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Plans (64) (A, -T 2,0(6 - sq ..... 13 S 6 S Svo C.A,Wo ctt Tic lot MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 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. .���p PR Ofiess ,co 87022PE --r" �y '3j, OREGON c).5Q<J �00�MBER C1_P� SA. Heb'' EXPIRES:06/30/2015 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4D R42899364 PL14-333_UPPER FG2 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:46 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-g_aRV3rIIB6MtQF6nDjA3VHglu4Z0nIUpGGeZiyaOTZ I 1-8-0 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 • • , N e e 5 3x6= 3x6= I 3-10-0 3-10-0 Plate Offsets(X,Y)— f1:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/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(Ib)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) c?` �$l N�FR X02 87022PE -17r -v ��, OREG•N Az/ SER `.) HER EXPIRES:06/30/2015 September 26,2014 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111-7473 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPE lumber is specked,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?Ue4HEXKacW51 GyaOTa 1�0� I 1-2-4 If 1-2-0 I 011 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 c4- /-N ./ \ / \ , /- N / \-/- \ / \ / \ /N 0 o _41_ o e be o e o a 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 7-9-12 -124 I 21-9-12 7-9-12 0-7-010-7-0 12-10-0 Plate Offsets(X,Y)- f8:0-1-8,Edge),129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Ina NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. �,D PR 0F4. The design/selection of such connection device(s)is the responsibility of others. �, rS 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �\Co �t GI Ni� � s10 2 LOAD CASE(S) Standard �� 870 2 P E • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1,00 Uniform Loads(plf) Vert:23-35=-5,1-22=-50 Concentrated Loads(Ib) (1) /�N Vert:36=-468(F) �A), OREGO cpAli ��(-In M$ER1\ Q� S H EVA EXPIRES:06130/2015 September 26,2014 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7413 reit 1/29/2014 BEFORE USE ""'" Design valid for use only with Miraconnectors.This design is based only upon parameters shown.and is for an individual building component. MI ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ON lumber is specified,the design values are those effective 06/01/2013 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:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-8A7piOrN4WEDVapILxEPcjpv7HIRl60d2w?B58ya0TY 1 2-0-0 I 2-0-0 I I 2-0-0 11-5-4 II 1-2-0 II 1-8-8 I I 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 - a / a\`` d e s a = o a a O O O e 23 22 21 20 19 18 17 16 5 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4 = 3x6 SP= 3x4= 8-11-12 7-9-12 f}-4"17I 21-9-12 7-9-12 0-7-0 0-7-0 12-10-0 Plate Offsets(X,Y)— 16:0-1-8,Edoe1,120:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ���`V0 PROFFss c ,,.S ANGINEFR �o2 Q870 2PE /� -7 N ," ti 4)j, OREGON ti'O4J 'pC'O 'jI,IBER NNP, S A. HEY` EXPIRES:06130/2015 September 26,2014 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-1413 rev.I/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mae k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ii Southe rn Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899367 PL14-333 UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:48 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_cNhBwks0HoM47kOVueme8wM6nhfZUbXmGalldbyaOTX I 2-6-0 I I 1-4-0 II 1-2-0 II 1-0-12 I Scale=1:33.7 1.5x3 I I 3x8 = 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 1e o e o-4/- o a N 41144\ o ,. sollog. -.1411444isit - iri. N- O e O e ee - C 1• 15 14 13 12 1I 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-9-8 10-6-0 I 9-1-0 9.1218 10-4-8 I I 19-3-12 9-1-0 0-1-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edge],[14:0-1-8,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 0.33 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 IRC2006fTPI2002 (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 ��Y°- PR OFess �No NG�N�FR �'2. 8 6 2PE ,9r -y Aj, OREGO N, kJ 'Po e�'$ER �N Q. S4. NE?` EXPIRES:a6/30/2015 September 26,2014 A WARNING-Verity design paranlears and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 tee 1/29/2014 BEFORE USE .m.0 Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by ALSO 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:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-cNhBwks0HoM47kOVueme8wM6whgDUcem GalldbyaOTX I 2-6-0 I I 2-5-4 II 1-2-0 II 1-3-4 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 11 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 _ • •_ o o • c'''': a -0111 - _v_ _ _ N iii, 4044.44 19 0 o - e o 1..a, 14 13 12 11 10 3x4= 3x8= 1.5x3 11 3x4= 3x8= 3x4= 8-11-12 I 7-9-12 f-4-12 I 9-f-I4 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y)— [4:0-1-8,Edge],[12:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ���'�0 PR 0F'ss cc;Co �NG4 NE 'g r'2 87022P: �r / CV y '0j, OR GON cl, 4// APOr) 47B E R \\ PCO S A. HE?' EXPIRES:06/30/2015 September 26,2014 A WARNING-Verity design parameters and READ NOTES ON THIS AND INQUDED MITER REFERENCE PAGE MI1-7413 re rc 1/29/21214 BEFORE-USE sill... Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 40 R42899369 PL14-333_UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSMHth8vGx51 pD7QwVDUTA1 yaOTW ' 2-6-0 I I 2-5-4 I I 1-2-0 I I 1-0-0 I Scale=1:22.1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e - 0 o e o , o N0 0 N V e o a e e 12 11 10 9 3x4= 3x4= 3x6= 1.5x3 I I 3x4= 9-1-4 I 7-9-12 18-4-12 I8-11-12 I I 12-8-12 I 7-9-12 0-7-0 0-7-00-Y-8 3-7-8 Plate Offsets(X,Y)— f4:0-1-8,Edge),[9:0-1-8,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 0.43 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 Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (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 RycO PQpF •\`<-`‘' css O[N /'G. „ 'V 2� �C -P87422 - cc'Aj, OREGON (151 O4/ "P /1,/ BER \' P� SA. HE1'1/4� EXPIRES:06/30/2015 September 26,2014 • t a WARNING-Verify design parameters and READ M)IES ON THIS AND INCLUDED MITEK REFERENCEPAGE MIT-1473 res 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. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-Tek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 4D R42899370 PL14-333_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:45:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4ZFZ74te26UxktzhSM Hth8v1x5?4D2_wVDUTA1 yaOTW I 2-6-0 I 1 1-1-8 II 1-2-0 i 1 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 1 2 3 4 5 6 7 8 9 10 • s a o o • o .5. e e 16 15 14 13 12 11 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-7-0 10-3-8 I 8-10-8 9-p10 10-2-0 I I 19-1-4 I 8-10-8 0-i-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edoel,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress 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 <<oED PROF-ss k;o . NE,/9 f102 ir.- 87022PE -91-- / yN ,N '0j, OREGON ti3 AO 1)OnFMBEA \\ �P� SA . HECk EXPIRES:06/30/2015 September 26,2014 I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7413 re 1/29/2014 BEFORE USE "'O• Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber is specked,the design values are those effective 06/01/1013 by ALSO 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=YIpyKQuGpQcoM 1 YtO3o6ELRSJVMpyWy3ktEsiTyaOTV 2-0-0 1-10-0 I I 1-2-0 ii I-012 i 2-6-0 2-6-0 I 2-6-0 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 H 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 O 2 - -./.-illoikiiiiiiiiii40404414. - 0000•••••••••000 - -1141 ,40. - O ee e oe b 16 15 14 13 12 3x4= 3x8 = 3x4= 3x4= 3x8= 3x4= I 8-2-8 18-9-819-481 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— f13:0-1-8,Edgel,f14:0-1-8,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 0.33 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 lncr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006ITPI2002 (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(lb)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 <0k PRO �c?