-05-08 1-00 y )- ) 12-11 1-00 JOB NAME: POLYGON 4-D NH - 62 Scale: 0.2824 ���p PROfe, 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 l..A G N E t, /__ Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper V 7 (jy�/[ 7 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. -9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateralh/braced at '9 2111 11 P E 1--- DES. ✓ DES. BY: LAresponsibilityof the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len by is the continuous sheathing such as plywooding(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++ Al,' SEQ. : 6052972 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 ere to be used in a noncorrosive environment, design loads be applied to any component and are for"drycondition"of use. �� TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing at all supports shown.Shim or wedge if OREGON"\t' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G. +�� �, 6.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 2-° A4 1111111111111111111 IIIII VIII VIII VIII VIII VIII VIII IIII III TPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center che. /O 14. `_ 9.Digits ndsize of tplate 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) FR R I L.`-, EXPIRES:12/31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 67 80 2 4-(0) 0 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT<= 12°OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 296V -32/ 99H 5.50" 0.47 KDDF Connector plate prefix designators: 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) 625) C,CN C18,CN18 (orrno prefix = CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) M,M2&HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND 2• Design .h k d for n t( pcf)yplift ^t 4 "o pacing_ 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" 1-11-11 MAX IC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.220" - '1 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 factor=l.bt, 0 Truss designed for wind loads in the plane of the truss only. v CI; 0 N .1- c.O co co,- c VO O 2 4 --/ M-3x4 A- 1-00 [PROVIDE FULL BEARINfi;Jts:2.3 4I 6-00 JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 n` r� c WARNINGS: GENERAL NOTES,unless otherwise noted: C<CC``� r R OpL s^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J GIN Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper � �,7/5/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / / 2 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 92 P E DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'ac,respectively unless braced throughout their length by �' (' DATE 9/8/2014 responsibilitybuilding designer. continuouspsheathing such as plywood quire sheathing(TC)and/or drywall(BC), / the overall structure is the res onsibili of the 3.2x Impact bridgingor lateral bracingrequired where shown++ .441/7,//j SC/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. E Q to be used in a non-corrosive environment, 'r design loads be applied to any component and are for"dry condition"of use, rlr 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 it111 Cr fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage is provided. 7L A_ ,., 1/,/ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center V! 2 �T� IIIIII II I VIII VIII VIII III I IIIA III III TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �O ,4 Q 9,Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FR R 1�-� EXPIRES:12/31/2015 1011111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-71) 101 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 26 5-7=(-96) 136 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -48) 42 3-7=(-155) 110 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 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r,r • 1, '.r r' r t• . 'r. 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" T / MAX LL DEFL= 0.005" @ 2'- 3.8' Allowed = 0.170" MAX TL CREEP DEFL= -0.007" @ 2'- 3.8° Allowed = 0.226" /- MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.005" @ 3'- 11.9" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.009" @ 5'- 8.0" 12.00 7 MAX HORIZ. TL DEFL = 0.010" @ 5'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0 ASCE 7-101 o (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), ` load duration factor=1.bt, o Truss designed for wind loads �, in the plane of the truss only. M O .1- cp.O to 111!1111111111111147 OD r2)/- if) _ o M-1.5x3 c. 0-3x4 M-3x4 M-3x5 y .1 ), 2-03-12 3-08-04 y / y y 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BFARING:Jts:2,4,7I JOB NAME: POLYGON 4-D NH - BJ2 - Scale: 0.5246 ��Q�O PROF6c,, 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 J !w&O'I N F and Warnings before construction commences. building component.Applicability of design parameters and proper vim '7/8///' -q/Q f j j/7' O�j Truss: EdJ 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / of 1 rr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byl'92111 P E P tY P 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. : 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, 4/4111111W TRANS design loads be applied to any component. and ere for"dry condition"of use. .,,,01.0110',- 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 0 (Z necessary. 7 OREGON !(� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L \' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center / -1 20 _f III IIII(IIII I III VIII(IIII III IIII III TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. '0 14, G tyT 9.Digits indicate size of plate in inches. AC- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1969(MiTek) 'Y/:R R 1 1 EXPIRES:12//131/2015 IIIIII11ll11II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012) MAX MEMBER- 160) 174 46-5=( 0) 18 BC: 2x4 KDDF#1&BTR 1-3=( 0) 80 5-7=(-216) 5-3=( 0) 52 SPACED 24.0" O.C. 2-3=(-244) 52 5-7=(-216) 233 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-113) 84 3-7=(-266) 246 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0)LONDING 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 625 Connector plate prefix designators: 5'- 11.7" -84/ 117V 0 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL / OH 1.50" 0.19 KDDF 6251 ) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND 2• Design h k d far n t(�pe�f�olift t 24 be gpa 'nn BOTTOM CHORD CHECKED FOR 1OPSF 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" T f MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133' -v MAX TLMCREEP DEFL = -0.012" @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.019" @ 5'- 8.0" j( MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads CD in the plane of the truss only. 8 C) M-4x6 u; v N- codiiiiiiii...._' IN �' ''-'/- 7�� Lo o m is o M-1.5x3 /- ►� o M63x4 Q 1 M-3x4 M-3x5 A- J, 1, y 2-03-12 3-08-04 .1 J ), , 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.7,41 JOB NAME: POLYGON 4-D NH - BJ3 Scale: 0.4236 ��� Q PROF-6.s WARNINGS: GENERAL NOTES,unless otherwise noted: I^' 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 CDN 'N'7/,5//r N r, Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ��J 17/,5/r �a. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1 7' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �! DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y 92 I S 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++ SEQ. : 60529754.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 corrosive environment, ille'► design loads be applied to any component and are for"dry condition"of use. `tea 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 �' ty fabrication,handling,shipment and installation of components. necessary. '•,l 7.Design assumes adequate drainage is provided. 7j A_OREGON 40 ��40 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 !� '7t1 IIIIII(III VIII VIII VIII VIII VIII(III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /O 'T /4 9.Digits indicate size of plate in inches. ,I. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R 10- EXPIRES:12/31/2015 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -4) 95 5.6=(-23B) 176 5-2=(-256) 115 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-284) 129 2-6=)-145) 219 WEBS: 2x4 KDDF STAND 3-4=(-159) 14 6.3=(-439) 372 LOADING TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL DDND. 2: Design checked for net(•5 psf) uplift at 24 "so spacing.! M,M2OHS,M18HS,M16= MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -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° T 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 V MAX TC PANEL TL DEFL = -0.012" @ 1'- 6.0" Allowed = 0.261" MAX HORIZ. LL DEFL = -0.001" @ 2'- 6.5" MAX HORIZ. TL DEFL = -0.001" @ 2'- 6.5" Design conforms to main windforce-resisting 1' system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Di.r), load duration factor=1.U, N Truss designed far wtrussind oads only. 0 co v 0 0 v o 0 M-3x4 o /o .ditt...-_411 o m /- 5►11 6 ►t -/ /- M-1.5x3 M-3x4 y ), ), 2-06-08 0-08-08 1-00 3-03 1-06 JOB NAME: POLYGON 4-D NH - D1 Scale: 0,5387 ��E� PROFFS WARNINGS: GENERAL NOTES,unless otherwise noted: � p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,Co l.',AG I N pt, /0�9 Truss: D1 end Warnings before construction commences. building component.Applicability of design parameter:and proper V 7 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at !921 S P E r- DES. BY: LAresponsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 19'o.c.respectively unless braced throughout their length by is the continuous sheathing such as plywooding(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 requiredaired where shown++ SEQ. 6052977 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, 4� design loads be applied to any component and are for"dry condition"of use. /#4,00-' ty. 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 * l necessary. 7 OREGON i(/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G �� �. 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 / 9 2a P..,� 11111111111111111111 II II I III VIII VIII VIII VIII IIIIIII III TPVWiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nlines. Q 4, L 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MFR R`O- EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 5.2=(-F/Cq=1.00 BC: 2x6 KDDF#1&BTR 1-2=(-994) 202 1-5=(-229) 616 2-6=(-190) 1200 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3= -285 309 5.6=(-227) 604 2-6=((-921 300 2x4 KDDF#1&BTR A LOADING 3.4=( -18) 8 6-3= -290 265 TC LATERAL SUPPORT<= 12"OC. UDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow P 0'- 0.0' -112/ 765V -169/ 295H 5.50' 1.22 KDDF 625 ( 9) 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" C,CN,C1B,CN18 (or no prefix =CompuTrus, Inc ADDL: BC CONC LL+DL= 534.0 LBS @ 7'- 0.0" GOND 9• Design .h k d for n s M,M20HS,M18HS,M16 = MiTek MT series ttift t_2q p DeC�._.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.027" @ 3'- 11.9' Allowed = 0.472' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC 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" T 12 Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 12.00Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load dduration,factor=1. 