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Plans (106) /61 ,ko/ . tii SI 72 6tv /Pi II' Art- MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-406_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46018146 thru R46018177 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. R Ores co NAV 6> Ir =tom __ $7022P- __ vlat .i N y1C‘Aj, OREGON cf., <U~ 'IP BER 11 �O �s A. HEAP - • :., i i 7 - December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON , R46018146 P1,15406 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 1321:58 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-JctONiKGg8PBns4b?maM_7SY2Fb4tsdmRHHdvlyDlE7 3x6 h 1-3-4 3xx II 1-6-0 I 3x6 ll 1 6 2 7 3 Scale=1:13.1 0 N 5 4 6x6= 6x6= I 3-3-4 I 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 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) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-278/0,3-4=511/0 BOT CHORD 4-5=0/590 WEBS 24=868/0,2-5=-947/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)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=-50 ConcentratedVert:6=-1007(F)7=1007(F) ��G�NG N�o PR �.o 2 ct 87022PE 9f CV yGAJ, OREGO (19 <U~ tOEMBER 1\ O S A. i-lec EXPIRES:06/30/2017 December 1,2015 s I mi a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss.system..Before.use,the building:designer must verify the applicability of design parameters and properly incorporate this design into the overall --, - -- building design.Bracing indicated is to prevent bucklingofindividual truss web and/or chord members only.Additional temporary and permanent bracing-- u - '. 'Tek+_ - - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SRi Quarrly Criteria.DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018147 PL15-406_UPPER F02 FLOOR GIRDER 1 2 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:59 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-npQna2LuRSX200f0ZU5bXK?eHfmOcEwvgxlARCyDIE6 1 1-2-0 1 1-0-0 I Scale=126.3 2x4 II 5x10= 1.5x4 II 3x4= 1.5x4 II 3x4= 1.5x4 II 5x10 = 3x4 II 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 1:1_7/ [1/1 N[1/1 IN[I, E-12_ 0 a N e _ I o I o e o 13 12 11 4x8 MT20HS= 6x10= 3x8 = 6x10= 4x8 MT2OHS= I 14-10-8 14-10-8 I LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-1219/0,2-15=9563/0,3-15=9563/0,3-16=9563/0,16-17=9563/0,17-18=9563/0,4-18=-9563/0, 4-19=13782/0,19-20=13782/0,5-20=13782/0,5-21=13782/0,21-22=13782/0,6-22=13782/0,6-23=-10085/0, 7-23=10085/0,7-24=10085/0,24-25=10085/0,8-25=10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=7656/0,8-11=0/5720,7-11=1402/0,6-11=3696/0,6-12=0/1281,5-12=1875/0,4-12=0/1556,4-13=-4123/0, 3-13=1888/0,2-13=0/6849,2-14=-7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9 Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 4)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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down "<C-?%- P R OFFSS at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 Co �NGINEE /O lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 8-0-8,114 lb down at 9-1-8, �? 2 1027 lb down at 9-7-11,114 Ib down at 10-8-11,1027 Ib down at 11-2-14,114 lb down at 12-3-14,1027 lb down at 12-10-1,and 114 �� 870 2PE 9r- lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility / of others. LOAD CASE(S) Standard fP (V 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 2' CN OREGON 4(/v Uniform Loads(Of) 9 T n,, Q Vert:10-14=-5,1-9=50 �k' �'trBER 1'‘ Concentrated Loads(Ib) (i Q" Vert:9=1027(F)8=1027(F)7=114(6)6=114(8)5=114(B)3=1033(F)2=1147(F=1033,8=114)15=114(6)16=-637(F) `S A. Heck''‘'' 17=114(B)18=1007(F)19=114(8)20=1007(F)21=-637(F)22=-1027(F)23=1027(F)24=-1027(F)25=114(8)26=114(B) EXPIRES:06/30/2017 December 1,2015 e I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1•. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -. - - - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is affrays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InformatIon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018148 PL15406_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Tue Dec 01 13:21:59 2015 Page 1 I D:L2O9JJu6omR C BuYOhH V69uyF H bu-npQna2LuR SX2ODfoZU5bXK?o5fx3cMPvgx 1 ARCyD IE6 I 1-6-4 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 o g CV J V 4 3 1.5x3 II 3x4= I 1-9.4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "`" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 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) 4=45/Mechanical,3=45/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 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. ���ED PR6FF 74NE4\ 87022PE t' W% OREGO6 ) O� 1' ��BER \� vr OS A. HECk EXPIRES:06/30/2017 December 1,2015 fI _r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with Mirek©connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system..Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall -. '��� . bolding:design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D58-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 846018149 PL15-406_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:00 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-F?9oOMWCIfVOAE_7Bcg3YYxv2AYLhm2vbmjzeyDlE5 1-1_0_1-8 1 2-0-0 1 Scale=1:37.9 3x4= 5x6= 1.5x3 II 4x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 4x5= 3x4 II 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 N N . im, b b V\ / \ / \\2/ \\ /0/ Ns / t� _ 21 20 19 18 17 16 15 14 3x4 II 5x5 = 4x6= 3x6 FP= 3x5= 3x5= 4x6= 3x6= 1.5x3 SP= I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— f1:Edae,0-1-81,121:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 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) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-970/0,1-2=615/0,2-3=615/0,3-4=2111/0,4-5=2111/0,5-6=-2806/0, 6-22=-2806/0,7-22=-2806/0,7-23=2693/0,8-23=-2693/0,8-9=-2693/0,9-10=1772/0, 10-11=1772/0,11-12=1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=-1341/0,12-15=0/1035,9-15=-747/0,9-16=0/498,5-17=0/346,5-19=593/0, 3-19=0/885,3-20=-1137/0,1-20=0/1121 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 wale at their utepends-or rnctrainod by othor means 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 lb down at 12-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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) Uniform Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��..., P R OFFss Vert:1421=8,1-13=80 _Gj �GNGINEF9 /� Concentrated Loads(Ib) ��? 2-9 Vert:22=5(B)23=5(B) 87022 P E r" / yN ,N '0), OREGON cid QLti 9O, AMBER -1 rs A. HER'P EXPIRES:06/30/2017 December 1,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2010 BEFORE USE. 11., Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporatethis design into the overall 'I -- building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary.and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quarrly Crrlerla,DSB-B9 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018150 PL15-406_UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:00 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-F?_9oOMWCIfvOAE_7Bcg3YY_92HILp82vbmjzeyDlE5 0-k8 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 8 5 aa 0 o a a o a m e o 0 5 e 42 d d A a i d e a e „ e c i -• - e i 5 e - e i41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 i 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 I 18-8-0 I 20-0-0 1 21-4-0 1 22-8-0 33-5-12i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 9-12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc" YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 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. OTHERS 2x4 DF Stud/Std(tlat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-5-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. On ��Co \AG N E `/,, - ' 8 • 2 P E 1�f CV y NEAT OREGO ti O<U� 9O FMQER \\ OS A. HECk \'‘P EXPIRES:06/30/2017 December 1,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 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,not Y a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall- . -building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DS6-89 and BCS'Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018151 PL15-406_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:01 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbujBYX?jM8z3nmeKpAgv73d49tScY4FOC7FWHV4yDIE4 VI 1 2 3 4 Scale=1:13.0 z 10 9 2 _ _ J J - 9 8 7 6 5 I 1-4-o 2-8-0 I 3-8-8 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina- YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. _.... ._ fi)CAI ITWIN,rift nnf erer4 tntss hat-km/anis.-.... .. '<�_„) PR°Fen ��c;::' �NGINEFR �'/O2yt' 87022PE N 7 "0�, OREGO q�O1H 'AC FM$ER '1 On A. HER�P EXPIRES:06/30/2017 December 1,2015 4 I Nuilm A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,notes a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indNiduatinrss web and/or chord members.only:Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 848018152 PL15-406_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber 8,Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:02 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-BO6vD3NnkNvdFTONEcel9zdJpsyjpidLMvFg2WyDIE3 0-I,(8 Scale v 1:39.8 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 e > > S - a _ C • c 2 o a a g o 2 o c a 42 N N a it 3 1 ., 0 s 4 - 4 7 i 9` i 4 e 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-4-0 2.8-0 4-0-0 5-4-0 6-8-0 8-0.0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 17-4-0 18-8-0 20-0-0 21-4-0 22-8-0 24-3-0 i 1-4-0 i 1-4-0 1-4-0 i 1-4-0 i 1-4-0 I 1-4-0 1-4-0 i 1-4-0 ( 1-4-0 i 1-4-0 i 1-4-0 1-4-0 1 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 24-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. <cY1/4 a P R OFFss <c., �NGINEFR ic. &* -7 87022PE c" u' ,n` ti �4>, OREG•N cy�0<U 9b �/118ER \u � s A. HE?' EXPIRES:06/30/2017 December 1,2015 4 1 ®WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/201$BEFORE USE. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord msmbers-only Additional temporary and permanent bracing Mirek° is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T9l1 QuaBly Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018153 PL15-406_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:02 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-BO6vD3NnkNvdFTONEcel9zdl(bsynpigLMvFg2WyDIE3 o8 Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 -,- o o eJ o o O o e Lo Lo o e 30 .a. A o N A N 29 B O 9 O e OA - PVXXXXXXX�CJVCX�UCXXXXXXXXXJC>UCX>UCy XXXXXXXAXX a X\XXXXXXXX XXX, 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-6-0 I 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012/1PI2007 (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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 17-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards, (o��° PR°Fess c; �AGINE .- /, 444 ct 870 2PE �f tl) yfi'o)., OREG N rim 4H 960F44QER 'N1 �O S A. HE?, EXPIRES:06/30/2017 December 1,2015 4 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/L7473 rev.10/03/2015 BEFORE USE. '" ill _ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the:applicability of.desgn parameters and properly incorporate the design into the overall building design. Bracing indicated S to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 QuaBly Criteria.058-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018154 PL15-406_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J0111 2014 MiTek Industries,Inc.Tue Dec 01 13:22:03 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-fagHQPOPVglUtdzZoK9XhAAVQGI1Y9uVbZ?OazyDIE2 Scale=1:18.4 1 2 3 4 5 6 7 8 9 ., e- e{ - 4 4 _ c-a 20 _ J 0 d d N 19 ti 18 17 16 15 14 13 12 11 10 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 I9-9-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)CAUTION,Do not erect truss backwards. N< <0 G NEF,q s/o 2 87022PE 9� -7 SAT OREGO cp 43/ �c cc,�eER 11 �Q ps A. HE;�P EXPIRES:06/30/2017 December 1,2015 41.. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 141 �. Design void for use only with Meek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly.incorporate This design into the overall budding design.Bracing indicated is to prevent bucking of individuatiruss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-B9 and ICSI Budding Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018155 PL15-406_UPPER F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:03 2015 Page 1 I13:L209JJu6omRCBuYOhHV69uyFHbu-fagHQPOPVgl UtdzZoK9XhAATHGEGY2_VbZ?OazyDIE2 0-1-8 H I 1-6-0 II 2-6-0 I Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 15 4 N 14 •549 o a a V' Nt 7 'IN -71°11'-1111411111N- - 2 • 12 11 10 9 1.5x3 II 4x5= 3x5 = 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y)- I1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 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) 13=748/0-5-4,9=748/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-749/0,14-15=-749/0,1-15=749/0,1-2=611/0,2-3=611/0,3-4=1651/0,4-5=-1651/0,5-6=1457/0, 6-7=1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=1100/0,7-10=0/706,5-10=-296/0,3-11=0/466,3-12=-822/0,1-12=0/933 NOTES- 1)Refer to girder(s)for truss to truss connections. 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. 3)CAUTION Ilo_IIDterecttruss backwarrta �0Q,ED P R OFFss�� 04GINEF9 > � 87022P- �r" I cv 41),OR GON ti�Q<C/� o' OBER F OS A. HE0 EXPIRES:06/30/2017 December 1,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,.the building designer must verify the applicability ofdesign parameters and properly incorporate this design into the overall ��■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ., - - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPil Quarrly Criteria,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018156 PL15-406_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-7mEgdlP1 G_ALVnYIM1 hmEOicsg WiHRyepDkx6PyDIE1 p-10-8 I 2-6-0 I 0-'e Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 AN a • 9 9Z NiN 7 ANN 7 e- _8.N\ 7 N.N.a a a 21 d N \ N I c „rte a ., 20 Ifirsli 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4= I 24-3-0 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BOLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/1-PI2007 (Matrix) Weight:121 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) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=1712/0,4-5=3137/0,5-6=-0137/0,6-7=-3331/0,7-8=3331/0,8-9=2298/0,9-10=2298/0, 10-11=2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=-294/0,4-16=0/710,4-18=1056/0,2-18=0/1474, 2-19=1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4)CAUTION,Do not erect truss backwards. 'ti0c.° PROp � 0.0 � �NG�NEF9 /0 2y 87022PE r" N r ' • 1\'‘�A2, OREG•N ( Q(/ 1)0O4/8ER1� S A. HO; EXPIRES:06/30/2017 December 1,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Pill Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designermust verify theapplicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord-members only.Additional temporary and permanent bracing Malek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quatily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane te Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citruu 1s H Cae eiohis.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-406_UPPER F14 Floor 5 1 846018157 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-zo2r5Pf111C6x6yvkC?mbFnV3slOuLn2tUUeryDIEo 0-1-8 H I 1-1-12 1 2-6-0 1 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5-=- 1 1 2 3 4 5 6 7 8 9 10 11 12 ii% E le o DC '2 2 a �� ss/ \ / NN, 7 NN 7 N N 1,.."07 NN-. 2 2 m e 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Inc( YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 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) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1842/0,34=1842/0,4-5=-3235/0,5-6=3235/0,6-7=-0396/0,7-8=-3396/0,8-9=-2330/0,9-10=2330/0, 10-11=2330/0 BOT CHORD 18-19=0/667,17-18=0/2678,16-17=0/2678,15-16=0/3456,14-15=0/3005,13-14=0/1324 WEBS 11-13=1640/0,11-14=0/1247,8-14=-836/0,8-15=0/485,6-16=-274/0,4-16=0/690,4-18=1036/0,2-18=0/1456, 2-19=-1232/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4)CAUTION,Do not erect truss backwards. R ���ED P °FFss Ca NGINEFR /e 2 87022PE v1 yN „ '(‘A),, OREG N rE 4)1 �S A. He'i, EXPIRES:06/30/2017 December 1,2015 t t WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/032 E. 015 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,not � a truss system..Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -. building design.