�5 ' ,. N EFS �o2y. 87022PE / cP , ,CVN N 'oj, OREGON cp O4 `s 1. HE.? EXPIRES:06/30/2015 September 26,2014 I • A WARNING-Verify design paranre ten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 ret:1/29/2014 BEFORE USE - Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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/1911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 45P1 lumber is specified,the design values are those effective 06/01/2013 by AIM Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/1 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury rMMr Dimensions are in ft-in-sixteenths. 1%6 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDS 0_1/� 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves oWEBS may require bracing,or alternative Tor I 1111 bracing should be considered. AMEIMIE I_ ,c! F.) 3. Never exceed the design loading shown and never Allipr Ustack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C'-8 •-' C5-6 designer,erection supervisor,property owner and plates 0-'Aa' 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 *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise rioted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. I 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 "-.46 Indicated by symbol shown and/or SYP represents as specified. bytext in the bracingsection of the by AWC in the values as published012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kil=■ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. =OEM K; 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal III 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M 1 T20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, �,It' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1 r o 0 IL•- N ni nA U F-¢Z LG y I- Z w a a` m O�= w_0 a _ cr, O~U 4 4 6 N U W Z S 4"' W ,C W.H a w w W w ^� -- AR d d w¢o � a�. /'Y\ W W Q cooc.)o o L.) � � Q U r C7 N -3 O o -. ou,oQ"' z V (3 5 o o r cc t .� .I / W wo.-.o F-1 CEJ CZE z ce �o�oc~i --- ---- S11o ¢ Z 1- (71 z D D cn - wono.-�' I-I O O Cn = m.-wwCC Sl _. J �2:1 _ SJ2 F- I- Q w¢ z Lu cn CO Cf) Ou_ =zooms o w SJ - – SJ3 z o o w O O 00 3o zcf .._ . H U._ U_ - , ¢..wZo cc 2;t3cc¢� -raj Al 0 0 CC o owF-oF. F- w .,_U Z I- •-• CCs __- ®I G CC -- I- m�wUI- moo on A2 ■ i . .. W 4 12;12 4 W Sint • (14) , -- - -- 12:i2 - Iv 513 .. 1 ,.._ . B2 v T' B SJ1 1 -, 51,,.__ , _ SJ2 _.. - _�' —.._ 5,11 9.12 < \ k r r - ..1 v a / < r fl N N r QX CONFORMS TO DESIGN CONCEPT � 2 2 // El REVISIONS CONFORMS TO DESIGN CONCEPT WITH ED ❑ NON-CONFORMING-REVISE&RESUBMIT 17-11. .I WITH THIS SHOP DESIGNWICONCEPTBE ONNLY YRANDEWED DOES E NOT FOR GNERAL ROELIEOVEMATHE 1 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 t B R A N D T ARCHITECTS POLYGON NW 08/16/13 ONLY.REFER TO PLACEMENT USSCALCULATIONSAND ENGINEERED STRUCTURAL L. PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER 4-D NH POLYGON INFORMATION.BUILDING pacm � umber DESIGNER/ENGINEER OF RECORD 4 PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 4-D NH / 4-D NH CHECKED BY.' DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL Q_ T R LIS S i DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. S� 15 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. z 22-0" W I-U i W S (f) U F CC Z Z .1') W Z m E l W J~ L.n c.3 W Z S¢CV ct rW-,CC U nW-I J O 4 d �N CJ CO N O- W U U CD I-� In o f I. Lu cc cc ¢ oo> cc H W ,o cno Z Z = cc Q J O U SJ1 __-- ---_ SJ1 � w¢mCD Ln cn ca c.� J c'7). z SJ2 —_.— 12:1 — — SJ2 w LL z __ =Z o u. h 0 0 u, W o— I—i o o cn m.-ww CC • I— F-- Q ���mz w SJ3 _____ — SJ3 � in Ln u =z a o o Lu = = z z ,8c,¢¢ z cC c o c =zoo. W CD C) V X628. - I—I u LL Q'--'W Z O fC ,.R . ••- • Z Z z o a" a Al o o cc PW�o� .2 w U]F-U Z I- L.A2 ®o n OD • El CONFORMS TO DESIGN CONCEPT .. DCONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED -- - - fl NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE - -• -•• - •• -- -. WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE • •• ••• •• • • •• PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS 4 , . .- ..- .. . 12.;12 4 A3(14) 12:12-- - - -- -• .- V _ _ .... , B2 . SJ3 r ca SJ2 8�. � - 12212) ch SJ2 _ �6 SJ1 —_— �11; SJ1 III �4 / . 9:12 - Q- �� r H 8'-0" / / 17-11" - I ENTRY RIGHT ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE. ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/16/13 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL NA. PROJECT TITLE: REVISION-1. DRAWINGS FOR ALL FURTHER 4-D NH POLYGON DESIGNER/ENG NEER OP R CORD pacin \y umber WPM MEV PLAN: DRAWN BY. REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 4-D NH / 4-D NH CHECKED BY: • DESIGNER/ENGINEER OF RECORD TO T D V S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. l CompuTrus Software Warnings & General Notes WARNINGS: 1, Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). V .,, N.... ily -:t - çCSj3NJ7 R \\N. ire 24243 ' . �, t�'?G.ti �V s‘r .410h'A1r. ,. rl,/IIf/3 /V 4/l; °. -XI RE 6130115 I IIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP EB SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 80 2-10=(-351) 1649 3-10=(-173) 245 BC: 2x6 KDDF #1&BTR 2- 3=(-2559 581 10-11=(-297) 1709 10- 4= 70 911 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2392 611 11- 8=(-279) 1657 10- 5=(-165; 102 LL =25 PSF Ground Snow (Pg) 4- 5= -1646 483 5-11=(-161) 95 TC LATERAL SUPPORT<= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 22'- 0.0" V 5- 6=(-1654 487 6-11=( -61) 895 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0 +DL( 50.0)= 50.0 PLF 0'- 0.0" TO 8'- 0.0" V 6- 7=(-2403 616 11- 7=(-173) 245 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 8'- 0.0" TO 14'- 0.0" V 7- 8= -2569 586 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 8- 9=( 0 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -403/ 2249V -217/ 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 CO -- M,M2OHS,M18HS,M16 = MiTek MT series ND. 2: Design checked for net(-5 psf) uplift at 24 "oc sP-E4:1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" '1 r597.30# T ♦597.30# T T MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 7M-4x6 M-4x6 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 12.00 M-3x 4N 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. �D ��' a� Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, designed for wind loads in the plane of the truss only. M-1.5x3 M-1"5x3 -. Truss ® 10 11 O M-3x6 0.25 M-6x8 M-3x6 • 0 A- M-7x8(S) y y y y 7-08-08 6-07 7-08-08 J, 1, I ), 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - Al Scale: 0.2653 ( o PRoF` I WARNINGS: GENERAL NOTES,unless otherwise noted: K, ..''r` Q 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 D G I N 'P^ / Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper ib W f Q I jV'l" Ojl. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t r/(3 I - 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 3.Additional temporary bracing to insure stability during construction 1' V 92 11 11 P E 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 c DATE: 9/8/2014 responsibilitydesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the of the building 3.2x Impact bridgingor 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. : 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, '_ 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 * Cr fabrication,handling,shipment and installation of components. necessary. OREGON /'. 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 -32_ 4, �,C7 4' 2-°� II II I I VIII I III III I 111111 lines coincide with joint center lines. A`� 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) M�^R'�� V EXPIRES:12/31/2015 IIIIIII 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 IC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=1-141) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5= 0 0 6-13=(-172) 130 TC LATERAL SUPPORT <= 12"0C. 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 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL =25 PSF Ground Snow (Pg) 9-10=S-1049 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -241/ 103BV -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 T 1' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 4-00 3-10-04 2-02-01-071-001(A0-052-01-07f T 3-10-04 4-00 f f f f f 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 12 5 7 12 MAX TLMCREEP DEFL = -0.003° @ 23'- 0.0" Allowed = 0,133" 12.00 V a 12.00 MAX HORIZ. LL DEFL= 0.007" @ 21'- 6.5" M-4x6 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" M-4x6 Design conforms to main windforce-resisting M-3X 4 system and components and cladding criteria. 