6 Cat.2, Exp.B, MWFRS(D>.r), Truss designed for wind loads in the plane of the truss only. co M-3x5 0 0 u-, AgilikA oco co c3o mo1�� ® III 0 5 *6 M-3x4 M-3x6 M-4x8 k y 11085# 1534#y 3-11-14 4-00-02 y y 8-00 JOB NAME: POLYGON 4-D NH - Cl Scale: 0.3194 <<' .9 PR OFFS WARNINGS: GENERAL NOTES,unless otherwise noted: (1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CJ ��(''�I N FVSO Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper �\ �%051/11/Pt 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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 -4 49 9 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 92 DATE: 9/8/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathingbridgingr such lateral as acingoerequired u red where s and/or drywall(BC). P ty g 3.In Impactol is boning ity of the where shown+a / 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the 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, 411,/. TRANS I D: 407655 design loads be applied to any component, and are for"dry condition"of use.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 „...",!r -10 Ct fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate ne dthifage is provided.us, •Fi A_OREGONy2.0 ��� IIIIII VIII VIII VIII VIII VIII IIII IIII IIII 6 This design is furnished subject to the limitations set forth by B.Roes shall a located on both faces of truss,and placed so their center 7 TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. /O 14, 4" MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.orr9. its basicicate size of connector plate design values see ESR-1311,ESR-1988(MiTek) ` M�RRILL EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2.3=(-18) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42,0 PSF 0'- 0.0" -50/ 287V -32/ 99H 5.50° 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625 C,ON C18,CN18 (or no prefix)) =CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND D cign checked for net(-5 pcfy_1 _uplift at 24 "oc soacina I 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 TL DEFL = -0.081" @ 4'- 4.8° Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL= 0.000" @ 1'- 10.9" 1-11-11 Design conforms to main windforce-resisting 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=1.6, Truss designed for wind loads in the plane of the truss only. v .4- o O N O M O/- try o P."-- -14 -/ O M-3x4 A- y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4I 8-00 JOB NAME: POLYGON 4-D NH - J1 Scale: 0.5733 ' o PRQFFs WARNINGS: GENERAL NOTES,unless otherwise noted: (S 'Y c (1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 0 !t0I I` V/Q( and Warnings before construction commences. building component.Applicability of design parameters and proper . '7180' Truss: J 1 incorporation of component is the responsibility of the building designer. cc, fl 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by kc !92•_1 P E 1--- DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(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++ 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052979 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L�r �� design loads be applied to any component and are for"drycondition••of use. ' ' r e1,. 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 yL OREGON b, �J p necessary. J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 2 �-� 111101111111111111111 VTPINVTCA in BCSI,copies of which will be furnished upon request. lines coincideiitwithzjoin[ tecenter che. 14, 4 9.Diitsndsize of t late 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) ER R"...\,,=\- EXPIRES:12/31/2015 111110 101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF lit&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX M1-2 ( FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 111&BTO SPACED 24.0" O.C. 1-2=( 0) 80 2-4=(0) 0 2-3=(-90) 113 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -3/ 358V -61/ 161H 5.50' 0.57 KDDF ( 625) Connector plate prefix desi natars: 3'- 10.9' -198/ 181V 0/ OH 1.50" 0.29 KDDF625 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625; M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. tat111.2L.Design_dieck d far n t(-5pcf) uplift t 4 o pas BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3-11-11 MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4° Allowed = 0.472" T -/ MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9' 12 Design conforms to main windforce-resisting 12.00 j) system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.t, Truss designed for wind loads in the plane of the truss only. v O 4 O 4 ,d- ,i- LD 0 Lc) Co O/- l[) O r� O� 0."--- 111 ►�4 -v 1 M-3x4 A-- i, y y 1-00 IPROVIDE FULL BEARING:Jts:2,3,4I 8-00 JOB NAME: POLYGON 4-D NH - J2 Scale: 0.5233 �_0 PROFFs WARNINGS: GENERAL NOTES,unless otherwise noted: I N ^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shover and is for an individual 4 V Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper \� 8�� /�2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7' 9 1-- DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � !92_,,,k.P E. continuous sheathing or suer l as plywoodsheathing(TC) nor drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3. 