-Bracing indicated.is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ..,.. ,- MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quail,Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018158 PL15-406_UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 I D:L209JJu6omR CBuYOhHV69uyFHbuczo2r5Pf111C6x6yvkC?mbFp?3za03Fn2tU U eryD I EO 0-10-8 2-6-0 1.5xi III 1.�ux3 VI 1 2 3x4= 3 Scale=1:13.0 111 MI II • ,, 7 No 1.5x3 = d tAalliiiiiiii6I� 1.5x3 = \ ,RIM 6 51111 Mill 014 s =, 3x4= 3x4= °r1 V-9-0 I 0 t 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 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) 4=154/0-5-4,5=154/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 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. 3)CAUTION,Do not erect truss backwards. <�RE) PROF eon k; �NNE G' �'9 Xa* 8 • 2PE r 5. ,N N -? �A>, OREGO eP AO 9On 41SER \\ �O On A. IA EXPIRES:06/30/2017 December 1,2015 1 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and a for an individual building component.not -111111 _ a truss system.Before use.the butding designer-must verify the applicability ofdesign parameters and properly incorporate this design into the overall -� _ _ building design.Bracing indicated is to prevent buckling of individuattruss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualny Criteria,DSS-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018159 PL15-406_UPPER F16 FLOOR 2 1 Job Reference(optionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi rek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-czo2r5Pfl IIC6x6yvkC?mbFnh3s40u5n2tUUeryDIEO p-8-41 2-6-0 1 Scale=1:41.8 4x6= 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 A, 9 E e 71C e a.NN 7 NN V NN, 7 *N. 7 NNa_ v 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X,Y)— f19:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:119 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) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1621/0,3-4=1621/0,4-5=3070/0,5-6=-3070/0,6-7=-3286/0,7-8=3286/0,8-9=2275/0,9-10=2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=-1606/0,11-14=0/1213,8-14=-802/0,8-15=0/450,6-16=-308/0,4-16=0/724,4-18=1071/0,2-18=0/1487, 2-19=1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 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 auterands-or-restrainedby-other meant <<-Q,EO RRQp �� SNC,I NEER �a2 870 2PE /C N „Ay �Aj, OREGON rye <cii �O `MsER 1,� ,, �S A. HE?' EXPIRES:06/30/2017 December 1,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitck®connectors.This design is based only upon parameters shown,and is for an individual building component,not a.truss system.Before use,the building designer must verify the applicability of design parameters and.properly incorporate this design into the overall _ , ..building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018160 PL15-406_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Tue Dec 01 13:22:06 2015 Page 1 ID:L209JJu6omRCBuYOhH V69uyFHbu-49MQ2RQHobQ3k5h8TSjEJpovzTFT1SMxHXD2BIyDIE? 0-�1--88p��� t1 N2 I 2-5-8 2-6-0 Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 r a_ti e Ie e 15 x 0 -,_ 7 NIIII14r - V 7 d N N 14 e • O 13 '"*. 11 10 i 1.5x3 I I 3x5= 3x5= 3x4= 3x6= 0-7-4 s12 I 16-0-12 5-1215-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 034 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:84 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 puffins, 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) 9=666/0-2-12,12=1125/0-3-8 Max Grav 9=674(LC 4),12=1125(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=1249/0,4-5=-1249/0,5-6=-1256/0,6-7=1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=-431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=-955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)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 �1Cp P R QF� � Uniform Loads(plf) Vert:9-13=-8,1-8=-80 ��� INE,... t5 sz Concentrated Loads(Ib) Vert:1=-400(F) 4Z- 87022PE n/ Ir. % OREGO if)O�� 'AO �M$ER \' 'e OSA. HO; EXPIRES:06/30/2017 December 1,2015 I ..r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a-tuss,system.Bet ore use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - buiiding de ign`-Bracing indicated is to prevent:.bucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing . Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/MPI1 QuaiHy Criteria,DSB-89 and!SCSI Building Component Safety Informalion available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-406_UPPER F18 Floor 8 1 R46018161 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:06 2015 Page 1 I D:L2O9JJueomR C BuYOhH V69uyFH bu-49M Q2RQHobQ3k5h8TSjEJpo_DTIOISXxHXD2 BIyD IE? 1-7-0 1 1 2-3-0 I °i 8 Scale—=1:19.4 1.5x3 II 1.5x3 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 e e e NiNNNN 4 12 c 23, N d N 0 "I o o 11 1f' 9 8 . 3x5= 3x5= 1.5x3 II 3x4 = I 11-2-8 I 11-2-8 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/PI2007 (Matrix) Weight:60 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) 10=482/0-2-12,7=482/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=480/0,1-2=391/0,2-3=-391/0,3-4=713/0,45=713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=-625/0,5-8=0/292,3-9=357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. 3)CAUTION,Do not erect truss backwards. <ti�'-° PPQj C��co �NGINS - >O �, 2 8 • 2P /9� y A.\ . OREGO ti OWtoN OSA. HO; EXPIRES:06/30/2017 December 1,2015 1 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. M Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated a to prevent bucking of individual truss web and/or chord members only.Additional temporary and per manentbracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Ory Ply POLYGON R46018162 PL15-406_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:07 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-YLvoGnRvYvYwMFGK19ETs0K8ntYfUpJ4WBzbjkyDlE_ 021.-1,-8 H I 1-7-8 I I 2-6-0 I 0-K8 Scale=1:38.2 4x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 VNe: 7 ., 22 7 \NN` 7 N ca w - 21 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5= 3x8 = 3x4= 22-7-8 I I 22-7-8 Plate Offsets(X,Y)-- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deli Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 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) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-978/0,19-20>978/0,1-20=-978/0,1-2=-867/0,2-3=-867/0,3-4=2507/0,4-5=-2507/0,5-6=-2911/0, 6-7=2911/0,7-8=-2088/0,8-9=2088/0,9-10=2088/0 BOT CHORD 16-17=0/1830,15-16=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=1490/0,10-13=0/1097,7-13=686/0,7-14=0/334,5-15=425/0,3-15=0/840,3-17=-1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. �� 87022P�Ny ! < i CV yC.‘Aj, OR GON tit, <U •P on 'O �S A. HER ' EXPIRES:06/30/2017 December 1,2015 I I EFORE USE. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT mK REFERANCE PAGE M1F7(73 rev.10/03/2015 B a* Design valid for use only with MTek®connectors.This design is based only upon parametersshown,and is for an individual building component,not -..a.truss system..Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and.permanent bracing • - 'Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS11-89 and SCSI Building Component Safety Informa8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018163 PL15-406_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Tue Dec 01 13:22:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-OYTAT7SXJDgnzOrWbtiOEtKZHwJDJGEkrt9EAyDIDz P-9-4 I 2-6-0 I 01-8 Scale=1:41.8 3x5= 1.5x3 II 3x6 = 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 •1- ° A 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 I 24-6-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,1.12:0-2-0,Edgel,120:0-1-8,0-1-81,121:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 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) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=1142/0,2-3=-1064/0,3-4=-1064/0,4-5=1969/0,5-6=1969/0,6-7=2102/0, 7-8=2102/0,8-9=-1468/0,9-10=1468/0,10-11=1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=1044/0,11-14=0/758,8-14=503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=729/0 NOTES- 1)Refer to girder(s)for truss to truss connections, 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. 3)CAUTION,Do not erect truss backwards. 4)Hanger(g)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��R(,O P R Opt- Uniform Loads(plf) Vert:12=-112,1-12=50 �� NGIN�F Z0 Concentrated Loads(Ib) '' 'Q Vert:12=1129(8) 87022PE �� / U' y �-j, OREGON tib 4H �O F ' ER '\1 \O �S A. HE¢NP EXPIRES:06/30/2017 December 1,2015 f T 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design pareaseters andproperly incorporate this design info the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord nxemberronly.Additional temporary and pemlanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quaff!),Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018164 PL15-406_UPPER F23 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Dec 01 13:22:08 2015 Page I ID:L209JJueomRCBuY0hHV69uyFHbu-0YTAT7SXJDgnzOrWbtliOEtMxFPADQ8Ekri9EAyDIDz Scale=1:17.5 1 2 3 4 5 6 7 8 9 o o o of a o la o e o d d N N 0 0 0 01 o o F o 0 ••• ♦ ♦♦ ♦♦ ♦♦ •••••• ♦♦ ♦♦ ••• ♦♦ ♦♦ ♦♦ ♦♦ ••• ♦♦ ♦ ♦♦ ♦ ♦♦ 18 17 16 15 14 13 12 11 10 I 10-7-8 I 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 10-7-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. C\N..sv PROreo ��' .,... iti s/o* 8 • 2PE r CV \y'%(). OREGO r o44" �ME3ER -\1pA- 1-1 E04P EXPIRES:06/30/2017 December 1,2015 I 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI67473 rev.10/01/2015 BEFORE USE. 1f Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss.system.Before use,the building designer must verify the applicability of design parameters and propertyincorporate this design into the.overall -building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' • MiTekn is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quo*criteria,DSB-89 and BCSI Building Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15406_UPPER F25 Floor 6 1 R46018165 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:09 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-Uk1ZhTTA4WodbYQj8aGxxRQUMhEHykJNzVSimcyDIDy 11-5-0 I I 2-6-0 I Scale=1:38.7 1.5x3 II 4x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 56 7 8 9 10 11 a o e o m e . 0 dV N V d o 4 r e_ 1 re 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 22-2-0 Plate Offsets(X,Y)— Fl:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 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) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=971/0,1-2=766/0,2-3=-766/0,3-4=-2432/0,4-5=-2432/0,5-6=2861/0,6-7=-2861/0,7-8=-2063/0, 8-9=-2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,15-16=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=-1475/0,10-13=0/1081,7-13=-670/0,7-14=0/319,5-15=-440/0,3-15=0/855,3-17=-1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 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. ��vo PR Ops e\5 0NGINEF� �� �, 2 87022PE 9� N tiy � cv ...0 OREG•N c> 4 � ti9�M8ER '\1NCOS A. HECANP EXPIRES:06/30/2017 December 1,2015 I I mi WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,001.89 and eC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018166 PL15-406_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:09 2015 Page 1 ID:L209JJu6omRCBuYOhHV69u),FHbu-Uk1 ZhTTA4WodbYQjBaGIorRQVvhKayt3NzVSimcyDlDy 1.5x1 II 21-4 I 2-6-0 II 1 2 3x4= 3 Scale=1:12.9 L G N 5 4 3x4= 3x4= r1 l 4-10-4 1 4-8-12 LOADING(psi) SPACING- 1-7-3 CSI DEFL. in (loc) I/ddfl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-10-4 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) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 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. c:;..C-a IAGNEB'ss/0 2 87022P- 9r" r i V A 7 '0), ORGONti� � O 16,-, 1118 6,-, 11 8 ER \\ .� SA He�� EXPIRES:06/30/2017 December 1,2015 I ingle ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ii lM Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the bulding designer must verify the applicabi dy of design parameters and properly incorporate this design intothe overall . building design.Bracing indicated is to prevent buckling of individual truss web and/or chordmernbers only:Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,defvery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria.D58-89 and SCSI Building Component Suite 109 lately Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018167 PL15-406_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-ywbxuoTorgwUDi?vilnATfyeA4Zgh9fXC9BFJ3yDIDx 1-3.4 I 2-6-0 I Scale=1:42.8 1.5x3 II 4x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4=3x6 FP=1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 N \' I''''''''''''''''''''''...°.'.-"N- / / NN 7 NN \ N. N n, 0 O 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 5x6= 3x4= 1.5x3 SP= I 24-6-4 24-6 4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 121 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) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1902/0,3-4=1902/0,4-5=-3280/0,5-6=-3280/0,6-7=-3426/0,7-8=3426/0,8-9=2345/0,9-10=2345/0, 10-11=2345/0 BOT CHORD 18-19=0/735,17-18=0/2731,16-17=0/2731,15-16=0/3494,14-15=0/3027,13-14=0/1331 WEBS 11-13=1650/0,11-14=0/1256,8-14=846/0,8-15=0/494,6-16=-265/0,4-16=0/680,4-18=1027/0,2-18=0/1447, 2-19=1268/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 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. <<�ED PRQFFOn C NGINE-FR /a c�, `r' 870 2PE /9f N yc‘'oj, OREGON ti ,UU ,AOn�M8ER 1,\ �p S A. HERNP EXPIRES:06/30/2017 December 1,2015 ' 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1' Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing k°Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .'i�'rr w fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,051.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 846018168 PL15-406_UPPER F40 FLOOR SUPPORTED GABL 14 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-ywbxuoTorgwUDOvi InATfyiz4hihK7XC9BFJ3yDIDx I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 4 L ❖• .❖.❖..•. 4 � �.4" 1.5x3 II 3x4= 1-3-8 03 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell LA PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 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) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. .\c( ' P R OFFss ,�� NGINEF'1 X0* 87022PE t / NN 7 �A>, OREG•N ryl'O<Ii 9�, 'MBER �1 �' OS A. HEC)% EXPIRES:06/30/2017 December 1,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall ��� ,. building design. Bracing indicated B to prevent buckling of individual truss;web and/orohord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPI1 QuaAly Criteria,851-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15406_UPPER F41 FLOOR SUPPORTED GABL 3 1 R46018169 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 I D:L209JJu6om RCBuYOhH V69uyFHbu-ywbxuoTorgwUDi?vilnATfyi24hjhK7XC9BFJ3yD IDx 0-11-4 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 or 1.5x3 II 3x4= 1-2-4 0-0-3 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 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) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. `� ° P R°FAs(('''....:1t. � GINE19 �y2 87022v u-5:6416 ,:.i y j, OREG cv �0 $'�BER �` \Q OSA- HEO' s EXPIRES:06/30/2017 December 1,2015 4 1 ffWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/I-7477 rev.10/03/2015 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,not » a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IIIIIII building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI kC' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the ■vn fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quatly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018170 PL15-406_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:I.209JJu6om R C BuY0hFiV69uy FHbu-ywbxuoTorgwU Divi InATfyi S4hfh K7XC9BFJ3yD IDx I 1-6-4 1.15x3 II 1 3x4= 2 Scale=1:13.2 L �••♦♦♦♦♦•♦•♦♦♦•.♦.•♦•.4..