6 4' Am 1� Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. O v M-1.5x3 ! M-1.5x3 O \ / 7 c•-, O O ll�� 1 13 • M-3x4 120.25" M-3x8 M-3x4 1 c) /- M-7x8(S) y y i, * 7-08-08 6-07 7-08-08 J• y * * 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A2 Scale: 0.2437 ���E) PRO,cFss WARNINGS: GENERAL NOTES,unless otherwise noted, r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r��D G I N E / Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper C, '7,41/1' /Q I P5" �,r}_ 2.2x4 compression web bracing must be installed where shown+. 17 incorporation of component is the responsibility of the building designer. I Q` / , 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 0 I P E f 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++ 4No 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, 40_ design loads be applied to any component and are for"dry condition"of use. „../411,..- 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 * �- fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage is provided. 74- � 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 center4/OREGON 5 1101 hill VIII III 1101 El III TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. " 4 20 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) L�^R 1 i V EXPIRES:12/31/2015 I I 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' O.C. 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3- 4= -987 431 9- 6=(-93) 715 4- 9=1-249) 614 LOADING 4- 5= -987 431 9- 5=1-377) 349 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1094 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -187/ 103BV -307/ 307H 5.50" 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 ICOND. 2: Design checked for net(_5 ps )p( 5 f) uplift at 24 "Sc sp a_II T 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 DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.028' @ 7'- 5.1" Allowed = 1.054" 12 M-4x 6 12 MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" 12.00 V12,00 MAX LL DEFL = -0.002" @ 23'- 0.0' Allowed = 0.100" 4.0" MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133" 4 'i' MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5' n 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 in 0 cm O O OA AL.' co co J rw R5 " +� O 0 1 - M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 A- I I y y 7-05-01 7-01-13 7-05-01 I I I 10-00 12-00 I I I )' 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A3 Scale: 0.2278 .<�e5.O PR Of 6 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .Gj ` %���� /D Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper V /L 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 9 DES. BY' LA 3.Additional temporary bracing to insure stability during construction Q 9 2 1 9 P E 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 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. : 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, 0�► design loads be applied to any component. and are for"dry conditioni g use. �,�- TRAN S 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 necessary. L 47 OREGON44/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. N, 4, 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 11111111 /0VIIIVIIIVIIIIIIIII iIIITPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 �� 9.Digits indicate size of plate in inches. f3 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �c R 1 LL V EXPIRES:12/31/2015 I I 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 2-13=(-267) 1102 13- 3=( -40) 392 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1503) 455 13-14=(-248) 1011 3-14=(-391) 237 WEBS: 2x4 KDDF STAND 3- 4=( -984) 380 14-15=(-101) 669 14- 4=(-131) 385 LOADING 4- 5= 0 0 16-17= 0 0 14- 6= -204 129 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -605) 341 15-17=( -99) 630 6-15=( -72) 103 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -661) 377 17-18=( -91) 597 15- 8=( -72) 338 TOTAL LOAD= 42.0 PSF 7- 9=( 0) 0 18-11=(-191) 651 17- 8=(-227) 30 8- 9=( -559) 338 8-18=(-198) 162 NOTE: 2x4 BRACING AT 24"0C VON. FOR LL =25 PSF Ground Snow (Pg) 9-10=( -885) 397 9-18=(-180) 394 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1048) 364 18-10=(-196) 181 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 80 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 0'- 0.0° -240/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 22'- 0.0" -241/ 1038V 0/ OH 5.50° 1.66 KDDF ( 625) 0-02-05 ff tOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9-11-11 2-00-10 9-11-11 f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-01-04 0-06-15 3-10-04 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.024" @ 10'- 2.0" Allowed = 1.054" 2-09 -01-071-10-0 1-06- 8 4-00 MAX TL CREEP DEFL = -0.047" @ 10'- 2.D" Allowed = 1.406" T ' 1' TT 1' 'f 1' MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 8-00 8-00 1' '1 1' 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 7 M-4x6 N12.00 Design conforms to main windforce-resisting , system and components and cladding criteria. M-4x6 M- x4 Wind: 140 m�pph: h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 `,� ( Heights), Enclosed,Cat.2' Exp.B, MWFRS(Dir), load duration Truss designed for wind loads in the plane of the truss only. v M-1.5x3 M-3x4 rr M-3x4 _1 - c� c. ee ee�o. o a _nil` =M-6x6 M-3x8 d 1- ee --- o 16 7 18 ko M-3x4+ M-3x4+ o M-7x8=1-6x6 M-3x8 M-3x4 2 0 3.75 2.40===- 12 12 12 )' ) )' )' )' )' y y2-05-08y 5-03 2-09 1y 06-12- 3-04 7-08-08 y y 1-92-05-08 8-00y 2-00 9-06-08 J-00 10-05-08 11-06-08 y y y 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A4 Scale: 0.1767 �io_ PROpp WARNINGS: GENERAL NOTES,unless otherwise noted: C 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 J G I N / Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper �. /`71311r �I 311 �* 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 -y s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byCt. =9 2 P E DATE: 9/8/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the res onsibili of the 3.2x Impact bridgingor lateral bracingrequired where shown++ O, 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .SEQ. : 605 2968 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, eiorP- design loads be applied to any component. and are for"dry condition"of use. �c� TRANSI 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 fabrication,handling,shipment and installation of components. necessary. OREGON /� 7.Design assumes adequate drainage is provided. `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 �� �A/Y nO 1� 11111111111111111111011.1111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideiiatwith joint ate inr lines. O 7 4 G 111". 9.Digits indicate size of plate in inches. �}, _ MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L�^R I�` V EXPIRES: 12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 8-00-00 FROM 14-00-00 TO 22-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-11=(-341) 1928 11- 3=( -61) 633 BC: 2x6 KDDF #1&BTR 2- 3=(-2887) 482 11-12=(-317) 1777 3-12=( -396) 255 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2147) 431 12-13=(-242) 1759 12- 4=( -219) 1187 LL =25 PSF Ground Snow (Pg) 4- 5= -1428 363 14-15= 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" TO 22'- 0.0" V 5- 6=5-1791; 447 13-15=(-278; 1942 5-13=I -203) 767 BC LATERAL SUPPORT<= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 14'- 0.0' V 6- 7=(-1808) 468 15-16=(-251) 1803 13- 6= -148) 243 BC UNIF LL( 75.0)+DL( 71.0)= 146.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=(-2635) 597 16- 9=(-266) 1810 15- 6=( -170) 255 8- 9=(-2802) 567 6-16=( -125) 164 NOTE: 2x4 BRACING AT 24"00 UON. FOR ADDL: BC CONC LL+DL= 1525.0 LBS @ 12'- 11.0" 9-10=( 0) 80 7-16=( -346) 1564 ALL FLAT TOP CHORD AREAS NOT SHEATHED 16- 8=( -165) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -351/ 1832V -217/ 217H 5.50" 2.93 KDOF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -572/ 2777V 0/ OH 5.50" 4.