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. : 6052980 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, 41441111P• TRANS I D: 407655 design loads be applied to any component, and are for"dry condition"of use. ,a 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if M fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequatedon drainage isprovided.truss, and -T/L� S OREGON,` O\ �,1(f I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located both faces of truss, placed so their center Lf'7 TPIANrCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center late in inches. 9. Q ,�4, ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.orr1basic�connector cate size oplate design values see ESR-1311,ESR-1996(MiTek) `�FRRIO- EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0° D.C. 2.3=(-149) 154 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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,M18HS,M16= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OND D cign checked for net(-5 pcf)yplift at 24 "oc spacinc. 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" < f 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" ° 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 7 Wind: 140 mph h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.1 Truss designed for wind loads in the plane of the truss only. v 0 0 v 0 co o/ u; o� _� _M4 0 "1 M-3x4 s- ), y )' 1-00 'PROVIDE FULL BFARING;Jts:2,3,4I 8-00 JOB NAME: POLYGON 4-D NH - J3 Scale: 0.4555 �g. Q PO WARNINGS: GENERAL NOTES,unless otherwise noted: ,c c (1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '7/8//r 1j,%I E/ygyQ U4N Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 // 7° 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. CV -sy 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (,r t 9 2,S P E c.- DES. .- is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r L DES. BY: LA p ty continuous sheathing such as plywoodsheathing(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++ 4111011111111/7 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. �' CC TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 8'nDe essa ssumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. ry' OREGON P P 7.Designlaesassumes adequate one drainage is truss, l,�. 4,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 rL P+ 11111111111111113111 VTPIANTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center liche. 14. 0 9.Digits ndsize of tplate 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) ER R I O-cb EXPIRES:12/31/2015 1E 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" 1-2 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCESO) 8 4WR/DDF/Cq=1.00 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2.3=(-68 50 2-4=(0) 0 1 TC LATERAL SUPPORT<= 12'0C. UON. LOADING BC LATERAL SUPPORT<= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50° 0.48 KDDF ( 625) 1'- 9.2' -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 1'- 11.7' -34/ 46V 0/ OH 1.50" 0.07 KDDF C,CN,C18,CN18 (or no prefix = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2• Decign ch .k d for n t.(�_pcf)ynl'ft ^t 24 "or spacinoy BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003` @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = •0.002' @ 1'- 2.9" Allowed = 0.147" '( T MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 00/17-1.-AMMM41111"- 1.Jli v ch 0 0 N -1- c, oco � O o� -/ ,- ,J, y )- 1-00 2-00 IPROVIDE FULL_BEAR ING;,Its 2.4,31 JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 'S(' ' 1. PROFFs 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 J 1 N Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� /�2 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 2 s S 9 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;y !92 P E continuous sheathing such as plywoodsheathing(TC)here 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. : 6052982fasteners are complete and at no time should any loads greater than 5.Design mes trusses are to be used in a non-corrosive environment, 04111101'5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. �mn - 6.Design assumes full bearing at all supports shown.Shim or wedge if 10 n- fabrication,handling,shipment and installation of components. necessary. fel 7.Design assumes adequate drainage is provided. 7 OREGON `Cl 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 L "17 2°NtIS 1111111111111111111111 TPWViCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. y 4' h+ 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4/I • FR 1,u EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=(-109) 94 TC LATERAL SUPPORT s= 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50° 0.52 KDDF ( 625) 1'- 9.2' -17/ 64V 0/ OH 5.50' 0.10 NODE ) 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2• Design checked fior net(-� pcf)�Itplift at 24 "oc spacina.