♦ 1.5x3.0II 3x4= 0-8-4 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 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) 4=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. �� � ��G(NEFR /029 cc- 087022PE r \ % OHEGO4 )Q�ti 9�, FM8ER :1 4 ps A- HE?' EXPIRES:06/30/2017 December 1,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTekI connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify:theapplicability.of design parameters and properly incorporate this design info the overall M- building design.Bracing indicated is to prevent:buckiingorindividual truss web and/or chOrd hrejfiibers only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Qualify Criteria,DS8-89 and SCSI Building Component Suite 109 Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON • PL15406_UPPER F43 FLOOR SUPPORTED GABL 3 1 R46018171 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:11 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G?JPOsVt U1zQnNgQpxprVyDlDw 1.5x3 II 1 4x4= 2 Scale=1:13.3 L • 0 0 N 1 4 3 1.5x3 II 4x4 = 0-11-0 I 0�2 0-11-0 Plate Offsets(XY)— Ft:Edge,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 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) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)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. <�,,cO PROpe c, ti670 NGINE %2 `c 87022PE r- g. (K‘ ttL -7 �Aj, OREG•Nti� �U OS A- HecA EXPIRES:06/30/2017 December 1,2015 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall -- building;design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing,. --MITek- is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBfy Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018172 PL15406UPPER F44 FLOOR SUPPORTED GABL 3 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tee Dec 01 1322:11 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G9JPOsVttUIyQnNgQpxprVyDlDw I 0-10-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 4N ♦....•♦ 1.5x3 II 3x4= 1-1-0 t)�2 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 *"' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) weight:101b FT=0%F 0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORDSWctural wood sheathing directly applied or 1-1-0 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) 4=26/1-1-2,3=26/1-1-2,3=26/1-1-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. `���� PROFFrSs �� �NGINE R /O�9 87022PE SNAOREG N �v�'y Q OS A. HEFa, EXPIRES:06/30/2017 December 1,2015 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with MiTeld&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butdingdesiigner must verify theapplicabililyof design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual miss-.web and/or chord members only.Additional temporary and permanent bracing '-��-"' - is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quality Criteria.001-89 and SCSI Bonding Component 7777Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018173 PL15-406_UPPER F45 FLOOR SUPPORTED GABL 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:11 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-Q69J58UQc82Lgsa5GUPOSVtWU1 wQnNgQpxprVyDlDw I 1-3-0 I 1.5x3 II 1 3x4 = 2 Scale=1:13.2 0 0 0 N N r vc 1.5x3 II 3x4= 014 1.6-0 I 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:121b FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 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) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. <<1?\ PROFFss c �NGIN4- /O 87022PE 9f RI ycAj OREGO ( ,..„,,,Cif 9 �Oti On 1IBER Al S A. HER�P EXPIRES:06/30/2017 December 1,2015 I a ram WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Web:connectors.This design is based only upon parameters shown,and is for an individual building component,not a-truss system.Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . .. _ :building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing L.. _. Welk' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QualIfy Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018174 PL15406_UPPER F47 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:12 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-uJjhJU V2NRACS091gigeY422ouND9EdpfTgMNxyDIDv 7x10 I I 1 2 Scale=1:13.3 4 3 7x10 II 04pp 0-7-4 I -4 0-74 Plate Offsets(X,Y)— 11:Edge,0-1-81.14:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 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) 4=26/0-7-8,3=26/0-7-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)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. <<-\\ D PROs ,7,� ANO'NESR /0* 87022PE r N y (0. v... Nt '<I>, OREG•N ti) 44/4/ Os A.HER �P EXPIRES:06/30/2017 December 1,2015 7I imamY ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M147473 rev.10Po3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bolding coponent,not a truss system.Before:use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design,Bracing indicated is:to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing.. MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SRi Quafly Criteria,051-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F50 FLOOR GIRDER 4 1 848018175 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 1322:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-uJjhJUV2NRACS091gigeY42?NuLh97ApfTgMNxyDIDv 0-1-8 H OF�4 1 1-4-12 ii 2-6-0 I Scale=1:31.0 3x4 II 3x5= 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 1 2 3 4 5 6 7 8 17 9 e ® ° o ® m d 0 N a O ji e 7 V N1111116.-, 15 13 12 11 10 4x6=3x4 II 4x5= 3x5= 3x5= 3x6= 355= 1-1-4 0-11-12 10-11-12 11 18-3-0-1 I 0-1-8 Plate Offsets(X,Y)— 11:Edge,0-1-81,115:0-1-8,0-1-81,116:0-1-8,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.09 10-11 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.48 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 103 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 6-0-0 oc bracing, Except: 10-0-0 oc bracing:11-12. REACTIONS. (Ib/size) 10=714/Mechanical,14=1498/0-5-8 Max Hor7 10=1130(LC 4),14=1130(LC 4) Max Gray 10=718(LC 4),14=1498(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 15-16=661/0,1-16=644/0,2-3=520/114,34=520/114,4-5=1599/0,5-6=-1599/0, 6-7=-1442/0,7.8=1442/0 BOT CHORD 14-15=304/0,13-14=1308/0,11-12=0/546 WEBS 2-14=1449/0,2-15=0/710,8-10=1098/0,8-11=0/680,6-11=276/0,4-12=0/529, 4-13=-894/0,2-13=0/940 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to gtrder(s)for truss to truss connections. 3)Non Standard bearing condition. Review required. 4)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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)640 lb down at 0-3-0 on top chord. �� p PR s The design/selection of such connection device(s)is the responsibility of others. �fG �Fe 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,, , ��GI N EF-, c/Q LOAD CASE(S) Standard �9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 87022P t Uniform Loads(plf) Vert:10.15=-8,1-9=-80 Concentrated Loads(Ib) N r... ,,A../Vert:1=-640(F) fico,, OREG•N eo <v 9O Fw8ER �1 �O OSA. HEc't EXPIRES:06/30/2017 December 1,2015 imil, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M147473 rev,10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not aaruss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall �B s _ -building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only."Additionattemporary and permanent bracing- MiTe'k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality GBeria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018176 PLI5-406_UPPER F51 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:13 2015 Page 1 ID:I209JJu6omRCBuYOhH V69uyFHbu-NVH3WgWg81134AkUNQLt5Ha911e9ueCzu7QywOyDlDu 0-1-8 H I°'&121 1 1-6-4 I I 2-6-0 I Scale:3/8"=1' 1.5x3 = 4x4= 1.5x3 = 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 o : zoj, 44N44444%e _ _ ve.,04No...17. g d 3E 16 0 ! ►, •o 15 114M1113 12 11 10 1.5x3 II 4x6= 4x5= 3x5= 3x5= 3x4= 1-1-4 18-3-0 I 0-11-1 1-122 II 17-1-12 0.1 0-1-8 Plate Offsets(X,Y)— 11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (Ioc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.07 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.11 11-12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 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 6-0-0 oc bracing. REACTIONS. (lb/size) 14=1262/0-5-8,10=726/Mechanical Max Gray 14=1262(LC 1),10=744(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-584/30,3-4=-584/30,4-5=1634/0,5-6=-1634/0,6-7=1448/0,7-8=-1448/0 BOT CHORD 12-13=0/1253,11-12=0/1683,10-11=0/883 WEBS 2-14=830/0,1-14=_487/0,8-10=1094/0,8-11=0/701,6-11=291/0,4-12=0/503, 4-13=-861/0,2-13=0/967 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. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��) P R OF�s LOAD CASE(S) Standard ��- GIN c s/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� (GN ii4 'o Uniform Loads(pIt) Vert:10-15=-8,1-9=-80 8 ! 2 P E Concentrated Loads(Ib) Vert:1=-400(F) r Nj 1N Pv ' �A OREGO r)) �(/ �� �SMBER �� � A. HE� EXPIRES:06/30/2017 December 1,2015 I 4 itit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building m coponent,not a truss system.Before use,the balding designer must verify the applicability of design parameters and property incorporate this design into the overall , building design.-Bracing indicatedis to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent bracing 'MiTeik is always required for stability and to prevent collapse with possible personal injury and property damage.for general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018177 PL15-406_UPPER F52 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:13 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-NVH3WgWg81134AkUNQLt5HaBbljLuhtzu7QwvOyDlDu I 1-1-8 1.'5x3 II 1 3x4= 2 Scale=1:13.2 4 A •r 4 ,,,,,i 1.5x3 II 3x4= 'II 1-4.8 I 0-1T-5 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 '""• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-8 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) 4=69/1-4-13,3=69/1-4-13,3=69/1-4-13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. '<e(`.., ..D P R oFFss co E /o� •q,. - l'......yrr 87022PE 1 yN v SAT OREGON ti'O�� 9O 41 On ' OS A. HE��P EXPIRES:06/30/2017 December 1,2015 ° I Mill A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. l" Design valid for use only with MiTekiO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and..properlyincorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/orahord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaNty Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. hue S 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g NM= Dimensions are in ft-in-sixteenths. "%h. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q 1/1 6' >M114 O wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. Ellt _ 1\1111 3. stackNeverexceedmaterialstheon designinadequatelyloadingbracedshownandtrusses.nProviever �-� �� e copies of truss design to the his ng For 4 x 2 orientation,locate cr-a c6-7 cs-6 4. designer,erectiontsupervisorr,property ownledrland plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each . - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for PLATE SIZEgreen E$Reports: use with fire retardant,preservative treated,or lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131I,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,If no ceiling is installed,unless otherwise noted. BEARING established by others. %Is, 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. /I 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.is not Review all pcient.ortions of this design Ifront,back,words Plate Connected Wood Truss Construction. and picturessuffi )before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. I\j'Ilire eBCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 jut MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1 7-D PLAN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1504984 thru K1505070 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PRO FFSzp 444 89782PE_ of 5, OREGON �h jr 'AULk;" .1 344046, November 3,2015 Rivera,Mark 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. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6780) 1494 1- 8=(-1092) 5202 8- 2=(-368) 1790 2- 3=(-5376) 1234 8- 9=(-1082) 5152 2- 9=1-878) 232 WE: 204 KDDF ST6NTR WEBS: 204 KDDF STAND; LOADING 3- 4=(-9386) 1039 9-10=( -896) 9296 9- 3=(-618) 273 0 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5304) 1206 10-11=( -780) 3936 9- 4=(-376) 324 TC UNIF LL) 50.01+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=(-5134) 1102 11- 6=( -778) 3928 4-10=(-526) 2418 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8(+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( 0) 64 10- 5=(-194) 702 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIP LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V 5-11=(-240) 98 ---- ADDL: BC CONC LL+DL= 3004.0 LBS 8 7'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2T9 OPACIOR AT EASDC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES 012 APPLY DUE TO NOT BEANIAL 0'- 7.0" --787/ 3578V -90/ 9OH 5.50" 5.73 KDDF REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -787/ 3578V 0/ OH 5.50" 5.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAXLL DEFL 0.030" @ 7'- 12.0" Allowed= 0.633" �� Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX TL CREEP DEFL = -0.086" @ 7'- 12.0" Allowed= 0.844" 9" oc in 1 row(s) throughout 2x4 top chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed= 0.100" ♦ , 9" 0c in 1 row(s) throughout 2x4 webs.6" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" �M�/ MAX HORIZ. LL DEFL = -0.010" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.5" 6-00-11 1-05-10 6-00-11 1 T f f Design conforms to main windforce-resisting 3-03 2-09-11 1-05-10 2-09-11 3-03 system and components and cladding criteria. T f T T T f 12 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 .'M-6x6 Q 8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 17 load duration factor=1.6, 3 Truss designed for wind loads D=A� in the plane of the truss only. M-3x5 M-3x5 li A il M-5x10 IM-5x10 400.11411111111... Cil M 1111161.1"... 0, 0 I 1 8 m 9 10 11 -�6 I M-3x6 M-7x8 M-4x8 M-1.5x3 0 Wedge regyired at heel(s) , , i30y04# 9 y , o P R Op Y 3-01-04 2-07-09 2-03-03 2-05-13 3-01-04 y 14G4. /0 y y {C. 17 13-07 1-00 �CJ ry�y 1?t • �~ . JOB NAME : 17-D POLYGON - B3Aim Scale: 0.3452 L., p 47 WARNINGS: -94,OREGON N. GENERAL NOTES, unions otherwise noted' j. rts, �` 1.Builder and erection contractor should be advised of all General Notes 1.building de design msobase Ants upon the of parameters meters Mown end Is for an individual w?- L-I tj y. A b rts, Truss: B3 and Waminge before construction commences Min parameters and pfepef 7 l a I 2.2s4 compression web breang mast be installed where shown 0. incorporation of component N the responRb8ly of the building designer. /[{,,, 3.Additional temporary bracing to insure stability during conetrudien 2.Design and at1assumes the top end bottom unless braced to be throughout bracede ` �'I.A Lit. is ee responsibility of the erector.Additional t braang of c sec.and.e.h.0.rsuch as ply wos brecetl(TC)and melt langur). V 4, permanent continuous sheathing such as plywood sheathing(TC)aM/or drywaA(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the banding designer. 3.za Impact bridging or lateral bracing required were show„++ SE K1504984 4.No load should beapplladto any componentuntil aferall bracing and 4.Installation arRai wftt.o-u��.,eroeebaaeefthin a�res�Riow.tacctor.environment, Q• Nsi.nere.re comq.te and at no gine siroad any loads greater inertEXP I RES: 12/31/2016 design loads be applied to any component. end are for'Wryfull be rf of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponeBbByfor the 8.Design meafuAbeariryetaAeupportaMown.SM1imorvndgeH November 3,2015 fabrication,handling.Mipment and inetagatisn of components. T.Design assumes adequate drainage le provided. 6.This design Is fumi5ed subled to the limitations set forth by 8.Mates shall be located on both feces of truss,end placed so their center TPWNTCA in SCSI.copies or Mich Mil be furnished upon request. 9.HesDigse coincide with Joint ize of tlats tor inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 23-094.08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; 29-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-3643) 1229 1- 8=( -946) 2872 8- 2=( -530) 1767 5-12=(-2577) 1018 2x6 KDDF #1SBTR T2 LOAD'DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2872) 1013 8- 9=(-1832) 5111 8- 3=(-2593) 1026 12- 6=( -525) 1758 BC: 2x6 KDDF #16BTR 3- 4=(-5224) 1921 9-10=(-2154) 5980 3- 9=( -171) 902 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-5215) 1917 10-11=(-2154) 5980 9- 4=( -867) 344 LL = 25 PSF Ground Snow (Pg) 5- 6=(-2876) 1015 11-12=(-1828) 5102 10- 4=( -7) 448 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+L( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=(-3648) 1231 12- 7=( -948) 2876 4-11=( -878) 349 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 73.9)+ L( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 11- 5=( -174) 908 TC UNIF LL( 50.0)+ L( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V BC UNIF LL( 0.0)+6L( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+PL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -783/ 2468V -51/ 51H 5.50" 3.95 KDDF ( 625) -----------'----- TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" 23'- 9.5" -785/ 2471V 0/ OH 5.50" 3.95 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREM#NTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOMS ORD CHECKED FOR SOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTT M CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.196" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.392" @ 11'- 10.7" Allowed = 1.525" MAX HORIZ. LL DEFL = 0.053" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.089" @ 23'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, 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. 