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net( pcf) uplift at 24 "oc spacing 7-11-11 6-00-10 7-11-11 T f f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09 5-02-11 2-02-05 2-05-04 1-05-01 3-11-11 4-00 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" T 1' ' ' f ' ' ' MAX TLMAXELL DEFL = 0.044° @ 12'- 0.2' Allowed = 11.054" 12 12 MAX TL CREEP DEFL = -0.135" @ 10'- 5.5" Allowed = 1.406" M-4x6 M-4x6 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100° /- 12.00V M-3x4 M-3x8 N12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 5 6 �� e. MAX HORIZ. LL DEFL = 0.019" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.048' @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 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.� Truss designed for wind loads CD in the plane of the truss only. 4- 4 0 M-3x3 (4' rr411111111111111111111111111111111111111 M-3x6 cz, :- o 1; = 111111111111111! - co �e =M-6x6 M 13x8 oj��®LtIMM '. o 1 - M-3x4+ 14 15 - 16 - O o M-3x4+ c' M-7x8=M-8x8 M-7x8 M-3x6 O 3.75 2.40 12 12 1525# )- ), J, )' ), )' )- 2-05-08 5-03 2-09 1-06-12 2-03-04 7-08-08 )- )- )- ), )., )' )- 1-00 2-05-08 8-00 2-00 9-06-08 1-00 * * )- 10-05-08 11-06-08 ), ), i- * 1-00 22-00 1-00 JOB NAME: POLYGON 4-D NH - A5 Scale: 0.2357 ,`�Q+:D PR Ore. WARNINGS: GENERAL NOTES,unless otherwise noted: Sn 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 ! 3I N Eloy, /O Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper C C- ZYI 2.2x4 compression web bracing must be installed where shown+, If incorporation of component is the responsibility of the building designer. (` 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction • DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by =9 2//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++ l0r, 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. : 6052969 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 design loads be applied to any component and are for"dry conditioni 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 • rk- fabrication,handling,shipment and installation of components. necessary. 'y OREGON 4" 7.Design assumes adequate drainage is provided. tx 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 �/ -11' O'ti III II III VIII VIII VIII VIII III II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. O / 2. A`}' 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) /14 " R'1 V EXPIRES:12131/2015 I I III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15B3) 284 1- 8=(-215) 1045 B- 2=( -7) 406 BC: 2x6 KDDF#1&BTR 2- 3=(-1112) 310 8- 9=(-198) 949 2- 9=(-279) 295 WEBS: 2x4 KDDF STAND LOADING 3- 4= -747) 259 9-10= -119 742 9- 3= -147 230 LL =25 PSF Ground Snow (Pg) 4- 5= -1112 306 10-11= -81 943 9- 4=(-150 139 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V 5- 6= -1580) 268 11- 6=� -89 1039 4-10=( -78 213 BC LATERAL SUPPORT<= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0' V 6- 7=( 0) 80 10- 5=(-262) 273 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 5-11=( 0) 409 BC UNIF LL( 0,0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0' V NOTE: 2x4 BRACING AT 24'OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desi n checked for net o f uplift at 24 'oc s acinn lI ** For hanger specs. - See approved plans g (-5 -) R designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 Connector plate prefixdesignators: C,CN,CI8,CN18 (or no =CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.018" @ 6'- 11.0" Allowed = 0.600' pM,M20HS,M18HS,M16 = MiTek MT series 5-11-11 0-11-10 5-11-11 MAX TL CREEP DEFL = -0.035" @ 6 11.0' Allowed = 0.800" M MAX TLCREEP DEFL = -0.003" @ 13'- 11.0" Allowed = 0.133" 2-09 3-02-11 0-11-10 3-02-11 2-09 T f ,r320#ir T T MAX HORIZ. LL DEFL = 0.014' @ 12'- 5.5' 12 12 MAX HORIZ. TL DEFL = 0.024" @ 12'- 5.5" M-4x6 320# Design conforms to main windforce-resisting 12,00 M-5x6 1200 system and components and cladding criteria. 40;PM Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 C. 111F/1 v 11 1 CD t` M-3x4 �� �� M-3x4 Li; ��,� RN ' =M-6x6 M-3x8 M-3x4 =M 6x6 1 MN 1** - x4+ M-3x4+ *='.M-3x4+ M-3x4+ O ,-- ... 3.75 3.75 12 12 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 J, > )' 12-11 1-00 JOB NAME: POLYGON 4-D NH - B1 Scale: 0.2995 ����� PRQp 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 / T r ii S S: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper N-, ` ,Q�f jam' �,r}_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. L 1 Q ! I !- 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction ' '920 11 P E 1.-- DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathingngr suchr l as acing esheathing(TC)ere drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ // 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / - SEQ. : 6052970 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"oT use. f'� TRANS I D: 407655 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if Cr necessary. OREGON 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 o truss,and placed so their center .f 1, 1 TPIIWTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. �'.0 .7 r 1 4 M1 213 4 1111011111111111111101111 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) /14R n 1 1.-\- EXPIRES:12/31/2015 I IThis 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- B=(-281) 209 WEBS: 2x4 KDDF STAND; 3- 4= -467 164 8- 9=(-105) 455 8- 3= -143 315 2x4 OF STAND A LOADING 4- 5= -789 193 9- 5=(-114) 501 8- 4= -248 211 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 80 4- 9=€ -3 199 TC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0° LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -71/ 541V -175/ 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 desi nators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix)q = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.! M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010' @ 6'- 5.5" Allowed = 0.600" 6-05-08 6-05-08 MAX TL CREEP DEFL = -0.020" @ 6'- 5.5" Allowed = 0.800" f f .1' MAX LL DEFL = -0.002" @ 13'- 11.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ 13'- 11.0" Allowed = 0.133" 2-09 3-08-08 3-08-08 2-09 T T T T T MAX HORIZ. LL DEFL = 0.010" @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.016" @ 12'- 5.5" M-4x 6 12.00/ 12 00 Design conforms to main windforce-resisting 4.0 systm and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / q (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6�, 11 [� Truss designed for wind loads in the plane of the truss only. ti M-3x4 M-3x4 0 ti M-3x4 me �� eN M-3x4 111111111111M CD C3 i411_.:01111111111 M-5x6 B M-3x8 M-5x6 ` 'i �� u, 1** f-3x4+ M-3x"+ o o M-3x4+ M-3x4+ 6 0 a 3.75 3.75r-- 12 .75r--12 12 y y )' y y 2-05-08 4-00 4-00 2-05-08 y y L. - 1, 2-05-08 8-00 2-05-08 1-00 1, y )- 12-11 1-00 JOB NAME: POLYGON 4-D NH - B2 Scale: 0.2824 QED P R Qp WARNINGS: GENERAL NOTES,unless otherwise noted: Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .C.:- 1. 3 %,A9Ge/24.01%,,I3oNii,pre,.E ���jTruss: I 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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 bycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C//�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /SElit. : 6052972 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 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 (� fabrication,handling,shipment and installation of components. necessary. OREGON 4.0 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 �tJ 1, '� I III II IIII IIII IIIA VIII IIII VIII II III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 7 r 4 2� 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) SFR R 1 L\- EXPIRES:12/31/2015 III ii. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(D) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-60) 67 TC LATERAL SUPPORT <= 12"OC. UDN. LOADING BC LATERAL SUPPORT <= 12"OC. UDN, 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" -43/ 296V -32/ 99H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -128/ 116V 0/ OH 1.50" 0.19 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 ( psf) uplift at 24 "oc sacro .) 