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 LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" /- MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072° 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL= -0.001" @ 3'- 10.9" 12.00 (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v ,- .4- c. o v -4- c, Li, of- PAIIMMII0 0 ► 4�� M-3x4 1 1, 1, y y 1-00 2-00 1-11-11 !PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5872 <c�,0 PR°Fen WARNINGS: GENERAL NOTES,unless otherwise noted: \ r u)11\1Et� 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. v��y7� Q� Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper (�J[ f//T 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility atthe building designer. -P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (� n•,P E c DES. BY: LA is the responsibility of the erector.Additional permanent bracingof continuous2n and at 1a'o . as ply woods braced sheathing(TC)throuand/out dr wr all B ).bG L p ty 2xImpact ctsheathingg r such l racing required eqdwhore own-drywall BC). DATE 9/8/2014 theoverallsllouldcbe structure responsibility cibip nfthentliafte designer.lln 3.Installation Impactbodging is lateralponsibiiy ofthee wheretve contractor. / 4.No load should be applied to any component until after all bracing and 4. of truss is the responsibility otrespective contractor. SEQ. : 6052983 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, / ,/�' design loads be applied to any component. and are for"dry condition"of use. _ ' - TRAN S I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design nassumes full bearing at all supports shown.Shim or wedge if • OREGON Ft ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -7 AZ4 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 ` ,l n �1. III II II I VIII VIII VIII lIII VIII lIII III TPI WTCA in BCSI,copies of which w 11 be furnished upon request lines coincide with joint center lines. /O r 7[�r T 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) h R I 1 A• EXPIRES:Br112{/r31/2015 11 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 1-2= 0) (-167) 174 3-5= -267) 257 80 2-5= ( 7 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-262) 122 WEBS: 2x4 KDDF STAND 3-4=(-112) 77 LOADING IC LATERAL SUPPORT<= 12"00. 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" -43/ 479V -121/ 292H 5.50' 0.77 KDDF ( 625) LL =25 PSF Ground Snow (Pg) 7'- 9.7' -88/ 248V 0/ OH 5.50" 0.40 KDDF625 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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2 Desi n checked for net g ( psf) uplift -t 24 "oc spacing I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 6'- 3.8" Allowed = 0.328" MAX BC PANEL TL DEFL= -0.160" @ 4'- 1.6" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9' 144 MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load Trussddesigneduration fforowind6loads in the plane of the truss only. vO4OVppO Or MO/- to KilliM,d O A- ),' ) .L 1-00 8-00 1PROVIDE FULL_BEARING;Jts:2,5,4] JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 ��p. p PRpFFs 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 os\%N Ep V� Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� `/Q/gar Q� 2.204 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 92�/ P E17 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 (� DATE: 9/8/2014 responsibilitybuilding designer. aIactsheathing such lacingoequired ushers sown drywall(BC). � the overall structure is the res onsibili of the 3.continuous Impact sh t or lateral bracingrequired where shown++ / SC/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. E Q. : 6052984 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, 4011111111" TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. efs 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if111 Z. fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. -7i A.OREGON '"*,/ 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 "! \ �� 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. O 4 9.Digits indicate size of plate in inches. _ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MER R I L�- EXPIRES:12/31/2015 11111 11 1 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-139) 171 3-6.(-263) 213 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-354) 122 WEBS: 2x4 KDDF STAND 3-4.(-322) 123 LOADING 4-5=(-159)5 0 TC LATERAL SUPPORT<= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL =25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 3988 5.50" 0.72 KDDF ( 625) Aiii6h40\+, Connector plate prefix designators: 7'- 9.7" -63/ 239V 0/ OH 5.50" 0.38 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -323/ 406V 0/ OH 1.50" 0.52 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0° Allowed = 0.100" T 5 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0' Allowed = 0.133" /- -v MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = 0.033' @ 2'- 2.0" Allowed = 0.365" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.6" Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.007' @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. rl P' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 V Truss designed for wind loads in the plane of the truss only. v O M-3x5 0 v o 0 co Lr, 2.11111.11111111.11 ) O M-3x4 M-1,5x3 y )' 1, ; 1-00 8-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,6,4' JOB NAME: POLYGON 4-D NH - J5 Scale: 0.3166 'e°3PROre WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ! I Nit /z Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper �� V ��){{T O/G 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (V ! / .57 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !9,2 •P E r- DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len by P ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). {. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41110111"1/7 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. : 6052985 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1"'W 14111101P design loads be applied to any component and ere for"dry condition"of use. TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the e'nDece sa assumes full bearing at all supports shown.Shim or wedge if M CC fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. }Aj A-OREGON, ki 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 Ir/ "I 20 �� 1101111101111101111111111 IIIII IIII VIII VIII VIII(IIII IIII III III TPINVTCA in BCSi,copies of which will be furnished upon request lines coincide with joint center lines. 