3-10-03 16-01-02 3-10-03 T 1' 3-06-10 3-11-07 4-04-11 4-04-11 3-11-07 3-06-10 -1 1'+118.808 '' 4 4 +i(18.H0# T 12 12 8.50 F27 M-4x8 ''Zi 8.50 M-4x8 2 M-3x8 M-3x8 M-3x8 A0•060"0.•":2 0 3 T2 FM 5 0, o a, 11 �' mi. 0 1 e 9 10 f ,�. 11 12 7o o IM-3x8 M-5x6 M-3x4 0.25" M-3x4 M-5x6 M-3x81 o M-7x8(5) y 3-06-10 y 4-02-15 y 4-01-03 y 4-01-03 y 4-02-15 y 3-06-10 y �C� O PROre s l 23-09-08 y \�J r; ',, b5, w :9782PE <' JOB NAME : 17-D POLYGON - C1 • ......04, Scale: 0.2713 , ir. XIII WARNINGS: GENERAL NOTES, uNess otherwise noted: t:r• Truss: C 1 1.Builder and eredbn contractor should be advlssetl f a�General Notes 1.This design Is based only upon the parameters shown and Is bran Individual -57 •a EGON ry.' and Wamings before combustion commences. building component.Appncabllky of design parameters end proper rt.V .ceQ' 2.2x4 compression web bradng must be Installed where vm.. mcerponlbn of component Is the responsibility of the building designer. �j 3.Additional temporary bracing to insure debility during prvctbn 2.Design assume,the lop and bottom chords to be laterally braced at "V/Q Gilal f' A 5 ,�r • b me roepomibilty of me erector.Addlnonal germane bndn f 2 o c and at iG o.c respectively unless braced throughout M Olength by ` {^]F DATE: 11/2/2015 me overall structure Is the re g a continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). Pq,U ate. `� responsibility Orme building signer. 3.24 Impact bridging or lateral bracing required where Moven.. SEQ.: K 15 0 4 9 8 5 4.No Wad should be applied to any component until after bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any los greater than 5.Design assumes trusses are to be used In a non-orroslve environment, TRANS ID: LINK design loads be applied to any component. and are ler"dry condition•of use. 12/31/2016 5.CompuTrvs hoe no control over and assumes no rasp ISlty form. 6.Design assumes NM bearing at at supports ehovm.Shim or wedge If EXPIRES: fabrication,handling,shipment and installation of cem$nents. 7.Design ssumes adequate dreinage Is provided. November 3,2015 8.This design Is furnished suged to the limitations NI ft)h by B.Plates shall be bated on both faces of truss,and placed so their center TPIMUTCA In 8151,copies of which will be furnished#n request. lines coindde with islet center lines. MiTek USA InGlCompUTm6 Software 7.6.6(114-E B.Digit.indicate ode of plate In Inches. 10.For basic connector plate design velum see ESR-1311,ESR•f 988(MITek) This design prepared from computer input by pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 35-08-00 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1225) 477 8- 9=( -169) 220 8- 1=(-3059) 1079 11- 5=( 0) 416 2x4 KDDF #160TR T1 2- 3=(-1041) 426 9-10=(-2150) 4969 1- 9=( -889) 2557 5-12=(-1882) 953 BC: 2x6 KDDF #1&13TR LOADING 3- 4=(-5505) 2261 10-11=(-2850) 6658 9- 2=( 0) 230 12- 6=( -377) 1643 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6680) 2738 11-12=(-2737) 6417 9- 3=(-4490) 1973 6-13=(-4939) 2114 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 5- 6=(-4914) 2011 12-13=1-1826) 4249 3-10=( -270) 1325 13- 7=( -383) 281 2x4 KDDF #1&BTR 8; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 0.0" TO 35'- 8.0" V 6- 7=( -60) 64 10-0-14=(-1944) 240 4) 769 2x4 ROOF STUD C BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V TC LATERAL SUPPORT 24"OC. UON. TC CONC LL( 83.3)+01( 23.3)= 106.7 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. RIQIIRD STORAGEDOES0'- 0.0" -1143/ 2953V -124/ 138H 5.50" 4.72 KDDF ( 625) NOT APPLY DUE TO THE BE REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEINGNIAL MET. 35'- 8.0" -1253/ 3018V 0/ OH 5.50" 4.83 ROOF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.334" @ 18'- 6.3" Allowed = 1.738" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.612" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.102" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.152" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, 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. 1-11-11 33-08-05 1-X11-11 15-06-05 18-00 1 f08-A 6-08-14 6-08-146-X08-14 6-08-19 7-00-06 T 1 fir 106.70# T 1' 1' 1' 12 8.50 p M-5x6(5) M-4x6 M-6x10 -M-6x6 -M-6x6 M-6x10 M-3x6 / M-7x8 ON e III a yiy 0 \," \/ NS.../ B M M 81423.4 -M-14x4 0.25' M-/12x6 M-6x8 *;t3 ,;(0 r 4l V7'�S M-8x10 C =M-axe(S) y �e,.N. R- '/f l l l b Y 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 y17 :9782PE <' 35-08 JOB NAME : 17-D POLYGON - D1 Scale; D. . • 1181 WARNINGS: G.The design sunless onthe parameters 7A,OREGON �Nss �. 1.Builder end erection contractor should be advised of el General Notes I.This tle.lgn le based only upon the paremelare shown and b for an Individual I v Truss: D1 and Warnings before construction commences. building component.Applimbllity of design parameter.and proper ['],� • P.Pao compression web bracing must be!Welled where shown o. Incorporation of component h the responsibility of the building dd5gner. 9 A Cf V A 3.Additional temporary bracing to Insure stability during construction 2.Design and Iassumes the lop end bottom unlesschoion to los!eternity braced at 1 y is the reaponsbilty of the erector.Additional permanent bracing of nePntin and es o ngc.such as plycos eethin ihroug andout/or length). Mand at 10'o.ngsuchaplywoods bracedt rouaMbf dryvength b. PA UL. ``� DATE: 11/2/2015 the overall ahucturo.the respon.lbllny of the building designer. 3.25 Impact bridging or lateral bracing required vAxro shown n o 4.No bad ahomtl be applied to any component until after all brodng and 4.Installation of buss is the reapunslblity of the respective contractor. REQ.: K1504986fasteners are nsmplele and at no Urn.sheuld any teed.greeter then 5.DesIgn e..Umes trusses are In be used In.nen.00r,esive envinenment. design loads be applied to any component. and are for'dry condition"of use. TRANS ID• LINK 8.Design ammo's tulbearing atalsuppod.shown Shim orwedge g EXPIRES: 12/31/2016 S.ComDuTrus has no control over and saeumes no responsibility forth. necusa, Wootton, shipment and instaletlen of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished suds*to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed u their center TPVWfCA in SCSI,copies of which will be furnished upon request. 9.linescoincide oincide lith joint i pled center Inches. MITek USA,Ine.ICompuTrus Software 7.6.6(1L)-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -620) 214 9-10=(-182) 201 9- 1=(-1551) 412 6-13=( -939) 300 2x4 ROOF #16BTR Ti SPACED 29.0" O.C. 2- 3=( 0) 0 10-11=(-745) 2471 1-10=( -320) 1268 13- 7=( -73) 620 BC: 2x6 KDDF #16BTR 2- 9=( -517) 203 11-12=(-894) 3323 10- 2- WEBS: 2x4 KDDF STAND; LOADING _( -17) 158 7-19=(-2467) 616 2x6 KDDF #2 A 4- 5=(-2739) 674 12-13=(-833) 3204 10- 4=(-2233) 580 14- 8=( -191) 106 LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3335) 774 13-14=(-563) 2122 4-11=( -18) 664 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2454) 579 11- 5=( -730) 207 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -56) 63 5-12=( 0) 160 BC LATERAL SUPPORT <= 12"00. UON. 12- 6=( 0) 272 1,4 = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED ST RAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMEN's OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -236/ 1488V -124/ 138H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -192/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM(CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 6.3" Allowed = 1.737" MAX TL CREEP DEFL = -0.313" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.046" @ 35'- 2.5" I MAX HORIZ. TL DEFL = 0.076" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, 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. 3-11-11 31-08-05 '1 T 3-11-11 13-08-05 18-00 1-08-02-03-09f 4-05-05 6-08-14 I 6 08-19 6-08-19 7-00-06 T 4 4 4 4 '1 I T 1 4 2-00 T 4 12 8.50 17 3 M-4x6 M-3x8 M-3x4) 5x6(5) M-3x4 M-3x8 M-1.5x3 iM-9x91 ,r 4 5 6 7 8 -,/ f & o + "\ } c 0 I A / 1 Mi A M o \/ • A o 11 13 M-1.5x3 M-3x4 0.25"2 M-3x4 M-3x8 * 14 M-4x10 y M-7 (S) { c) PROP. 1-06-06 8-06-14 8-05-02 8-05-02 y 8-08-10 y C ' .' GIN��., S/0 1. 35-08 w .<" 89782PE 'r" JOB NAME : 17-D POLYGON - D2 Scale: 0.1665 -!-+II ` 'F WARNINGS: GENERAL NOTES, unless otherMse noted: Lie/ "' ` _J. -_- Truss: D2 1.Builder and erection contractor shouts be ednlaatl I al General Note, 1.This design is bred only upon the parameters Mown and b for an individual OREGON 1 a, and Warnings before conn lion commence.. building component.Applicability of design parameters end proper '.w V I`) O ir2.2s4 compression web bracing must be Installed where:own e. Incorpenllon of component Is Me responsibility of the building designer. 3 Additional temporary bracing to hears stability during d n*wn ion 2.Design and .119 the top and bottom dards to be laterally braced et 4 5 �( b the responbilty of the erector.Additional perinea beedng of T cc end et 10 e.c.respectively unless braced throughout their length by .1.,‘'"4/Py 1 YI DATE: 11/2/2015 the overall structure is the r. continuous sheathing such e.eplywoodAng re shred where .h and/or arywel(ec). '1 t`r +.� ig\'4 responsibility of the building signer. 3.2a Impact badging or lateral bracing required where Mown v* lJ ` SEQ.: K 15 0 4 9 8 7 4.Na bad Mould be applied to any component WO alter+l bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater then 5.Design resumes trusses Sr.to be used Ina non-corrosNe environment, TRANS I D: LINK dedgn Wade be applied to any component. and are for"dry condition"et a... 5.Compiling has no control over and assumes no reap bilry for the 6.Design aeears 1u1 bearing at all supports Mown.shim or wedge S EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of Nom nts, n:::: aa n ee. 6.ThledestgnleMmlaMdaub)adtoth.11milafbnaeat f by 6.7.Flat,..eeumee.degaatbethre ag.Ispro..,en November 3,2015 8.Plates snail be bcaad on beth laces of truss,and placed so their center TPWgfCA In BCS(.copies of which we be Unshed u request. Imes coincide with joint center lines. MiTek USA,Inc./CompUTfU6 Software 7.6.6(11..K 9.Digits Indicate Na.of plate In Inches. (� 10.For basic connector plate design values see ESR-1311,ENR-1908(Mitch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF f1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 352 8- 9=(-134) 180 8- 1=(-1451) 391 5-11=(-135) 758 KSPACED 24.0" O.C. 2- 3=(-1051) 367 9-10=(-294) 1803 1- 9=( -216) 1150 11- 6=(-218) 203 BC: 2x4 RODE STANDR 3- 4=(-1921) 541 10-11=(-325) 1919 9- 2=( -2) 421 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1512) 460 11- 7=(-361) 1628 9- 3=(-1066) 297 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1924) 499 3-10=( 0) 412 10- 4=( -59) 157 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2146) 526 4-11=( -647) 200 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -186/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 35'- 8.0" -194/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.738" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL= 0.067" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, 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. 5-11-11 19-08-10 9-11-11 1' f 5-11-11 6-06-02 6-08-05 6-08-05 4-08-08 5-01-01 T ' , 12 lz M-5x6(5) M-4x6 Q 8.50 B.so p M-4x6 M-3x4 0.25" .4" M y MM /M15X3 :e7 M-3x5 FV +0 O .25" M-3x8 M-3x5 M-1.5x3 M-3x8 M-5x8(S) o 4 . PRO0 J. l y l y co GINE 5-07-12 10-02-04 10-02-04 9-07-12 y ‹,;• t5 (�,/9 ,"S' y 35-08 cr. :9782 E c JOB NAME : 17-D POLYGON - D340 Scale: 0.1821 / WARNINGS: GENERAL NOTES, udes°themts noted, V OREGON I\� • 1.Builder and erection contractor should be advised of all General Notes 1.This design is bawd only upon the parameters shown end la for en individual i' �O Q" Truss: D3 and Warnings before construction commence. building companed.Applimilby of design parameters and proper ',-„5� + �� _+ 2.2t4 compression web bradng mug M installed where shown*. Incorporation of component la the reeponslbMy of the building designer. 4 3.Additional temporary breemg to Insure stability during eonstrudion 2 Design assumesat10 the top and bottom chords to d throughout uo braced et `V Is the responsibility of the erector.Additional permanent bracing of c ntin and at,a oin much as pig antes braved owtheir dry length). u-A UL Q continuos ehsaming such as pyeood sheathing(TC)anger tlryWaN(BC). DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bddgmg or lateral bradng required where shown s SE K 0 4 9 8 8 4.No load ehould be applied to any component until after all bradng and 4,Installation of Miss h the responemlity of the respective contractor. Q• 15 fasteners era complete and at no time should any bads greater than 5.Design assumes Misses are to be used in•non<orrashe environment, design loads be applied to any component. and are lor'dry eondbmn'of use. �/ { r�/r� ry/�.{�1 TRANS ID• LINK B.Design aawmeeNNbaadngatabsupports aMwn.Shim orwedge C EXPIRES. 12/31/2016 G comparras has no control over and assumes no responsibility for the EXPIRES: febncatian,handling.shipment and Installation of oampanents. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design h famisiad subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,end plead w their anter TP WJfCA In SCSI,copies of winch MI be furnished upon request. 9.IDigis indcoinicate shehint of plate hr inches. MiTek USA,Inc.ICornpUTrus Software 7.6.6)1L)-E t0.For basic connector plate design values see ESR-1311,655.1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LO)gID DURATION INCREASE = 1.15 1- 2=(-1348) 435 10-11=(-134) 181 10- 1=(-1451) 468 BC: 2x4 RUDE #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 11-12=(-385) 1809 1-11=( -286) 1149 WEBS: 2x4 KDDF STAND 2- 4=(-1061) 423 12-13=(-429) 1914 11- 2=( 0) 430 LOADING 4- 5=(-1926) 629 13- 9=(-440) 1628 11- 4=(-1075) 328 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)IDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1528) 539 4-12=( 0) 425 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 12- 5=( -59) 157 TOTAL LOAD = 42.0 PSF 7- 8=(-1926) 602 5-13=( -655) 209 8- 9=(-2146) 626 7-13=( -136) 752 NOTE: 2x4 BRACING AT 24"0C UON. FOR LI = 25 PSF Ground Snow (Pg) 13- 8=( -210) 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CH:ARD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD .T LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -266/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -261/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.737" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-11-11 15-081-10 11-11-11 Truss designed for wind loads ,f 1 f ' in the plane of the truss only. 5-09-08 2-02-03 4-06-02 6-08+05 4-06-02 2-02-03 4-08-08 5-01-01 T 4 4 4 4 T 1 4 T 6-00 10-00 4 4 3 6 4 4 12 M-4x6 M-Sx6(S) Nok.8.50 7 2 M-3x4 0.25", 4 k lr M-3x5 /V + 1 r'..11.-0 I N o 13 10**M-1.5x3 M-3x8 0.2513 M-3x8 M-3x5 o Fp'yyIL.�� M-5x8(S) �/i;„O m OprS. l 5-07- 12 l 10-02-04 y' 10-02-04 l 9-07-12 l NC,0 04 a11VEE,9 �% J: 35-08 4,c 89782PE 'mac" JOB NAME : 17-D POLYGON - D4 • Scale: 0.1696 ,,d /' .• WARNINGS: GENERAL NOTES, unless otherd.e noted fr' Truss: D 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and.for an Individual -$74,,OREGON �•��,� and Warnings before construction commence.. building component.Applicability of destgn parameters and proper " / Ar+' '"' 2.2z4 compression web bracing must be installed centra hhown+ Incorporation of component la the responsibility of the building designer. ,.A� v/1 z.�y A 1' ` . 3.Additional temporary bracing to Insure stability during obnatmctIon 2 Design assumes the lop ant bosom chords to be laterally braced m "7 ti f4�Y Is the responsibility of the erector.Add8lond permease bracing of T c.c.and at 1G o.c.reapectNety unless braced throughout their length by DATE: 11/2/2015 the a re *ware lathe responsibility continuous sheesdng such as plywood ed where and/or drywal(BC). P/(U t +�• sponsblity of the building signer. 