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 CHDRD 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" 1-1 1-11 MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.220" f ,r 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/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting f- system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, V Truss designed for wind loads in the plane of the truss only. v ..1- 0 O CV O co co/O Lc) f- - O o- "X.....4 M-3x4 A- / y y 1-00 •:I I, . :: ,. - 6-00 JOB NAME: POLYGON 4-D NH - BJ1 Scale: 0.6631 ���ED PROF1- WARNINGS: GENERAL NOTES,unless otherwise noted: 0 Ci 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Gj G(N E Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and properA 2.2x4 compression web bracing must be installed where shown+, .- ncorporation of component is the responsibility of the building designer. (� /��f 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction • DES. BY: LA ' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 2 1 f E r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ Ail" . 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. : 605 2973 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. ,.."��! TRANSI D: 407655 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q- necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' : OREGON ((j 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 `/ .'q � II I 11111 I III ill I MIIII TPINYTCA in BC SI,copies of which will be furnished upon request lines coincide with joint center lines. Q ,4 2- �� 9.Digits indicate size of plate in inches. �j 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 t 'f '1 V IC!(nr1 EXPIRES: 12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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" 0.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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -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. GOND. 2: Design checked for net(-5 psf) uplift at 24 "pc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" T 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" j MAX BC PANEL TL DEFL = -0.005" @ 3'- 11.9" Allowed = 0.192" 12 i I) MAX HORIZ. LL DEFL = -0.009" @ 5'- 8.0" 12.00 V (' 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 7-10t o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'u load duration factor=1.6, o Truss designed for wind loads h i I i i... En in the plane of the truss only. a a u, g8 o cDA- �I o M-1.5x3 o� for 0-3x4 M-3x4 M-3x5 A- i' y 2-03-12 3-08-04 ) y y y 1-00 2-05-08 6-00 3-06-08 JOB NAME : POLYGON 4-D NH - BJ2 Scale: 0.5246 P ���ED ROF,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 GIN / Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Gid /�j J �i)- 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` . 2.Design assumes the top and bottom chords to be laterally braced at '9 3.Additional temporary bracing to insure stability during construction • DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by = /P E continuous sheathingng r suer l cingoesheathing(TC)aiedwhere 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++ ZailleA C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 41.111101111PS E Qcorrosive environment, design loads be applied to any component. and are for"dry condition"of use. ,01;a111111.,TRANS I D: 407 655 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 rs (' necessary. fabrication,handling,shipment and installation of components. OREGON 7.Design assumes adequate drainage is provided. tx 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 �t1 t. '� L� 1111111 1111111101111111 ION III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �� 7` 2� A`T 9.Digits indicate size of plate in inches. MiTek USA,I nc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) M�^R 1 t..\- EXPIRES:12/31/2015 I IThis 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-160) 174 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-244) 52 5-7=(-216) 233 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-113) 84 3-7=(-266) 246 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -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/ OH 1.50° 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, 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 I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" ../- -=' MAX TL CREEP DEFL = -0.012° @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.019" @ 5'- 8.0" JA11111::!:: MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. [77 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=1.6, Truss designed for wind loads CiD in the plane of the truss only, 0Cn c. oto cf- oCO CD c. 1 A- 1, y )- 2-03-12 3-08-04 J, )' y y 1-00 2-05-08 6-00 3-06-08 °;I I - I ' JOB NAME: POLYGON 4-D NH - BJ3 Scale: 0.4236 ��ti% D PROFFss WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Gj C71)N E / Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper v,� '718//r �J�// DA_ 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 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 = 2/1 P E continuous sheathing suchr as plywood sheathing(TC)where drywall(BC. ,j DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052975 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i design loads be applied to any component. and are for"dry condition"of use. `*. .- TRAN S I D: 407655 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 10 fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage is provided. t� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �/ r,9 I!' \ - `'` 111111 1111111H1111 III IIII TPIlWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q 14 2-°'' �^� 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) '�Y/� R I 1 EXPIRES:12/31/2015 I IThis 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=(-236) 176 5-2=(-256) 115 BC: 2x4 KDDF#1&BTR SPACED 24.0" D.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/ 4B4V 0/ OH 5.50" 0.77 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 pcf) uplift at 24 "oc spa ino_I 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" 3-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0,133' '' '' MAX LL DEFL = -0.031" @ 4'- 9.0" Allowed = 0.150" 12 4 MAX TL CREEP DEFL = -0.036" @ 4'- 9.0" Allowed = 0.200" ,<- MAX TC PANEL LL DEFL = -0.014" @ 1'- 6.0" Allowed = 0.174" 9.00 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 -, 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(Dir), load duration factor=1.fi, Truss designed for wind loads o in the plane of the truss only. co o 0 ("7 O M-3x4 co o _C� 6 f 5►�� 6 MEMO 'L M-1.5x3 M-3x4 ), ' / 2-06-08 0-08-08 - ,1 ), y 1-00 3-03 1-06 JOB NAME: POLYGON 4-D NH - D1 Scale: 0.5387 ,�ti�E� PROFESS WARNINGS: GENERAL NOTES,unless otherwise noted, r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cj t G I N C Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper c - [��,Q/I �it_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (, I _o. 2.Design assumes the top and bottom chords to be laterally braced at 9 DES. BY: LA 3.Additional temporary bracing to insure stability during construction r� !92•I P C 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 L continuous sheathing such as plywood required when shown 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++ ii0OPPF"F 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052977 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, eI design loads be applied to any component. and are for"dry condieon"of use. f r�- 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 fabrication,handling,shipment and installation of components. necessary. 7 OREGON ((/ 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 "1 TPI/VVTCA in SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E lines coincide with joint center lines. ,Q -7 fr 1 4, 2. �� HI IIII VIII VIII VIII VIII VIII II III 9.Digits indicate size of plate in inches. 