77 r 9.Digits indicate size of plate in inches. A- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MIP R O- EXPIRES:12/31/2015 11 1411 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" 1-2 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES0) 80 2-4=(OF/Cq=1.00) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-167) 136 2 4-(O TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0° -24/ 308V -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 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ( 625) M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r,r ' r' !1 .. , . .. . BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL= -0.005" @ 1'- 0.1" Allowed = 0.072" II MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v4 Oo4US O nMO�0PftlijMINIMO�o A- 1-00 2-00 3-11-11 IPROVRDE_EUIL BEARING:Jts:2.4.31 JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 ���,0 PROFFS 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 J `_`�`G, ,I N ,,��}yr / Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper C V'j/�/f 1 02 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /7 77�° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 21 S 'f1 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y T' DATE: 9/8/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC. the overall structure is the res onsibili of the untila 3.Installation Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component after all bracing and 4. of truss is the responsibility of the respective contractor. SEQ. : 6052986 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��r 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 M fy. kr fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 7 �J,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 i� J ± 111111111111111111111 VTPI VJrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 7t'7 y '4' 2 � 9.Digits indicate size of plate in inches. � MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,1A 4 •P R t�� �yl EXPIRES:12/31/20151 1111110111 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 TO: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 95 5-6=(-174) 119 5-2=(-330) 83 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-268) 115 2.6=)-113) 191 WEBS: 2x4 KDDF STAND 3.4=(-147) 9 6-3=(-418) 369 LOADING TO LATERAL SUPPORT<= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LDAD = 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"I M,M20HS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002° @ -1'- 0.0" Allowed = 0.133" /- MAX LL DEFL= -0.019" @ 3'- 4.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.023" @ 3'- 4.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 0'- 9.8" Allowed = 0.079° MAX TC PANEL TL DEFL = 0.009' @ 0'- 9.8" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.5" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.5" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.br, m Truss designed for wind loads o IJ in the plane of the truss only. ISI 0 M M-3x4 cm M 10 � �a N O cv m 111111111111 5� 6 /- M-1.5x3 M-3x4 y ), 1, ), 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0,7493 �¢.D PR Open WARNINGS: GENERAL NOTES,unless othervnse noted: �_�`((''''�, CC�j (1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ���� !�1f"(N��yv(j Lute Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper V 7 !yam(/ 7' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 9 3.Additional temporarybracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 4 I'9 2 0 P E ("� 2'o.c.and at 10'o.c.respectively unless braced throughout their lengh 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++ SEQ. : 6052987 /01111V,01r 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. �r 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. -10 A. TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesign a assumes full bearing at all supports shown.Shim or wedge if /l fabrication,handling,shipment and installation of components. ry' p ,f OREGON rx �v,/ P P 7.Design assumes adequate drainage is provided. 1,�. 'Yf 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 1�. 2 �-.. 11110110111111110111111111111 IIIII VIII VIII VIII VIII VIII III I III IIII TPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center che. r 1 4, O 9.Digits ndsize 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) FR R`- EXPIRES:12/31/2015 i 1111110 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 IBC- 2012 MAX MEMBER 174) 119 45-2=(-330( 83 BC: 2x4 KDDF#1&BTR 1-2=( -4) 95 5-6=(-174) 5-2=(-330) 83 SPACED 24.0° O.C. =(-268) 115 2-6=(-113) 191 WEBS: 2x4 KDDF STAND 3-4=(-147) 9 6-3=(-418) 369 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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 IN. (SPECIES) OVERHANGS: 12.0" 18.0" MIN.0.0" -22/ 173V -59/ 125H 5.50" 0.28 KDDF625 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 M,M2OHS,M18HS,M16 = MiTek Mt series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON(. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 9.00['BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENT. MAX LL DEFL = -0.001" @ -1'- 0.0' Allowed = 0.100' 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.B" Allowed = 0.079" MAX TC PANEL TL DEFL = 0.009" @ 0'- 9.8' Allowed = 0.118" MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.5" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.5" Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), CO load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M M-3x4 N 0 c%, 0 N o . 