3.2z aped bridging or lateral bracing required where shown++ PAUL SEQ.: K1504989 4.N.bad shaved be applied to any component until arsenal bradnp and 4.Installation of truss le the responsibility of the respeaive contractor. fasteners are complete and at no time should any load*greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. �/p p 12/31/2016 ry l t�]�{ 5.Comm/T is has no control over and assumes no re,y to bNly for the S.Design assumes fun bearing at aN supports abeam.Shim or wedge k EXP I RES: 1 2/3 1/20 16 fabrbation,handling.shipment and Inaalstien of components. ry '.Design sshallbassumes hadequate drainage esoftrussea November 3,2015 9.This design b furnished*Plat to the limitations set fs1�l�h by 8.Plates shall be bated an both feces of truss,and placed so their soler TPW4TCA In SCSI,copies of which nIl be furnished 5 en request. lines coincide with Joint center lines. u7rua Software 7.6.6 1 L1C 5.Digits Indicate size of plate In Inches. MITek USA,Inc./Com P ( V-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 467 1- 8=(-289) 1680 8- 2=( 0) 281 6-11=(0) 281 BC: 2x4 KDDF f16BTR SPACED 24.0" O.C. 2- 3=(-1672) 490 8- 9=(-290) 1679 2- 9=(-469) 237 WEBS: 2x4 KDDF STAND 3- 4=(-1250) 462 9-10=(-170) 1324 9- 3=(-153) 613 LOADING 4- 5=(-1250) 462 10-11=(-288) 1619 9- 9=(-219) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1672) 490 11- 7=(-287) 1621 4-10=(-218) 107 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 467 5-10=(-153) 613 TOTAL LOAD = 92.0 PSF 10- 6=(-470) 237 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -214/ 1998V -236/ 236H 5.50" 2.40 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -214/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans MOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 7-08-10 13-11-11 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-02-13 6-08-19 3-10-05 4-00-08 ' 6-06-12 7-02-13 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, T f 1' T ,f T '1 Truss designed for wind loads 12 12 in the plane of the truss only. 8.50 M-4x63 M-3x4 M-4x6 Q 8.50 as M-3x4 N 2 + + 0 O1 IliN 0 y0 NIIIIIIIINi.. I A. ,& ase .�+ 8 1.1.1 -igen o 1 ** 8 9 10 11 **7 0 1 M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 1 0 0 M-3x5(S) 1 7-01-01 y 6-06-12 ) 8-04-07 l 6-06-12 l 7-01-01 y c.'. P 0 l 15-08 y 20-00 y �C*' If' N cq cS'jp9 y 35-08 :9782PE C' JOB NAME : 17-D POLYGON - D5 Sale, 0.1750 ®c., WARNINGS: GENERAL NOTES, odes.otherwise noted. �47 1.Builder end erection contractor Mould be advised of al General Notes I,This design Is based only upon the parameters Moven end is for en individual 1'4, REG O NZ Truss: D5 and W mings before consinhaion commences. building component.Applicability of design parameters end proper -wryO oQ 2 254 compression orae bracing mud b.installed wilts.noon.. incorporation of component N the responsibility of me building designer. .+ - '4�j�/:,, 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the top end bottom chords to be leterelly the length +'{.r Is IM responsibility of the erector.Additional permanent bracwp of T o.<.and et t P o.c.reepectNety anises braced throughout their length by ...ANA wntnu<ua sheathing such es plywood sheetmng(TC)and/or dryweg(BC). PA 1'1 1 DATE: 11/2/2015 Sr.overall stmmtae is the reeponMmity of the building designer. 3.Zr Impact bridging or lateral bracing required where shown a* L/4 SEQ.: K 15 0 4 9 9 0 4.No wed should be epplled to any component until alter all bracing and 4.�nall.tion of trussIsthe responsibility m b.bueiya f e therespective .e.Imhof environment, fasteners aro complete and at no time should any bads greater than Design gib for trusses re use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes cn Mt bearing at all supports own.Shim or wedge S.CempuTassumese hes no control over and assumes no responsibility for the neceasry. EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished matted to the limitations set forth by 8.Plates shell be located on both laws of buss,end placed so their center TPVWTCA In SCSI,copies of which vAI be furnished upon request. line<Mnade with Joint canter lines. 9.Dips Indicate are of plate Sr Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E to:For basic connector plate design values we ESR-1311,ESR-1t538(UMW) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS '1TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 11fiBTR L0AD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 1- 3=(-1672) 578 0-11=(-383) 1687 10- 1=( 9) 281 WEBS: 2x4 KDDF STAND11 2- 3=(-1672) 604 -11=(-383) 1685 2-11=(-469) 229 3- 4=( 0) 0 11-12=(-255) 1327 11- 3=(-177) 624 LOADING 3- 5=(-1250) 550 12-13=(-387) 1619 11- 5=(-231) 137 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 9'+DL( 7.D) ON TOP CHORD = 32.0 PSF 5- 7=(-1250) 550 13- 9=(-386) 1621 5-12=(-231) 137 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-177) 623 TOTAL LOAD = 42.0 PSF 7- 8=(-1672) 604 12- 8=(-469) 229 8- 9=1-2140) 578 8-13=( 0) 281 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED -----------' BOTTOM CORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LO AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -290/ 1498V -237/ 237H 5.50" 2.40 KDDF ( 625) .. For hanger specs. - See approved plans 35'- 8.0" -290/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIE. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" 15-11-11 3-08-10 15-11-11 Design conforms to main windforce-resisting 9 f f f 7-02-13 system and components and cladding criteria. � � 6-06-12 2/-02-OB-10-Q/5110-OB-02-03 6-06-12 7-02-13 1 f I ' ' '( ' f Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14_00 12 4 6 Trussduratioedn fforwind o6loads M-4x6 M-4x6 12 in the plane of the truss only. 8.50 17 3 M-3x9 7 ' 8.50 INNI 5 M-3x4 M-3x4 2 e oN Al\,_ c, . .1. .....A1 ..._ ....... .... p 1.. 10 11 12 13 ..9 1 M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 �1 c. M-3x5(5) o y 7-01-01 1' 6-06-12 y 8-04-0�7 y 6-06-12 l 7-01-01 1' <(' 0 PROs �e ,I• 15-08 1 20-00 1 � �3C111V Seo 7�yryp 35-06. •9781.2P �r JOB NAME : 17-D POLYGON - D6 • 7.,,,,, .....10. Scale: 0.1625 'lir SlIFWARNINGS: GENERAL NOTES, unless otherwise noted. TrussD 6 1.Builder and erection contractor should be advised f l[General Notes I.This design le based only upon the parameters shown end h for an inHvldual 17, ®-EGON '.... �. . end Warnings before construction commences. building component.Appllaabllly of design parameters end proper 2.2e4 compression web bracing must be installed where shown.. incorporation or component h the roeponalbXiy Orme building designer. ...(�� 4/ y. 'C+' '[. 3.Addhlenal temporary bracing to Insure stabilBy during sinstruction 2.Design assumes the top end bottom chords to be laterally braced et J is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10 a a respadNay unlet braced throughout their bngth by DATE: 11/2/2015 the overall elmcture is me ro albX g signet continuous sheathing soh as plywood NaelMnpre s own•dryvnX(BC). � � aeon rp al the building s 3.9t Impact bndging or Nkral bracing required where shown•. Z'4 SEQ.: K 15 0 4 9 91 4.No load should be applied to any component until ease 11 bradng end 4.Installation of truss is the responsibilityof the reapedlve contractor. fasteners are compete and at no tints should any Ioa greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condlusd or use. 12/31/2016 !y J//�/�Fy 5.CompuTrus hes no control over and assumes no reap sibilly for the e.Design assumes NX beating at all supports shod shim or wedge if EXPIRES: I C.I 1(`20 i SJ fabrication,handling,shipment and intalletion of cont ^ants. necexey. 7.DesignsawmeNestedadequate nbathtdrainage ls stIntsded. November 3,2015 B.This design is lumlanaa object m the limitations est M e.teasPlates snag be fomes on nom races of truss,and piste so their center TPUWfCA In SCSI,copies of which WI W furnished upon request. lines coincide with)elm center lines. A Inc./Com uTNe Software 7.6. 1 L 5.Diggs indicts size of pine in Inches. MITek US P � 10.For basic connector plate design values see ESR-1311,ERR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 SC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2118) 965 1- 9=(-279) 1812 2- 9=(-254) 229 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1909) 500 9-10=(-172) 1516 9- 3=( -71) 499 WEBS: 2X9 KDDF STAND 3- 4=(-1374) 471 10-11=(-171) 1386 3-10=(-656) 289 LOADING 4- 5=(-1375) 466 11- 7=(-268) 1600 10- 4=(-359) 1190 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1903) 979 10- 5=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2116) 445 5-11=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 11- 6=(-251) 206 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hart s - Seeapprovedplans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ger specs. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -236/ 1498V -324/ 317H 5.50^ 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 35'- 8.0" -282/ 1616V 0/ OH 5.50" 2.58 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.049" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 17-10 17-10 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 Design conforms to main windforce-resisting 1 1' 1' 1' 1 f 1' system and components and cladding criteria. 12 12 M-4x6 8.50 Wind: 140 mph, hts), t, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, q 1-,., Truss designed for wind loads :`\ in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 0.25" ai ;y M-1.5x3 M.-1.5x3 111/Ak allpop rn of \ /Alb �o1 9 10 11 V �g' PR© I 1*M-3x5 M-3x4 0.25" M-3x4 M-3x5 0l V M-5x8(5) fi s GINS t� of y y 9-01-05 y 8-08-11 y 8-08-11 y 9-01-05 y kJ . �,T °'Y, . J• 1-00 4t" :97$2PE r 7 35-08 JOB NAME : 17-D POLYGON - D7 . "'r Scale: 0.1557 'Tr / Illi WARNINGS: O.NERAL ml.doNOTEb, unlessotherwise mete '7OREGON ca',t.Builder and erection contractor Mould be advised of at General dotes 1.This design h based only upon the parameters shown and h ler en Individual I✓ V f 7 l�V�Y V Truss: D 7 and Warnings before conetrucdon commences. building component.Applicability of design parameters and proper 2.244 compression web bndng must be installed when shown*. incorporation o!component Is the naponstbplry of the building designer. 'VA. "4 f'f Y A !' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords is M lalenly braced str/rr7 f N1 Is IM responsibility of ms erector.Additional nest bracing of 7 o.c.and at 10 o.c nspectNely unless braced throughout Mak length by jy �j perm• continuous sheathing such ea ph/wood sheathing(TC)end/or drywall(BC). /•'A, I f L L~� DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging or Island bracing required where shown** v SE K 15 0 4 9 9 2 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibufMow one respective contractor. 4• fasteners an complete end at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrostve environment, design beds be applied to any component. and are for"dry condition"of use. 12/31/2016/�/ .y(y]/� �v TRANS ID• LINK 6.Design assumes Ng bearing at al supporta shown Shim or wedge If EXPIRES: 1G/ IJL V�V 5.Com True neem control over and assumes no responsibilityler the „,cats. nbrloa6on,handling.shipment end mstapatbn of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished suited to the limitations sal forth by B.Plates shall be bated on both faces of huu,end placed w their center TP WvPCA In SCSI,copies of whkh will be banished upon request. S.IDgse ines elndde with six.o c enter Cres. indiatMITek USA,lno./CompuTrue Software 7.6.6(11.)-E 1o.For bark connector plata design values sea ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IITRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 1- 2=( 0) 65 2-10=(-251) 1804 3-10=(-251) 206 WEBS: 2x4 KDDF STAND 2- 3=1-2116) 445 10-11=1-171) 1513 10- 9=( -51) 493 3- 4=(-1902) 479 11-12=(-171) 1385 4-11=(-654) 289 LOADING 4- 5=1-1374) 466 12- 8=(-263) 1599 11- 5=(-353) 1188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1374) 466 11- 6=1-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1903) 479 TOTAL LOAD = 42.0 PSF ( ) 6-12=1 -52) 493 OVERHANGS: 12.0" 12.0" 7- 8=(-2116) 445 12- 7=(-251) 206 8- 9=( 0) 65 LL = 25 PSF Ground Snow (Pg) BOTTOM Ctr8•ORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOA AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP. 0'- 0.0" -281/ 1612V -329/ 329H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -281/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" 17-10 17-10 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 1' f ,r MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 ff f ,r MAX HORIZ. LL DEFL = 0.043" @ 35'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 8.50 p M-14x6 Q 8.50 4,0" Design conforms to main windforce-resisting S lit system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) M-5x6(S) (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1441111 0.25" in the y, 0.2$" plane of the truss only. 4 M-1.5x3 M-1.5x3 3 o o mA rn O "10 of M-3x5 M-3x4 1.25" M-3 12x9 M-3x5 .i M Sx18(S) c t? ° PROF? J, y 9-01-05 y 8-08-11 8-08-11 y 9-01-05 y y c ' 'NGINE�'9 per 1-00 35.08 1-00 a' 9782PE fir- JOB NAME : 17-D POLYGON - D8 .1, .,,, Scale: 0.1617 WARNINGS: GENERAL NOTES, unless otherwise noted Ir" '' _J Truss: D8 7.Solider and erection contractor should be advised of el General Notes 7.This design is bawd only upon the parameters shown end is 1'for an individual 1' N. and Warnings before construction commences. building component.ApplbabiNy of design parameters end proper C/ 2.2s4 compression web bracing mull be InMelbd where con+ incorporation or component Is IM responsibility or the building designer. 11� �1 Y 1 �� 3.Addtibnal temporary bracing b Insure stability during slructbn Z Design sawmea me top and bottom chords to be laterally broad al Is the responsibility of the erector,Additional permanert bracing of Zcoc.c.and at IN o.c.roapsdNey unless braced throughout mak length by ��,` DATE: 11/2/2015 the overall structure Is the responsibility of the building igner, 3,2s continuous bridging lateral brodnpreguired sheathing(TC) ec and/or arywel(Bc). 't yy n 1 't C1 .tel SEQ.: K 15 0 4 9 9 3 4.No load should be applied to any component until after l bndeg and 4.Installation oftruss is the reepoMlblly Gibe respective contractor. �"1 lJ L.. C fasteners aro complete end el no time Mould any loads tier than 5.Design assumes trusses are to be used in a nonconosNe environment, TRANS ID: LINK design bails be applied to any component. and ere for condition"of use. 12/31/2016 !�)]l Y� w 5.CompuTrua has no control over and assumes no re My for the 5.Design assumes Ng bearing at el supports shown.Shim or wedge N EXPIRES: 1 G!J/ 201 V fabrication,handling.shipment end Installation of cam nts, necessary. 6.This design N furnished suited to the limitations eel fo by 8.Mate shanames l be located onbothfaces tof ruo�ind placed so their center November 3,2015 TPOWTCA in SCSI,copies of which wig be furnished up n request. lines coincide 04th bbl center Pines, MiTek USA,Ir1C./CompUTru6 Software 7.6.6(104E 9.Digits indicate sin or plate In Inches. 10.For beck connector plate design values sea ESR-7377,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1875) 645 16-18=1-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1458) 571 17-19=( -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=1 -34) 300 8-10=(-1351) 554 21-12=(-398) 1636 17-18=( 0) 80 NOTE: 2x4 BRACING AT 24"00 UON, FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 10-11=(-1770) 616 18- 8=(-123) 124 ALL FLAT TOP CHORD AREAS NOT SHEATHED19- 8=( -71) 139 BOTTOM CHORD CHECKED FOR A 20 FIE LIYIIBC STORAGE 12-13=(-2150) 583 8-20=(-435) 140 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 10-20=(-156) 652 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) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) M-1.5x9 or equal at non-structural 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) vertical members (uon). 0-06-07 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. 1.-rVERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 15-11-11 3-08-10 1s-11-11 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" T �( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0,133" 2-09 9-06-04 4-06-09 1-07-12 4-08-03 3-d0-072-02-03 5-06-12 6-02-13 MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed= 1.737" ,r ,r f f f.� f 1 fMAX TL CREEP DEFL= -0.207" @ 13'- 7.0" Allowed = 2.317" 12-0012-00 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed= 0.100" 1' 1f f MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed= 0.133" 12 M-4x6+ M-3x8 M-4x6+ 12 MAX HORIZ. LL DEFL= 0.066" @ 35'- 2.5" 8.50 . . 8.50 MAX HORIZ, TL DEFL = 0,110" @ 35'- 2.5" M-3x9 IUINII►. 