1D. CQ` For basic connector plate design values see ESR-1317,ESR-1988(MiTek) M�r�RIO S�- EXPIRES: 12/31/2015 I IThis 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 (Non-Rep) 1-2=(-994) 202 1-5=(-229) 616 5-2=(-190) 1200 BC: 2x6 KDDF#1&BTR SPACED 24.0" O.C. 2-3=S-285 309 5-6=(-227) 604 2-6=(-921) 300 WEBS: 2x4 KDDF STAND; 3-4=( -18) 8 6-3=(-290; 265 2x4 KDDF#1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -112/ 765V -169/ 295H 5.50" 1.22 KDDF 625 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -453/ 1526V 0/ OH 5.50" 2.44 KDDF ( 625) ADDL: BC CONC LL+DL= 1085.0 LBS @ 5'- 0.0" Connector plate prefix designators: ADDL: BC GONG LL+DL= 534.0 LBS @ 7'- 0.0" C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc �GDND. 2: Design checked for net( psi) uplift at 24 "ox spac�na M,M20HS M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: 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" MAX TC PANEL LL DEFL = 0.030' @ 6'- 2.5" Allowed = 0.311° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5" 4-01-10 3-06-10 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 6.5° T T TT 12 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 12.00 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 duration factor=1.6�, Truss designed for wind loads in the plane of the truss only. CO M-3x5 CO O O LO o AL o CO CO CO if") ,P2=11 IIEPRMEINIMBERS 1 5 *a6 O 1M-3x4 M-3x6 M-4x8 1 y , ,1085# y,534#y 3-11-14 4-00-02 i, y 8-00 JOB NAME: POLYGON 4-D NH - Cl Scale: 0.3194 C (' ' 1. pROFA. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Gj GIN E Truss: Cl and Wamings before construction commences. building component.Applicability of design parameters and proper c3' � /�j �j�_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. !� 2.Design assumes the top and bottom chords to be laterally braced at 9 3.Additional temporary bracing to insure stability during construction ' '921 I P E 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 continuous sheathing suchr as plywood sheathing(TC)ere drywall(BC). �j 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. : 605 2978 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. `*�! TRANSI D: 40 7655 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 cc necessary. fabrication,handling,shipment and installation of components. 7. 4.0 Design assumes adequate drainage is provided. OREGON D, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t n IIIIII IN 111111 11111101111111111 III VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. �Q / 4 G0 ,i,..49.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) MEPRO- EXPIRES:12/31/2015 VIII II I II IIII 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 til&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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10,9" -165/ 174V 0/ OH 1.50" 0.28 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 ( psf) uplift at 24 "oc s acin .' 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 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12.00 17 load duration factor=1.6, Truss designed for wind loads /- , in the plane of the truss only. 0 cr 4 O O N .c O C') c:,/- Lr)/- c O cD ►�� 111.-=-111_114 r M-3x4 1 y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME: POLYGON 4-D NH - J1 Scale: 0.5733 ���E0 PROFess 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 / Truss: J and Warnings before construction commences. building component.Applicability of design parameters and proper vim `i�/Q//�7 Q� " 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q / r 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction • DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by =9 2 +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++ iiilliirt7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / SEQ. : 6052979 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4000111. design loads be applied to any component. and are for"dry condition"of use. ,,,,,044W...- 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 0 CC fabrication,handling,shipment and installation of components. necessary. "y OREGON l,/ 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center v/ ,9 O� I III II II VIII itinI'III III TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q , 2. + 9.Digits indicate size of plate in inches. �Q` MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4' R R 10- EXPIRES:12/31/2015 I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"0C. UON, LOADING BC LATERAL SUPPORT<= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �DQND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.044' @ 2'- 2.3" Allowed = 0.503' 3-11-11 MAX BC PANEL TL DEFL = -0.122' @ 4'- 1.4" Allowed = 0.472" -1 '11 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" -/ MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12,00 V h) 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. -d- ,- •d- c, T40 0 ct cn c c ► 10"="50- 4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2"3"4) 8-00 JOB NAME: POLYGON 4-D NH - J2 Scale: 0.5233 ��_.© PROFen 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 J G I N ' f Truss: J2 i and Warnings before construction commences. building component.Applicability of design parameters and proper �,� �,�)1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I I !� 2.Design assumes the top and bottom chords to be laterally braced at -9 3.Additional temporary bracing to insure stability during construction • 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 j y =92 1 P E continuousxImpact sheathing suchr as plywood sheathing(TC)honor drywalf(BC. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral tobracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f SEQ. : 605 2980 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment, 041111110" design loads be applied to any component and are for"dry condition"of use. ,...#41111!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 0 necessary. Qi fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON b� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center G '\ III II 1111 VIII III I 11111111111111111111 TPUWTCA in BCSI,copiespof which will be furnished upon request. lines coincide with joint center i nes. �O�� ' 2��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) R RILL EXPIRES:12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 154 TC LATERAL SUPPORT<= 12'0C. UON. LOADING BC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -90/ 224H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0° 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE net(-5 i 2 D. : Design checked for spacing.] LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. CONg ( psf)) uplift at 24 "oc s acin .I 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" 5-1 1-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.472" 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V 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=1.6t, Truss designed for wind loads in the plane of the truss only. ci- o a r Co cY 0 1,--- co O,,_ L C, -4 -/ M-3x4 /- 1 J., )- 1-00 •:I r . :: , 8-00 JOB NAME: POLYGON 4-D NH - J3 Scale: 0.4555 ,��RE0 PRQ/ en 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 CG)N E Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper N''' �G�/Q J/jam' �i�_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / ("/ / !� 2.Design assumes the top and bottom chords to be laterally braced at �f 3.Additional temporary bracing to insure stability during construction Ct DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous n c.and at 1 a'o .res such asv ly oodss braced(TC)athrougnd/o their length) z��P E Ipac sheathingngr r as acingoe sheathing(TC)when drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052981 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .61PP- 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 (� fabrication,handling,shipment and installation of components. necessary, OREGON kr 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 �/ �,9 fI I VIII VIII III'IIII II IIII TPIlINTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q 1 4 2 'r 9.Digits indicate size of plate in inches. /� ` �Q` MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �`R R 1 O- EXPIRES: 12/31/2015 I I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 IC LATERAL SUPPORT<= 12'OC. UON. LOADING BC LATERAL SUPPORT<= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 p g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g ( psf) uplift at 24 'oc s acin VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" 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 7 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.6, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads /Al in the plane of the truss only. vvO O NOC7 M/- O • t1')OO"- /- J, y y 1-00 2-00 •;i , , • • , JOB NAME: POLYGON 4-D NH - SJ1 Scale: 0.6710 ��n 0 PRQi- 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 G 1 N ' S'S/ 0.57 : SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper C ' ' ' � r Oji_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. b !