11111111111111 5� 6 M-1.5x3 M-3x4 J, y y 1, 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P2 Scale: 0.7465 Kfpt ) ore. WARNINGS: GENERAL NOTES,unless otherwise noted: (N es,A 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r-_ 4 V Truss: P2 and Wamings before construction commences. building component.Applicability of design parameters and proper �� \ g��yyQ �Q� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 / 7 r 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'c.c.and at 10'o.c.respectively unless braced throughout their length;y 92eSPE �� continuous sheathingg r such l plywoodsheathing(TC)ereshown 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 and/orAler, d 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052988 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ��. TRANS I D: 407655 design loads be applied to any component and are for"dry condition"of use. ,,/;fir 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 * �y fabrication,handling,shipment and installation of components. necessary. '.l 7.Designlaesassumes alocated eh drainagecisprovided.truss, �j A_OREGON O���tL(f 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center !4 4/ '\ v. 1111111111111111111111 TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ,4, - 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) MFR R 10,V EXPIRES:12/31/2015 1111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 54 1.3=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT<= 12'OC. EON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 9BV -24/ 53H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD= 42.0 PSF 1'- 9.2" 0/ 26V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 1'- 11.7' -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL =25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacingi REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL= 0.004" @ 1'- 2.9" Allowed = 0.147" 1-11-11 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL= 0.003" @ 1'- 2.9' Allowed = 0.220" '( 1,AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.007 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. /0j, v v v rxlc O 0 N N ch O/- 0nrjIMIMIM O C3 1► 3►� M-3x4 y y 2-00 'PROVIDE FUIL RFARINrr;Jts:1.3,2) JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6486 C' EO PRQFtn WARNINGS: GENERAL NOTES,unless otherwise noted: c 4� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��J� !. "iI N Epic, v/0 Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper V I'/yll( 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at .S 9 P E is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA 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. �r SEQ. : 6052989 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ; II1 design loads be applied to any component and are for"dry condition"of use. //UMW. /1 j,' 6.Design assumes full bearing at all supports shown.Shim or wedge if * OREGON ��[,/� TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the necessary. tx fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �! 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 <0 '4 ' 1 4 2. N -`-• VIII IIII VIII VIII VIII VIII VIII IIII IIII TPUWfCA in SCSI,copies of which v,611 be furnished upon request. lines coincide with joint center linche. t'‘''' 9.Dies ndsize of t 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) ' R R;0, EXPIRES:12/31/2015 111111 1111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT<= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix desi nators: DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50' 0.21 KDDF ( 625) C,CN,CI8,0N18 (or no prefix = CompuTrus, Inc TOTAL LOAD= 42.0 PSF 1'- 9.2° 44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL =25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2• Design h k d for n t(�pefP uplift t 4 o pa tng REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL= 0.003" @ 1'- 0.1' Allowed = 0.054" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ✓ v ✓ o �t v 0 v • o/ o o� 1►' 3►' M-3x4 • y ; y 2-00 1-11-11 !PROVIDE FUI I RFARING;Jts:1,3,2) JOB NAME: POLYGON 4-D NH - SJ5 Scale: 0.5945 cc:5t\ PRQFFs 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 `GIN O Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper \� (G\Ty%���y Q �� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (7 7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !92 P E 9� continuous sheathing such as plywooding(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++ / SEQ. : 60529904.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, 4611110. TRANS I D: 407655design 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 .„...0",/ill.; * yy„ fabrication,handling,shipment and installation of components, necessary. -y� S OREGON "t 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ,f, III VIII VIII VIII VIII VIII lIII IIIIIIII B.Plates shall be located on both faces of truss,and placed so their center 2����� TPI/VVTCA ini BCSI,copies of which will be furnished upon request. lines coincide with jointpcenter lines. /Q /4, 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.orrlts indicate size of basic connector plate design values see ESR-1311,ESR-1988(MiTek) a� MER RI�� EXPIRES:12/31/2015