7 M-9x6 M-9x6 Design conforms to main windforce-resisting 5 system and components and cladding criteria, M-5x6(5) M-sx6(S) Wind: 190 mph, h=25.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, 4 0.2s'• Truss designed for wind loads 1 in the plane of the truss only. 74 M-3x4 3 rn M-3x6 ,�. lirAIIIIF1Iiiiiiiiiiiiii& o 01 M-3x4 M-3x8 0 17 19 it 21 -13 0 1 M-5x6 o M-1.5x3 M-5x6 0.25 M-1.5x3 M-3x5 1 0 o WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 d 3.75 M-5x8(8) 12 cO� � PPOpex, y y os-o y 4-06-04 4-08 1-11-09 4-11- oz s-os-oz 5-06-12 y 6-01-01 y l 44 1-09-05-08 10-11-12 22-02-12 1- )•oG ' :97$2PE t--' 1-00 35-08 1-00 JOB NAME: 17-D POLYGON - D9 Scale: 0.1494 Ilir (� g} WARNINGS: GENERAL NOTES, unless otherwise noted: � � GON ~, I.Builder end eredbn contractor should be advised of el General Notes 1.This design N based only upon the perimeters shown and Is bran Indhldusi 9 q Ej 4 Truss• D9 and Warnings before construdlon commences building component.Applicability of design parameter,end proper el 1 • 2.204 compression web brodrp must be installed where Mown e. incorporation of component h the rognnelbMly of the building designer. Pre 2 Design assumes the top and bottom herds to be lateraly braced al " pA u �A 3.Add8lonel temporary bracing to insure OMAN),during construction T o,c.and et 19 0.c.respectiey unless braced throughout their langur by Jet,'responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). DATE: 11/3/2015 the overall structure h the responsibility of the building designer. 3,2x finned bridging or lateral bracing required whirs shown•v SE : K 15 0 4 9 9 4 4.No bad should be applied to any component until after all bracing and 4.InNaletbn of Was h the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loadsthan 5.Design assume,busses are to be used in a greaternon.sOmasi.e environment. EXPIRES: 12/31/2016 aeeyn roads be applied to any component. dna are brudry oondlbn'•of use. TRANS ID LINK8.DestgnassmesNpMatlpelelsuppoMahovm.ShlmorwetlgeH November 3,2015 S.CompuTM has no control over andss aumes no ra.pone TNI for the necessary, febrkason,handling,shipment and installation of component.. 7.Design assumes adequate drainage Is provided. 6.This design is furnished eublect to the Imitations set forth by B.Plates shall be located on both feces of Wes,and placed ao their comer TPVWTCA in SCSI,copies of which 011 be furnished upon request. B.linescoincide oinciJointdte eke of center lines. s s MiTek USA,Inc,/CompuTrue Software 7.6.6(1L)-Z I0.For basic connector plats design values see ESR-1311,ESR-1088(MITek) '.. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR OCAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 19- 3=1-145) 832 20-11=(-368) 173 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-3257) 819 19-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x9 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 9=( 0) 292 LOADING 4- 5=(-1875) 645 16-18=(-319) 1567 9-16=(-466) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=( -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=1-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 -- "-- 8-10=1-1351) 554 21-12=(-398) 1636 17-18=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1770) 616 18- 8=(-123) 124 BOTTOM HORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=( -71) 139 LIVE LO D AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOT OM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=(-156) 652 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 'CONI. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-06-07 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f,r13-11-11 7-08-;10 13-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" f 1 1 ' MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" 2-09 4-06-04 4-06-04 1-07-12 4-08-03 3-00-072-02-03 5-06-12 6-02-13 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed= 0.100" 1' 1 1 1 T T IT T '( 1 1 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12-00 12-00 MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" T ' 1' 1 MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 12 M-31p4 9 12 8.50 7 M-4x6 M-4x6 Q e.so 5 M:3X8 Design conforms to main windforce-resisting 6 e ` system and components and cladding criteria. M-5x6(S) M-5x6(S)S) Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 0.25" Truss designed for wind loads }. + 1 in the plane of the truss only. '6 M-3x4 3 o, M-3x6 Zrn o - a p o 0 1 M-3x4 M-3x8 o Igl7 �.: 0 2&- 'S%3;o II M-5x6 o M-1.5x3 M- x6 0.25' M-1.5x3 M-3x5 I 0 M-5x8 d 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8(S) �� 0 P fi OFe� 12 ), J• y )• y y y ), y �� t" N `�f0 y y 05-0 8 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 l l .cam t., E`� 2 1B- -005-08 oy os-oe 10-11-12 22-02-12 1-00 � � 9r 1-00 35-0s 1-00 JOB NAME: 17-D POLYGON - D10 Scale: 0.1999 ,� _ WARNINGS: GENERAL NOTES, tithes otherwise noted 47_ -74,OREGON�4� ,,_ Truss: D 10 1.Builder end erection contractor Mould be advised f ell General Notes 1 This design Is fined only upon the parameters shown and b fore"individual -TA?. ^AV r �1. and Waminga before contrudion commences. building component.Applicability of design parameters end proper 7 'l f J 2.2a4 compression web bred mud be Metalled where ehawn+. Incorporation of component le the responsibility of the building designer. /,,. 3.Additional temporary bracing to Insure stability during construction2 Design aswmeethe top end bottom chords to be laterally braced N •�. /+ti Q� Is the naponelbily of the erector.AddEsnel permenet bracing of T cis.and at 10 o e.respectively braced throughout their length by !"'. L. T` DATE: 11/3/2015 the overall structure le the responsibility of building signet 2v Impact bridgingedgsuch es acplyng requiredd where s)ew,,0r 5dryWeW(gC). 3.In tmpao ftrue Sror th lateral bracing where Mown++ S EQ. K1S0499rJ 4.Noroadsarshould mapeAantot no component any eAs lendnhend 4.Design signteeoftruehIes responsibilityto euseoftheon-conce contractor. r.menereerecompl.teand,anogmashould anyroad}greater man 5.an are forumestrn. .aretobst..dln.neri-wrroave.nrfrenment, EXPIRES:. 1213112016 design be applied an M, and aro for"dry condtlon"oluse. TRANS ID: LINK N9 Pp• yeemwn• 8.CompuTrus hes no control over and assumes no respell/sit/118y forme O.Design eewmes fug bearing et al supports Moven.Shim or wedge t November 3,2015 tabrla8on,handling.MI •sassumes pmaecend installation of set to Ir by 7.ledge assumes acted a beth fee b provided. 8.This design SCSI, es off i h em lin/Rationsbfurnished ret fs)o r 8.Plates mall be located on beth feces of truss,end pieced w their canter TPNNTCA in SCSI,copbe of which coil be fumlMed spun request. linesDigit coincide with joint plate center Ides. MiTek USA,Inc./Com uTrus Software 7.6.6 1 9.Digits indicate die reflatemind val. P ( I L For basic connector plate design values sea ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 3-09-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF SS; 27-03-00 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 27-03-00 1- 2=7 0) 63 2-11=(-3114) 11919 11- 3=( -2208) 8999 16- 8=1 -1797) 7263 2x6 KDDF SS T2, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-14952) 3948 11-12=(-5925) 22389 11- 4=7-13560) 3636 8-17=1-11658) 3186 BC: 2x6 DF 2400F 3- 9=7-11919) 3177 12-13=(-8292) 31152 4-12=7 -2091) 8505 17- 9=7 -2430) 9459 WEBS: 2x9 KDDF #16BTR; LOADING 4- 5=1-23553) 6273 13-14=(-9111) 34176 12- 5=7 -8874) 2427 2x9 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-31737) 8487 14-15=1-9111) 34176 5-13=1 -969) 9269 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 3'- 9.0"6V 7=7-31515) 8442 15-16=(-8244) 30921 13- 6=( -2823) 792 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 71.9)+01( 20.1)= 92.0 PLF 3'- 9.0" TO 23'- 6.0"7l. 8=1-23190) 6201 16-17=1-5895) 22200 14- 6=( -522) 2604 BC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 6.0" TO 27'- 3.0"86. 9=1-13191) 3492 17-10=1-3932) 13191 6-15=1 -3069) 843 BC UNIF LL( 0.0)+DL( 28.8)= 28.8 PLF 0'- 0.0" TO 27'- 3.0"96,10=(-16542) 4332 15- 7=1 -984) 4347 BC UNIF LL( 420.8)+DL( 286.2)- 707.0 PLF 7'- 0.0" TO 27'- 3.0" V 7-16=1 -9018) 2454 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 85.9)+DL( 29.1)- 110.0 LBS @ 3'- 9.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 85.9)+DL( 24.1)= 110.0 LBS @ 23'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL. BC CONC LL+DL= 2953.0 LBS @ 6'- 0.0" 0'- 0.0" -2461/ 9342V -52/ 59H 5.50" 13.94 DF ( 670) OVERHANGS: 12.0" 0.0" 27'- 3.0" -2915/ 11346V 0/ OH 5.50" 16.93 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'I' ( 3 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. I Join together 3 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ',/„' 9" oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed= 0.100" 9" oc n 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.369" @ 13'- 7.5" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.878" @ 13'- 7.5" Allowed = 1.756" MAX HORIZ. LL DEFL = 0.086" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.166" @ 26'- 9.5" .* HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE Design conforms to main windforce-resisting THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. system and components and cladding criteria. Wind: 190 mph, h=20.5ft, 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. 3-06-15 20-01-02 3-06-15 T T 1' 'I 3-03-06 2-06-14 3-09-12 3-11-08 3-11-08 3-09-12 2-06-14,y 3-03-06*11 T .4110# ' 1 1' '1 I 0# T 12 12 M-7x8(S) 8.50 F,7 sq 8.50 M-5x10M-5x8 M-3x8 0,25"M-3x10 M-5x8 M-5x10 3, 4 5 6- �, 7 a '1'2 Ti '1§l M-5x1.0,,,,40/A , / y _ M-5x10 A SS]]fJ 4 110,00.-�' •1 o M 1 x8" M- x8 M-�z6 M-3x6 0.25"15 M- x8 M-Vx8 to o co t,„ l��y s MSHS-9x18(S) 41(V* �:1��fN T� V f 1 ), *29538 ** l 1 ), l 1 l ��; 9 y y3-03-06 2-10-06 3-09-12 3-08 3-08 3-09-12 2-10-06 3-03-06 y 89782PE �. 1-00 27-03 JOB NAME : 17-D POLYGON - E1 Scale: 0.1584 40 (� WARNINGS, GENERAL NOTES, unties otherwlw noted ,, � /'OREGONy'�y: 4 1.Sulker and erection wntredor should be edveed of all General Notes 1.Th10 design b bawd only upon the parameters shown and is for an Indtslduel 114)/r(14 y (/i}��. V `� Truss: E 1 and Warnings before wnatrucuon mummies mies building component.Appacabllpy of design peamelare and proper 7 'l 4., 2.2s4 compression web bredng must be bielled where shown e. Incorporation of component N the responelbBty of the hulidin9 designer. 3.Atldabwl temporary brewing to pours stability during wn.85511 n 2.Design assumes the lop and bottom chords to be Merely braced at A/�r't Q� ength by Is the responsibility Draw erector.Additional pemeneet bracing of continuous eaNwthin respectivelyas plywood sheathing(TC)throughout TC endlo d Ir all(B). /'"/"S.�JL... {` gMo he ) rywep(BC). DATE: 11/3/2015 the overall structure I.the reeponYmlly Draw bunamg designer. 3.a�imp.d bridging or latero hredng required where shoes** SEQ.: K 15 0 4 9 9 6 4.No bed should be applied to any cemponenl unto after all bredng and 4.installation of trues I.�e respoo.i used lthe in a reweavlve contractor. environment, taenere aro complete and.Iw ane should any bass greater than and are fror•drytwue.ee of uw. EXPIRES: 12/31/2018 TRANS ID: LINK design loads be applied to any wmpenent 5.Compurnwhas wwntrolover and assumes noresponsibppyfor tM S.Design mums eeNpbeadngelelwppo e.hown.BhlmorWedgea November 3,2015 fabrication,handl shipment and isA.htion of components. newassry. mg. 7.Plate.assumesadequateon drainage Ie provitruss, 8.This design Is furnished stied to the limitations wt forth by B.Plate.shall M bcaletl on bon ices of Wu,and placed w mea center TPWWTCA In SCSI.wpbs of which WB be furnished upon request. lines coincide with)Pmt center Ines. s. MITek USA,Inc./Com uTrus Software 7.6.61L 9.Dlgas Indicate connector pph design in al p ( }E 1.Forbeckwnnede rt ptedesignvalues wit EBR-137 i,ESR•1996(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=1-527) 2545 11- 3=(-125) 823 16- 7=( -72) 139 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-3258) 693 11-12=(-980) 2296 3-12=(-538) 174 7-17=(-929) 113 3- 4=(-2268) 523 12-13=(-319) 1786 12- 4=( 0) 292 8-17=(-153) 653 LOADING 4- 5=(-1876) 526 13-15=(-200) 1568 4-13=(-465) 194 17- 9=(-376) 192 TC LATERAL SUPPORT 0= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1459) 484 14-16=1 -7) 50 13- 5=(-234) 862 9-18=( 0) 250 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1568) 511 16-17=(-205) 1564 13- 6=(-492) 164 TOTAL LOAD = 42.0 PSF 7- 8=(-1352) 466 17-18=(-306) 1638 6-15=( -23) 286 8- 9=(-1772) 504 18-10=(-304) 1640 14-15=1 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2160) 476 15-16=(-199) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=(-106) 98 ---- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LORD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTi.OM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -270/ 1616V -207/ 214H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -224/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs, - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 11-11-11 11-08-10 11-11-11 T I 'f I Design conforms to main windforce-resisting 2-09 4-06-04 4-08-07 1-05-09 5-0$-10 5-02-10 5-06-12 6-02-13 system and components and cladding criteria. 4 1 T 4 4 T .f T 4 12 12 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 8.50 M-4x6 M-4x6 .cc-J8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S M-3x4 M-3x8 Q 8.50 load duration factor=1.6, 6 7 ` Truss designed for wind loads M-5x6(S) no. in the plane of the truss only. M-5x6(S) 0.25" 9 I� , N0.25" �., / + +I + !s M-3x4 3 c M-3x6 11 12 1� 15 ............. ..... iiri -B * '+[ 0 o 1� M-5x6 M-3x4 M-3x8 0 14 16 lv le o 0 o at-1.5x3 M-5x6 0.25" M-1.5x3 M-3x5 * 1B o . 3.75 M-5x8 M-5x8(S) 12 WEDGE WITH 2)M-1.5x3 TYPICA6151 L D PR 0��. J )J. y y y y y y y �\GINE. -• f0 y -05-08y 4-06-04 4-08 1-11-04 4-11�-02 5-06-02 5-06-12 6-01-01 y , 1 0y-05-08 10-11-12 22-02-12 p 1-00 35-08 4 89782 P E sr Fr JOB NAME : 17-D POLYGON - D11 ) Scale: 0.1684 f OREGON --^ WARNINGS GENERAL NOTES, unless otherwise noted: *51;1'6.41i ,y/� il OREGON h� Truss: D 11 1 Builder and erecdor contractor should be advised f IG neral Notes i.This design p baned only upon the parameters parameters shown and is for en individual 7r„ve� �� �„�J � and Warnings on we booing mu commenas. building component.Applicability of design panmatero antl proper �l 2.2x4 compression web booing must be Installed where�hovm*, incorporation of component Is the re.ponsbllly of the building designer. _{ 3.Additional temporary bracing I.Insure stability during.anstrucllon 2,Design assumes the top and bottom shod.to be laterally bracedIal �A U L �` DATE: 11/3/2015 kths rosponatbll yofiM moor.Additional manel�bracing or ra.4 and al 70 o.cngre pede sy unless braced throughout Mek length by the overall structure b the responsibility of the building aipner. 20 imp continuous sheaths ewedg rd aheathing(TC)and/or drywel(BC). 4.No load Mould be applied to a 3.to Impact bridging or lateral bracing require.where shown*r. SEQ.: K 15 0 4 9 97ole any component until ler all bracing end 4.Installation of Truss b the responsibility to Bs lity of the respective contractor. fasteners aro complete and at no time should any toe greater Man 5.Design..somas trusses are to be used in a non-corrosWe etwhonment, { TRANS ID: LINK deegnbedscaapplied laany amponeM. and arefor'drycontllbn oluse. EXPIRES: 12/31/2016 5,CompuTrus has no control over and assumes no rasps Nifty for the N.nDee.e.assumes Ml bearing al ell supporta shown.Shim or wedge if November 3,20150_EXPIRES: LT 1 G V fabrication,handling,shipment end Installation of com nods. ry' 6.This design Is banished subject to the limitations set h by 7.DesigRaise assumes adequate en drainage is presided. B.Plates Mall be located on both rows of truss,and pieced so their center TPNWICA In SCSI,copies of which will be furnished n request. Iine.coincide wlh JeIM ceder Iine4 MiTak USA,Inc./CompuTrus Software 7.6.6(1 L+E B.Dlgba malate ems of ptte In Inches. 1f"- t0.For beats connector phis design velum..ESR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-13=(-732) 2598 13- 3=(-185) 839 10-19=(-196) 833 BC: 2x4 ROOF #148TR SPACED 24.0" O.C. 2- 3=(-3318) 955 13-14=(-667) 2345 3-14=(-592) 278 19-11=(-117) 134 3- 4=(-2258) 678 14-16=(-610) 2522 19- 4=(-166) 911 WEBS: 2x4 KDDF STAND; 2x9 KDDF NIS BTR A LOADIOG 4- 5=( 0) 0 15-17=( -29) 118 14- 6=(-992) 300 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1761) 604 17-18=(-554) 2371 6-16=( 0) 285 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2514) 817 18-19=(-520) 2121 15-16=( 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2140) 716 19-12=(-455) 1604 16-17=(-528) 2269 8-10=(-1560) 551 16- 7=( -81) 220 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=(-162) 146 10-11=(-1981) 625 7-18=(-360) 64 NOTE: 2T4 OPACIOR AT E9SOC TOS. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL 11-12=(-2127) 690 18- 9=( 73) 269 ___ ___ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-873) 269 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -323/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -279/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = -0.146" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL= -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" 9-11-11 15-08-10 9-11-11 Design conforms to main windforce-resisting T f 1' 1' system and components and cladding criteria. 2-09 5-00-08 2-02-03 3-05-09 5-03 4-09-12 2-02-0T-02-03 3-10-04 3-11-05 f 1' ' 1' 1' 'f 1' 1' 1 '1 1' Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 f f 5 9 T load duration factor=1.6, Truss designed for wind loads 12 M-5x8(S) M-4X6 12 in the plane of the truss only. 8.50 p M-4x6 M-3x4 0.25" M-36x4 d Q 8.50 6 7 r. M-1.5x3 M-3x5 ZA: -\\\\ 4, 3 o, M-3x6 -TA o Ci To "4.011183 14 r 16 1 M-3x8 0 15 17 18 19 **12 0 M-5x6 o to-1.5x3 M-3x8 0.25" M-3x8 M-3x5 1 o , 3.75 M-5x8 M-5x6(S) A� 12 WEDGE WITH 2)M-1.5x3 TYPICAL .,q,,,P r R Ofir l l l Y l l yNC• NCI I -- /0 ), ), 08y 5-02-04 5-11-04 ), 9-11-08 4-08 4-09-12 7-07-12 1 0y-05-08 10-11-12 22-02-12 y �� 8978 c 1-00 3s-O8 JOB NAME : 17-D POLYGON - D12 Scale: 0.1689 /�� N. WARNINGS: GENERAL NOTES, unless oOhemisenolsd' - -7'(/ OREGON yd/ 1.Bdlder and erection contractor should be advised of all General Notes 1.Thisk desiling gn is component.Applicability only upon the of parameters desigperimeters sho al and is for end proper an individual +� �[7 v: 4's (�� Truss: D12 end Warnings Were con/Mutton tlon commences incorporation of component Is me responsibility of me building designer. a 1 I _,4 - incorporation 2x4 compression xeb bredng mud be installed where shown*. 2.Design assumes the top and bottom chords to be latently braced et 4- /A U � 3.Additional temporary bracing to Insure stability during construction 2'a.0.and et 10 o.c raepedloely unless braced throughout ihek lengh by v'"1 L. is he responsibility olthe erodar.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywetl(BC). DATE: 11/3/2015 the overall structure Is the responsibility of he building designer. 3.2s impact badging or lateral bracing required where shown** 4.No load should be applied to any component until after ell bracing end 4.Instagaten of truss Is the responsibility of the respective contractor. S EQ.: K 15 0 4 9 9 8 fasteners are complete and at no time should any loads greater than 5.Design assumes hones are to be used in a noncorrosive environment, EXPIRES: 12/31/2016 design roads be applied to any component. end are assor umes MI b a bearing of use. TRANS ID: LINK 5.CompuTrushad nocontolover and assumo.noresponsibility for the 6.Design ssum..NnOseang.t.Awpponsehawn.Shlmorwedpslf November 3,2015 fabrication,handling,shipment end installation of components. 7.Design manes adequate drainage Is provided. 6.This design is banished wiled to the limitations set forth by 5.Plates shell be located on both faces of truss,end pieced as their center TPWHTCA In SCSI,copes or which MI be furnished upon request. ns S.lines Dlesssboide with indicate WZs)a liatng req Inca. MiTek USA,Inc./ComuTrus Software 7.6.6(1L(-E 10.For bask connector pieta design values see ESR-1311,EBR-1868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #1&BTR 1- 3=( 0) 65 1-12=(-581) 2598 11- 2=(-590) 839 16- 7=( -13) 345 WEBS: 2x4 KDDF STAND; SPACED 29.0" O.C. 2- 3=(-3318) 807 11-12=(-581) 2345 3-12=(-590) 294 7-17=(-873) 238 3- 4=1-2258) 541 12-14=(-977) 2522 12- 4=(-194) 911 8-17=(-179) 833 2x4 KDDF #1&BTR A LOADING 4- 5=(-1761) 503 13-15=( -23) 118 12- 5=(-992) 271 17- 9=(-129) 148 LL( 25.06+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2514) 685 15-16=1-436) 2371 5-14=( 0) 285 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2140) 602 16-17=1-388) 2121 13-14=( 0) 82 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=1-1560) 462 17-10=(-373) 1604 14-15=1-415) 2269 8- 9=(-19B1) 510 14- 6=( -50) 205 LL = 25 PSF Ground Snow (Pg) 9-10=.6-2127) 530 15- 6=(-162) 146 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL 6-16=(-360) 72 -____ REQUIRE[(LAT TOP CHORD AREAS NOT SHEATHED TORAGE DOES NOT APPLY DUE TO THE SPATIAL NTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -247/ 1616V -136/ 143H 5.50" 2.58 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) .. For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 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 = -0.146" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.294" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.079" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.131" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 19-08-10 7-11-11 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f I load duration factor=1.6, 2-09 5-02-11 5-05-09 5-(03 4-09-12 4-04-08 3-10-04 3-11-05 Truss designed for wind loads f f f f f T T f T in the plane of the truss only. 12 8.50 M-4x6 M-5x8(S) 12 M-3x4M-4x6 Q 8.50 4• 0.25" M-3x4 y M-1.5x3 M-3x5 A 3 o co ,� M-3x6 ,:::;5111 �.T, _- ._� 11 12 3 r 119 -.= . 41. M-ax6 M-3x8 o J` Sy 15 16 17 0 PM-1.5x3 M-3x8 0.25" M-3x8 M-3x5 e,10 0 ' 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 M-$X6(S) 0 y 12 l 1 l l y Y l � O PRQ1 y y-os-08 5-02-09 5-11-04 9-11-08 4-08 9-09-12 7-07-12 y ,c; �NG1N E$.1- C$ l Oy-Os-OB 10-11-12 22-02-12 1-00k :77$2pE �e 35-08 JOB NAME: 17-D POLYGON - D13 '`' ---�'� • Scale: 0.1684 lir .,,�1 (((���p /'�/+y40 . WARNINGS: GENERAL NOTES, unless otherMse noted. r� tZEGON (r' r Truss: D 13 1.Builder and erection contractor should be advised of ell General Notes 1.This design is bend only upon the pewter.shown and is for an individual �� `QR n" /` nd Warnings before construction commences. building component.Applicability y of design perameteand proper 2.2e4 compassion web bracing moat be insiallod where Atom. incorporation of component is Sr.reeponelbely of the bonding designer. 3.Additional temporary bracing to insure stability during e�nebuclbn Z.Design amines the tap end bottom sands to be lotenly braced et yw.4 a NI N the responsibility of the ends,.Additional permanent bracing of 2 o.c.end at 10 e.c.re ch as ply mien braced throughout their length by ). �'•J DATE: 11/3/2015 me overall Stoat,.acne responsibility Drina building centlnuoua&teaming such as plywood.he.8drg(TC)ager drywall(SC). g sign° 3.24[mead bridging or lateral bracing required where shown. SEQ.: K 15 0 4 9 9 9 4.No lead should be applied to any aompanent until afterInstallation I bracing and 4.Installation of bun Is the responsibility of the respective contractor. fasteners are complete and at no time should any ba greater then 5.Design assumes buena are to be used In a nontorresve environment, TRANS ID: LINK aeegnb.a.beappl.dmamamponent. and are for•drycondition.ofuseEXPIRES: 12/31/2016 5.CempuTrus hu no control over and mums no re Nklly for the S.Design assumes NI bearing at all support shown.Shim or wedge If febdatien,handl .hinecessary. November 3,2015 meq,shipment endkWgatbn al coin ants. 7.Design mimes adequate drainage is provided. 6.This design k furnished suited to the limitations rat by 8.Plates shall be bated en both faces of Ins.,end plead so their center TPIWTCA in SCSI.Apia.of which vAI be furnished n request. giros coinoie with Jointabler Ines. MITek US Inc./Com uTrus Software 7.6.6(11)-E S.Dignasiclat.ect of pieta Ininches. A P t0.For bask connector plots design volas see ESR-1311,EMI-1988(Musk) This design prepared from computer input by Pacific Lumber and Txuss-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 64 2-11=(-2038) 5418 11- 3=( -602) 1690 15- 8=( -380) 1154 2- 3=(-6808) 2396 11-12=(-1840) 4884 3-12=( -640) 246 8-16=(-1672) 904 BC: 2x4 KDDF 81613TA WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-5169) 1894 12-13=(-2578) 6210 12- 4=( -710) 2188 16- 9=( -6 8) 2136 2x4 KDDF 016BTR A LL= 25 PSF Ground Snow (Pg) 4- 5=(-4194) 1584 14-15=( -152) 376 12- 5=(-2618) 1316 9-17=(-4404) 1898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7530) 3110 15-16=(-2410) 5784 5-13=( -660) 1714 17-10=( -310) 230 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V 6- 7=(-7458) 3080 16-17=(-1544) 3584 14-13=( 0) 112 BC LATERAL SUPPORT C= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(-6734) 2782 13- 6=( -524) 392 8- 9=(-4818) 1946 13- 7=( -348) 814 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -58) 68 13-15=(-2616) 6450 7-15=(-1174) 716 NOTE: 209 OPACIOG AT E9SOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. OCATIOG MAX VERT MAX TIOZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -1038/ 3041V -88/ 162H 5.50" 4.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1245/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. -,,- Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed= 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, XX. MAX TL CREEP DEFL -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.239" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.444" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = -0.076" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.119" @ 35'- 4.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 29-08-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 f load duration factor=l.6, 1 ,� End vertical(.) are exposed to wind, 2-09 3-00-08 3-09-14 3-11-10 4-11-08 5-09-11 5-06-03 5-09-11 Truss designed for wind loads 4 *f f#320# ' ' f in the plane of the truss only. 12 M-5x6(S) 8.50 p M-4x6 M-3x4 M-1.5x3 0.25" M-3x4 M-3x8 M-1.5x3 4 5 6 )' 7 8 9 30 -7 e a M-3x5 + o V1 m 0 M-3x6 Q A a 1 2 M-3X8 ls' T 15 ds 17 0 14 oI =M-6x6 to M-7x8 M-4x12 0.25"16 M-3x8 o d 3 75 M-1.5x3 M-7x8(S) ('� 12 WEDGE WITH 2)M-1.5x3 TYPICAL f1 ,L P R OFt. , 1 l l l l , [',`Ca1N� `SIS/ J• y-05-08,3-02-04 7-11-04 ), 5-01-04 8-05 8-06-12 , ,�`�. �� QA` 1-0y-05-08 10-11-12 22-02-12 y 2g7g2 Yr, 35-08 • JOB NAME: 17-D POLYGON - D14 "lir Sale: 0.1706 9? Z •REG©NtiN, WARNINGS: GENERAL NOTES, uhessotherdse noted. / �•y_ 1.Builder ant wadi.contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and h for en Invlduel AA.`j'.: '(� 5C Truss: D 14 and Warnings before construction commences. building component.Apbllay of design parameters and proper 2.2x4 compression web bredng moat be bMeled where shown*. incorporation of component Is the rasponsiblay of the bullring designer. 3,Additional temporary bracing to Insure stability during construction 2.Design ad I lU me top and bottom desks to be laterally braced el PA U L �t 2'o.c.and at 1P c.o.respectively unless braced throughout tMh length by {•• Is the respamlbiaty of IM*redo,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlryweg(BC). DATE: 11/3/2015 me overall structure Is the responsibility of the beading designer. 3.2x hoped bridging or lateral bracing required where shown+* SE El5 0 5 0 0 0 4.No toed.Meld implied plied to any component until after an bracing and 4.Installation of Inns Is the responsibility of the reepenve contredor. 4•• fasteners are compete and at no time shouts any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12/31/2016 design bads be applied to any component. and ars assumor'dryes condbeariion.of use. TRANS I D: LINK 5.CompuTrus hes no control over and essumee no responsibility forth 6.Design assumes mA bearing et all support.shown.Shim or wedge If November 3,2015 wry. fabrication,handling,shipment end Installation of components. 7.Design sesames adequate drainage h provided. 6.This design is furnished soiled to the)imitation set forth by S.Plates shall be located on both faces of truss,and placed so their center TPPAr CA In SCSI copies of which wit be furnished upon request. line ooindde with Joint center linea. S.Digits indicate elle of piste in inches. MiTek USA Inc./CompuTrus Software+7.6.7-SP3)IL)-E 10.for bade connector pets design values see ESR-1311,ESR-1558(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 8'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR 1 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 2 .0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BCITTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 r 3 -,.' ti I 1 N 1 , liPIP o M-3x4 4 l .6 y 1-06 8-00 ��4 cO p R p40A/ 7~�j 0.yGINE .d9 I2? w 89782PE �T- JOB NAME : 17—D POLYGON — I1 / wr' Scale: 0.6358 w WARNINGS: GENERAL NOTES, anises otherwise noted. ,.." 1.Builder and erection contractor Mould be advised I di General Notes I Thi°design h based only upon the parameter.shorn and h for an Individual a".� Truss: Il and Warnings before censtmction commences. building component.Appk°bllily of design parameters and proper �,Fyy yyQ 2.244 compression web bracing Incorporation of component i.me r. sibl I.TA (ixtp y �� " ( g nasi los installed where �. 2.Design assumes the lop and bottom chards,berlateraly Imbed atn°r. 7 J 3.Additional temporary bracing to Insure stability during strudbn T o c end at 10.o.c r.epecteely unless bread throughout their length by is the responsibility of the erector.AddEonal permane bracing of continuous sheathing each as plywood sheathing(TC)end/or drywal(BC). DATE: 11/2/2015 the overall structure h the reeponsiblity of the building resigner. 3.29 Impact bridging or lateral br°dng required where shown.+ �A �� SEQ.: Ki5 0 5 0 0 1 4.No bad should be applied to any component until agerhll bracing and 4.Installation of truss is the reeponsibaty of the respective contr°dor. fastener.are compel.and at no time should any los greater then 5.Design assumes trusses ars to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. ander.ror^dryanation ma... 5.CempuTrus has no control over and assumes no re bay for the 6.Design sesames full bearing at al eappons shove.Shim or wedge if EXPIRES12/31/2016 febrlcason,handling.shipment and installation of cam nts. °°dry 7.y plate.aasume.adedenbothteaquate eat is truss. November 3,2015 8.This design I.furnished subject to the limitations rseted en r 6.Plates shall be loaded on both faces of trues.and placed so their center TPINYTCA in SCSI,copies of which MP be furnished n request. Ilnee eobdtle wlm joint center Iles°. 9.Dlgn°Indicate Yr.of plat.In inches. MITek USA,IDC.fCompuTrus Software 7.6.7(114-E to.For basic connector plate design vela°°see ESP-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-15) 262 6-3=( 0) 291 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-437) 98 6-5=(-15) 262 4-5=(-465) 63 WEBS: 2x4 KDDF #2 A STAND; 3-4=1-394) 116 2x6 KDDF # LOADING 4-5=1 -21) 46 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 LL = 25 POE Ground Snow (Pg) 0'- 0.0" -103/ 577V -86/ 94H 5.50" 0.92 KDDF ( 625) 10'- 9.0" -53/ 451V 0/ OH 5.50" 0.72 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.056" @ 9'- 2.9" Allowed = 0.492" 5-07-08 5-01-08 MAX TL CREEP DEFL = 0.061" @ 9'- 2.9" Allowed = 0.656" 1 1' 1' MAX HORIZ. LL DEFL = 0.002" @ 10'- 3.5" 5-07-08 3-04-13 1-08-11 MAX HORIZ. TL DEFL = 0.003" @ 10'- 3.5" I .f . 1' 12 12 IIM-9x9 8.50 7Q 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, RUN (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I4-3X4 0411111111111111111111 ' !M o -. 6 5 0 0 1 M-3x4 M-1.5x3 M-3x8 .jr ,I, l 5-07-08 5-01-08 ylo01 to 09 1 `mss• ' ..\ NE LI> c. 89782PE r JOB NAME : 17-D POLYGON - X2 • `�'� • Scale: 0.4201 j \ '^ WARNINGS: GENERAL NOTES, uNess otherwise noted v' l• �'=7 -_^ 1.Odder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameter.Moven end Is far en individual 9 OREGON h Truss: X2 and Warnings before condrudten commences. bdlang condoned.Applicability o1 design parameters and proper ///��• I 2.2.4 comprosdon web bracing mud be!ndelted whore Mown+. Incorporation of B.top t M the rospondb9fty of the building designer. � Al IG 3.Additional temporary bracing w insure stability during constructor. 2.Deign assumes the top erld alp an chortle to be laterally braced al :7 lathe rospondb f the erector.Additionalpermanent bracing f 2 o c end at 1 D a.c.respectively ridesa braced throughout their length by Nky oineg o 2t Imps us sheathing or such l blaming re aired n ere)aha,,ra da wal(BC). P/1.1 11 . DATE: 11/2/2015 the overall d ildity tithe responsibility ofthe buntlinedealcing 3.coImpact bridgingoreach splyrd the tlwhoredawn+r x'"'11 V L SEQ.: K 15 0 5 0 0 2 4.Na load should be applied to any component until after an bracing and 4.IInnaatagatwn olbua�ssm....poo sibusiya o-aenunpsurova 000tree nnr. fasteners are complete and atnoEms should any loads greater than aedgn.assumes uce..eatob. �J { �'+ I] )y� c TRANS I D: LINK design loadTrss he applied to any and..sw. 6.Design assumes ui bearing at al supports show,.Shim or wedge W EXPIR: R ES: 12131/2016 5.CompuTrw has no control over and resumes no responsibility for the neaeary fabrication,handling,shipment and installation of componente. 