� 2.Design assumes the top and bottom chords to be laterally braced at 9 3.Additional temporary bracing to insure stability during construction 7 9 2 /P E 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 continuous sheathing such as plywood shealhing(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. : rAPP.design loads be applied to any component. and are for"dry condition"of use. ,001,411111..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 0 it fabrication,handling,shipment and installation of components. necessary. OREGON 7.Design assumes adequate drainage is provided. 6. �� t� G '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 centerIW \ ImplI11111111111111111111110 TPITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �O F 1 4 20 �� ' 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) iiiIRRIO- EXPIRES:12/31/2015 I IH 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 #1&BTR SPACED 24.0' O.C. 2-3=(-109) 94 TC LATERAL SUPPORT<= 12"0C. UON. LOADING BC LATERAL SUPPORT<= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ''' • '. 'r I. '.' ' r. - " ' ' "' '. r' 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" Fr1 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 V 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 0 0 -0- .0- 0 v0 of- 0 o� 101.=11114►�� - 1 M-3x4 y .1, y y 1-00 2-00 1-11-11 JOB NAME: POLYGON 4-D NH - SJ2 Scale: 0.5872 ,`�,Q` .0 PR Or WARNINGS: GENERAL NOTES,unless otherwise noted: r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual <0 f` G I N E i o Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �i ` �/7+ A_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LA 3.Additional temporary bracing to insure stability during construction Q !921 1 P E 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 continuous sheathingng r suchr as plywood where) 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++ Ai00011",,/r. 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. : 605 2983 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, 416111111P' design loads be applied to any component. and are for"dry conditioni 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 40 CZ fabrication,handling,shipment and installation of components. necessary. '}7 OREGON /, 7.Design assumes adequate drainage is Provided. �c `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 G IIII IDI VIII VIII VIII 11111 Ifl I I IIII TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �O , 2C) h`�- 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41FR R I _\- EXPIRES:12/31/2015 I I 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-167) 174 3-5=(-267) 257 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-262) 122 WEBS: 2x4 KDDF STAND 3-4=(-112) 77 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0" -43/ 479V -121/ 292H 5.50' 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.7" -8B/ 248V 0/ OH 5.50' 0.40 KDDF 625 Connector plate prefix designators: 7'- 11.7" -82/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net( psf) uplift at 24 "as spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T 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" 0 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), 12 load duration factor=1.6 Truss designed for wind loads 12.00 7 in the plane of the truss only. M-1"5x3 Oy; O co O Cn c7 O ./- 1\ In PITAMIIMIEMEIMMIIIIIIMIIII O 1 M-3x4 M-1.5x3 A- ), y y 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,41 JOB NAME: POLYGON 4-D NH - J4 Scale: 0.3692 .tt(_0) PROre- WARNINGS: GENERAL NOTES,unless otherwise noted: c.:,0:\ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J G I N / Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper c, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. CV /811 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ;920`P E r 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. Ale" SEQ. : 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, 1 design loads be applied to any component. and are for"dry condition"of use. /#*r! 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 • CIC fabrication,handling,shipment and installation of components, necessary. OREGON 7.Design assumes adequate drainage is provided. N 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 nod `� III II IIII 111 MIN I 1111 ITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Q 7 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) SER R l 1 ` 1 L1. EXPIRES:12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-139) 171 3-6=(-263) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 122 WEBS: 2x4 KDDF STAND 3-4= -322 123 LOADING 4-5=(-159) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL =25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50' 0.72 KDDF ( 625) Connector plate prefix designators: 7'- 9.7" -63/ 239V 0/ OH 5.50" 0.38 KDDF 625 C,CN,C18,CN1B (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( p ) uplift at 24 "oc spacing.) 9-11-11 AND BOTTOM CHORD LIVE LOADS ACTT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" ,, 5 -, MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047' @ 9'- 11.7" Allowed = 0.263" MAX TO 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. ii Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 7 Truss designed for wind loads in the plane of the truss only. 0 M-3x5 0 v o CD ,- M Aill11111\ O '. •,...16 o M-3x4 M-1.5x3 A- ,I, y y y 1-00 8-D0 1-11-11 (PROVIDE FULL BEARING;Jts:2,6,41 JOB NAME : POLYGON 4-D NH - J5 Scale: 0.3166 ���E0 PRO/ WARNINGS: GENERAL NOTES,unless otherwise noted: r_ r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �J o`0/811r N C�A^ /O2 Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper c 81 Imo+ 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 1--- DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by =9 i/P E continuous sheathing suchr as plywoodsheathing(TC)ere 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. : 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, ` 41i� design loads be applied to any component. and are for"dry condition"gat all / ��� 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 fabrication,handling,shipment and installation of components. necessary. 9 OREGON Co 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 � Q� III II 1111, II II VIII VIII III III I I(III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. / .4 14 2 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) M ^ 1 1,1 EXPIRES: 12/31/2015 I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 30BV -90/ 224H 5.50' 0.49 KDDF ( 625 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1,50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GQND. 2. Design checked for net) psf) uplift a 4 "o. spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f-- -/ MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. 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.6, Truss designed for wind loads in the plane of the truss only. v -1- co o - (0d- co ti aD of- o� ► 4 III ., M-3x4 1-00 2-00 3-11-11 "il It " ii 1 • • JOB NAME: POLYGON 4-D NH - SJ3 Scale: 0.4674 �I c0 PRQp WARNINGS: GENERAL NOTES,unless otherwise noted: �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C-0 !a_,�\yG I N E Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �� `'y J�/t �j�_ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I// 1` F� 2.Design assumes the top and bottom chords to be laterally braced at '� 3.Additional temporary bracing to insure stability during construction • DES. BY. LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by =9 2 P E continuous sheathing such as plywood sheathing(TC)where sown drywall(BC). �j 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. : 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, 1_ design loads be applied to any component. and are for"dry condition"of use. `��! TRANS I D: 40 7655 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 (C necessary. 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 1111 III I 11111111 IIIIIIIIIIIIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 24 P�9.Digits indicate size of plate in inches. �O '�r ,4 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) ili fi R 10- CC rl EXPIRES:12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 95 5-6=(-174) 119 5-2=(-330) 83 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 18.0" 0'- 0.0" -22/ 173V -59/ 125H 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.0" -232/ 452V 0/ OH 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2DHS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CQND. 2. Deign checked for net(-5 psf) uplift at 24 "oc spacing I 9.00 7BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTL4Y. MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133' " MAX LL DEFL = -0.019" @ 3'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.023" @ 3'- 4.0" Allowed = 0.200° MAX TC PANEL LL DEFL = 0.008" @ 0'- 9.8" Allowed = 0.079" MAX TC PANEL TL DEFL = 0.009" @ 0'- 9.8" Allowed = 0.118" MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.5" MAX HORIZ. TL DEFL = -0.000° @ 1'- 4.5' Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.t�i, CD o Truss designed for wind loads ,I in the plane of the truss only. N-. W O' M-3x4 N O CO0 O� � N O �_ vO O IlliNE 5� 6 M-1.5x3 M-3x4 y y y y 1-00 1-10 1-06 JOB NAME: POLYGON 4-D NH - P1 Scale: 0.7493 ,��Q`EO PRQFF`StS WARNINGS: GENERAL NOTES,unless otherwise noted: CCC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �Gj 01 N EA.,.._ /OA_ Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper C V !/ �Ij�`j' v 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer, 2.Design assumes the top and bottom chords to be laterally braced at 9 DES. BY: LA 3.Additional temporary bracing to insure stability during construction =92 1 O P E 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 continuousacsheathing suchr as plywoodrequired shown 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. 00111P SEQ. : 6052987 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 414111.P. TRANS I D: 407655 design loads be applied to any component. and are for"dry condition"of use. `i- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 10 (4- fabrication,handling,shipment and installation of components. necessary. OREGON to 7.Design assumes adequate drainage is provided. tx 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 G '� L� MIME 11110111111111 III VIII VIII IIII I ill III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /O 7 k 4 20 A``' 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 1 Ly EXPIRES:12/31/2015 1111 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 95 5-6=(-174) 119 5-2=(-330) 83 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-268) 115 2-6=(-113) 191 WEBS: 2x4 KDDF STAND 3-4=(-147) 9 6-3=(-418) 369 LOADING TC LATERAL SUPPORT<= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 18.0" 0'- 0.0' -22/ 173V -59/ 125H 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.0' -232/ 452V 0/ OH 5.50' 0.72 KDDF ( 625) Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2?HS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND 2 Design checked for net( p f) uplift at 24 "oc spa na I 9.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTl4Y. 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-1.5x 3 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), iload duration factor=1.� o in Catss .2,d or ind ads r` 0 M-3x4 N 0 r) 0 N 71 o, �` 00 0 1 11111111111111 5� ►6 M-1.5x3 M-3x4 1-00 1-10 1-06 JOB NAME : POLYGON 4-D NH - P2 Scale: 0.7465 .��,�` 0 PRQp(S WARNINGS: GENERAL NOTES,unless otherwise noted: �\C r O P2 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 ,tG I N ,„t,, Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper /I/[%M/, '5) 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2,, C '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 C 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. : 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, 'S 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 ! CC' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OREGON Cx 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�,974 2Q'� �144/ IIHI VIII VII VIIIVII III II 11BTPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint centerlines.9.Digits indicate size of plate in inches. 10. 1 `_ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4�R R l 1-� EXPIRES:12/31/2015 I IIII IIIIIII 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. 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) L ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -24/ 53H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL =25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [GOND. 2: Design checked for net( psf) uplift at 24 "oc spa tng_II REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.004' @ 1'- 2.9" Allowed = 0.147" T 1-11-11 f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL TL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.i, Truss designed for wind loads -/ in the plane of the truss only. '' v NI- c) 0 N cm coO 1fl VO o'`- 1► 3 M-3x4 Je - 4 2-00 01 , : ." h . JOB NAME: POLYGON 4-D NH - SJ4 Scale: 0.6486 ���EO PROFFss 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 / Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper c- `,�/Q ) Di?_ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q I _!/ 2.Design assumes the top and bottom chords to be laterally braced at17 3.Additional temporary bracing to insure stability during construction • DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by =9 2//P E continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 he overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ le, 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. : 605 2989 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, 4601110P design loads be applied to any component. and are for"dry condition"of use. „.001(411!- 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 0 4:4' fabrication,handling,shipment and installation of components. necessary. -9 OREGON 44/ 7.Design assumes adequate drainage is provided. IX 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 � .41` TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /Q I 7 4, 12-°N ,p.49.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/ R R 11 111111110 VII III EXPIRES:12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50' 0.21 KDDF 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( psf) uplift at 24 "oc spacing I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0,003" @ 1'- 0,1" Allowed = 0.072" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /- -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting t' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v v v O 0 ✓ sl- 0,c/- a o'er 1 0EMBN 31110-=-911 M-3x4 y y y 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME: POLYGON 4-D NH - SJ5 Scale: 0.5945 .��,�'�D pRQp,-. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'Gj ! I N /O Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper V A_ 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 9c-- DESDES. . BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and eta'o.c.respectively unless braced throughout their length by =9�•P E continuous sheathingng r suchr as plcingoequead where 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 alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052990 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '� design loads be applied to any component. and are for"dry condition"of use. /era/I!, TRAN S I D: 407 655 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 necessary. ` ,_OREGON fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. • e.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 • IIIIIII VIII Ill I III III I III I IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4:-./.):42:,/}, O �Y ,4 22 "4r 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 414-R n 1 EXPIRES: 12/31/2015