7.Design escaneS adequate drainage I.provided. November 3,2015 6.This deign is furnished cabled to the limitations eat fort by B.Pletes shell be orated on both faces of truss,and placed so their center TPIM/TCA In SCSI,capita of which will be furnished upon request. lines coincide with Joint anter lines. a.Ogre indicate size of plate in Inches. MiTek USA,Inc.fCompuTrus SORware 7.6.7(IL)-E 10.For basic connector plate design values tree EBR-ilii.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-437) 102 1-5=(-16) 264 5-2=( 0) 241 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3=(-396) 116 5-4=(-16) 264 3-4=(-467) 63 WEBS: 2x4 KDDF STAND; 3-4=( -20) 46 2x6 KDDF 62 A LOADING LL( 25.04+DL( 7.0) ON TOP CHORD = 32.0 PSF SC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -60/ 451V -82/ 82H 5.50" 0.72 KDDF ( 625) LETINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) 10'- 9.0" -55/ 452V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM C•$ORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.054" @ 9'- 2.9" Allowed = 0.492" MAX TL CREEP DEFL = 0.059" @ 9'- 2.9" Allowed = 0.656" MAX HORIZ. LL DEFL = 0.002" @ 10'- 3.5" 5-07-08 5-01-08 MAX HORIZ. TL DEFL = 0.003" @ 10'- 3.5" 4' 1' 5-07-08 3-04-13 1-08-11 Design conforms to main windforce-resisting 1' ' f f system and components and cladding criteria. 12 12 Q IIM-4X4 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 8.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 4.O" load duration factor=1.6, F End vertical(s) are exposed to wind, NNTruss designed for wind loads in the plane of the truss only. M-3x4 AlAill TI mo .til o All 1 1 ** 5 4 p o M-3x4 M-1.5913 M-3x8 1 y 1 5-07-08 5-01-08 y to-0 9 y �tiQ, ) PR Q�ret9(p • 89782PE ter' JOB NAME : 17-D POLYGON - X4 • Scale: 0.4260 ,L.olt _ WARNINGS: GENERAL NOTES, unless otheep°enoted / 9,,OREGON les Truss: X Q 1.Builder end erection contractor should be advised ofa`I General Notes 1.Thle design is based only upon the parameters Moen and Is for an individual l' 0 ,ir and Warnings before comtrudlon commences building component.Applicability of design parameters and proper ► / y�V ,,,yyy 2.204 aompre.Non web bracing must be Meddled wheM shown a. incorporation of component Is me responsibility of the building designer. 6 V �-+ 3.Additional temporary bhang to Insure ebdlty during Construction 2 Design assumes the top and bottom chords to be lateral*braced at "J AIPIY 15 ;`. Is the responsibility of the erector.Additional carman*bracing of 2'0.6 and at 10'o.c.respectively unless braced throughout men length by Ar DATE: 11/2/2015 thewentetnolunI then continuous shuttling such as plywood Meathing(TC)and/ordrywal(BC) "q SDA UL - sponelbli y of the buildsr�dedgner. 3.20 Impact bridging or Wend bhang required where shown** SEQ.: K 15 0 5 0 0 3 4.No load should be applied to any component until aT all bhang end 4.Installation of truss is the responsibility of the respective conb,dor. fasteners are complete and at no Om should any 3386s greater then 5.Design assumes trusses are to be used In°non<orrosN°environment, TRANS I D: LINK design bads be applied to any component. end ere for"dry condition*of use. l/ p 5.CompuTrue hes no control over and assumes no reapeiblllty for the 6.Design aseumas NN bearing at al supports Mown.Shim or wedge If siEXPIRESq: 1 2/3 1/201 6 fabrication,handling,shipment and Instaletlon of connents. °°°components. 7.Design assumes b ebadequate bath age is.elsa prodded. November 3,2015 6.This design*furnished caged to the Iimlletbn.set Forth by S.Plates shall be boated on both laps of truss,and placed so their center TPVWTCA in SCSI,copies of which will h furnished 6pon request. lines coinade Mt Joint peter lines. 0.Digits indicate size of plate In Inches. MITek USA,Ino,/ContpuTrus Software 7.6.7(10-E 10.For bask connector plate design values see ESR•1311,ESR•f 085(MRak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 59 2-5=(-99) 58 3-5=(-282) 197 BC: 204 KDDF 41&BTR SPACED 29.0" O.C. 2-3=(-106) 82 5-6=( 0) 0 WEBS: 2x9 KDDF STAND 3-9=( -29) 11 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: 18.0" 0.0" 0'- 0.0" -87/ 596V -28/ 93H 5.50" 0.87 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" -38/ 325V 0/ OH 5.50" 0.52 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.070" @ 6'- 9.7" Allowed = 0.354" MAX TL CREEP DEFL = -0.174" @ 6'- 9.7" Allowed = 0.472" 6-10-04 1-01-12 MAX HORIZ. LL DEFL = 0.000" @ 7'- 9.2" ,r ' f MAX HORIZ. TL DEFL = 0.000" @ 7'- 9.2" 12 4.00 " Design conforms to main windforce-resisting system and components and cladding criteria. 9 M-1.5X3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, E End vertical(s) are exposed to wind, )( Truss designed for wind loads in the plane of the truss only. N ri .ti-... 1 ti N N I I WAof 1 2�� 5 ** 6 0 M-3x4 M-1.5x3 y l 1 6-10-04 1-01-12 l 01 l 1-06 8-00 Ft .<ic,04G N 4- /19 3 4:t :9782PE yam. JOB NAME : 17-D POLYGON - I2 ..r ..i► Scale: 0.5358 SW 1 WARNINGS: GENERAL NOTES, unless otherwise noted �� tee (gyp/ (`�y'�I�� �) I.Builder and erection oontrador should be advised of a0 General Notes 1.This design building component.Isba only npkpoupon lthe of drape parameters shown and is for and proper individual ,F OREGON ZE GO I V h i. Truss: 12 and Warnings before construction commence. V 2.2o4 compression web br.ang must M Installed where Noon.. Incorporation of component Is the reapondbNNy of the building designer. '5/ V4 rj y A S " „,, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be latently bawd at K♦- `l _4 Is IM responsibility of the erector.Additional permanent bracing of 2 o e and at 1 d o c.respedivpl unless bread throughout their length by "t I�1.. continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). . DATE: 11/2/2015 the overdl structure Is the responsibility of the building designer. 3.2t Impad bridging or lateral bhang required where shown++ SE K 15 0 5 0 0 4 4.No load should be applied to any component until alter all bracing and 4.Installation of trues la the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, dellen loads be applied to any component. and are for dry condition"of use. TRANS I D: LINK 5.CompuTrue has no control over and assumes no respon,kuey kr the 3.Gaston assumes NI bearing al ail supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment and bMeMtion or components. 7,psagn assumes adequate drainage is provided, November 3,2015 S.This design Is famished sullied to the limitations set forth by S.Plates shell be located an both fads of buss,and placed au their anter TPWVTCA In SCSI.copies or which will be furnished upon request. line colndde 04th joint anter Nnss. g.DIglts Indkate alae or plate In Inches. MiTek USA,Ince/CompuTrus Software 7.6.7(9L)-E 10.For beds connector plate design valuesaee ESR-1311.ESR-1038(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-09'00 STUB HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LO4A DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 7=(-155) 630 7- 3=( 0) 176 BC: 2x4 KDDF #1&BTR 2- 3=(-862) 248 7- 8=(-148) 564 7- 4=( -24) 81 WEBS: 2x9 KDDF STAND; LOADING 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 3- 9=(-630) 221 8- 6=(-144) 568 4- 8=( 0) 161 4- 5=(-766) 249 5- 6=(-906) 247 TC UNIF LL( 50.0 +DL( 14.0)- 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 5- 6=( -18) 79 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+➢L( 21.0)= 96.0 PLF 4'- 0.0" TO 7'- 3.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 7'- 3.0" TO 10'- 9.0" V BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 10'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS 8 4'- 0.0" 0'- 0.0" -213/ 802V -56/ 636 5.50" 1.28 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 7'- 3.0" 10'- 9.0" -175/ 694V 0/ OH 5.50" 1.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 0-00-00 2-00-00 REQUIROMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" no For hanger specs. - See approved plans MAX LL DEFL = -0.027" @ 7'- 3.0" Allowed = 0.492" I 3-11-11 MAX TL CREEP DEFL = -0.053" @ 7'- 3.0" Allowed = 0.656" 3-03-10 3-05-11 '1 f MAX HORIZ. LL DEFL = 0.004" @ 10'- 3.5" MAX HORI Z. TL DEFL 0.007" @ 10'- 3.5" 3-11-11 3-03-10 1-09 1-08-11 T il28I# 4128# 1' 1' 12 12 Design conforms to main windforce-resisting 8.50I;77 system and componentsg criteria. 8.50 Ys and clatldin M-4x6 ��M-6X6 Wind: 140 mph, h-20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41410111111kniii load duration factor=1.6, End vertical(s) are exposed to wind, WA Oh Truss designed for wind loads in the plane of the truss only. co m - I og 6rill o-04 M-1.5x3 M-3x8 l l l 1 3-09-08 3-09-11 3-01-12 y ), 1� 1-00 10-09 y P R ' 89782PE �<' JOB NAME : 17-D POLYGON - XH1 Scale: 0.4451 , ., NMI WARNINGS: GENERAL NOTES, unless other..noted. )",,, Truss: XH 1 1.BWIder and erection contredor should be edvlsed 1 AlGenerei Notes 1.This design Is based only upon the parameters Mown and Is for an individual -7 OREGON V� and W mings before conNnalion commences. building component.Applicablity of design parameters end proper 2.2x4 compression web bracing must be Installed Where vm«, 'R.- incorporation of component Is the reeponsibNlly of the building designer. -j,9. Alpiy A6 ,. ['}� 3.Additional temporary bracing H Insure stability dump nstruabn 2 Dee.assumes the lop aril bosom dorms fo les laterally braced at T " le the reepensiblily of the erector.Additional germane basing of T o.e and et iG at,rospedNaly unless baud throughout their length by DATE: 11/2/2015 the overall structure Is the responsibgly of the building sal nr. continuous sheathing Herat as acing requirede Mere)own 0 tlryweA(BC). f'f Q g 3.2x Impact bridging or Nlerel brednp Mere shown«e0 P SEQ. : K 15 0 5 0 0 5 4.No bad should be applied to any component until after bracing and 4.Installation Ohms Is the responsibNAy of respective contractor. fasteners are complete end at no time should any loult greater than 5.Design assumes hisses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016 fArI]A/f]/ 4�+ 5.CompuTms has no control over and assumes no reaps 5slblllty for the 6.Designnecessary. NA bearing al all supports shown.Shim or Madge If EXPIRES: 1 G!v7 A!'G V 1 V fabncation,handling,shipment end Installation of components. ry' '.Flasign t.shalumeearedoneorainage faussprodded. uss,an tel 3,2015 S.This deeyn Is ESI,copies cabled to the gmllallons set op o by 8.Plates shell be baled on both leas of true,and plead so their center TPVW7CA m SCSI,copies of which will be furnished upon request. line coinaM with Joint center line. MiTek USA,Inc./CompuTrue Software 7.6.7(1 L)FE S.Digits hMlute size of plate In Inches. to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) TPacifichis design Lumber preparedand fromTruss-BC computer input by LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-4=(0) 0 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-53) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 POP 0'- 0.0" -92/ 413V 0/ 59H 48.00" 0.66 KDDF ( 625) 3'- 11.2" -43/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 44V 0/ OH 0.00" 0.00 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9.00 D MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4- --- -3x9 y y y 1-06 9-00 ppn •c>,0) PR V �S 44 ir 4t` 89782PE JOB NAME : 17-D POLYGON - I3 Scale: 0.7986 ,✓%G' • 'ry WARNINGS: GENERAL NOTES, uNess otherwise noted ��OREGON �r) 1.Builder and erection contractor should be advised of air General Notes 1.This design h based only Won the parameters shown and h for an Individual 7 Truss: 13 and Warm berore construction commences. building component.Applicability of deeds parameters end proper r [}. Warnings incorporation of component Is me respcn.ibnity of the building designer. �' v fr 1 J 2.2z4 compression web bracing must be installed where shown«, Design eswmesthe top and bottom chords to be latent/braced at �,y V 3.Additional temporary bracing to insure debility during construction 7 oh.and at ID o.e.respedhely unless braced throughout their length by //++••�k l (� le the respontbikty of the erector.Additional permanent bracing of continuous Sheathing such as plywood aheething(TC)ander drywnn("C). 4 A'�..U .. { DATE: 11/2/2015 the"wenn structure is the responsibility of the building designer. 3.a<Impact bridging or lateral bracing required where shove.. SE K 4.No load should be applied to any component until after all bracing end 4.Installation of es is the responsibility of the reapedhe conkedor. Q• 15 0 5 0 0 6 trufasteners are simulate and at no Em.should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, dtogsrocasbeepvneefo.nrcomponent. end are for"dry condition°of use. �/ {{p 12/31/2016 kry .k /� TRANS I D: LINK 6.Design assumes full beaded at all supports Shove.Shim or wedge if EXPIRES. 2/ /201 5.compurmehes nocontrol ow.r.rteassumes noraaponsibllpyforine necessary. fabrk.gen,handling,shipment end Insteflation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This de=ign Is furnished sullied to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed ea their comer TP/WTCA In BCSI,apes of which will be furnished upon request. 9 IlInacDigftindicateoide center ea size of phis el lines.s. MiTek USA Inc./CompuTrus Software 7.6.7(1L(-E 10.For basic connecter plate design values sea ESR-1311.ESR-1806(PATO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 04-00 GIRDER SUPPORTING 9-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAb DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-192) 210 1-4=(-84) 113 2-4=(-257) 233 BC: 2x6 KDDF #1&BTR WEBS: 2x4 RODE STAND LOADING 2-3=( O) D LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)pDL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 96.9)oOL( 85.9)= 182.8 PLF 0'- 0.0" TO 6'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -144/ 800V -71/ 144H 5.50" 1.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 4.0" -172/ 763V 0/ OH 5.50" 1.22 KDDF ( 625) REQUIRE OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.181" @ 3'- 2.3" Allowed = 0.429" MAX TC PANEL TL DEFL = -0.162" @ 3'- 2.5" Allowed = 0.644" 6-00-04 0-03-12 1 '( .( MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 8.5o p M-1.5x3 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. j 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=l.6, Truss designed for wind loads in the plane of the truss only. ko 0 0 I c m AI 1►- o M-3x4 M-3x8 k k k 6-00-04 0-03-12 1 y 6-04 PR 4, 1 ��5 s� ‘.,‘GIN E �`r�r0 k, :9782PE sem. JOB NAME : 17-D POLYGON - W1 • Scale: 0.4857 �' . WARNINGS: GENERAL NOTES, unless otherwise noted. L„ vy IIITruss: W 1 1.Builder and erection contractor should be advised r al Qeneral Notes 1.This design Is based only the parameters shown and Is for an Indivldual "7 !s EGON and Warnings before construction commences building component.Applicability of design parameters end proper' 2.2o4 compression web bracing must be Installed where Incorporation of component Is the responsibility of the building designer. ,err j (/J [}. 3.Additional temporary bracing to insure stability during Sruction 2.Desitin and at rE the lop antl bottom charts to be laterally braced H ]� "��1� '�5 !�� is the responsibility of the erector.Additional permanent bracing of 2'o.e h 70'o.c.rsnob as ey unlace braced throughout their length by (y. I _+Tf DATE: 11/2/2015 the overall structure a the r• continuous sheathing such as plywood required ing(.C)and/or drywal(BO `, /i U V responsibility of the building Igner. 3.2a Impact bridging or lateral bracing where shown e« )' f"" ` SEQ.: K1505007 4.Noload should be applied toany component until ader4lbracing and 4.Instaletbndims Isthe reepomlblityofthe respective contractor. fasteners are complete and at no time should any loadsnreater than 5.Design assumes trusses are to be used In a noncorrosive envlronmem, TRANS ID: LINK design loads be applied to any oemponam. and are for"dry condition"of use, {� c 12/31/2016 5.CompuTrue Ms no control over and assumes no responsibility for the S Design assumes NA bearing al al supports mown.Shim or wedge If E f I RE'J. fabrication,handling,shipment end insolation of oom no. nacesssry. Plates haas�m'eoatede n drainage is truss,an Tel 3,2015 B.This deegn is d eens to me limitations set fo by B.Plates ind be hinted both faces of tmae,and placed co their coMer TPWJ(CA in SCSI.copies of n tech WB be furnished unnn request. lines coind a with food center Inc.. MiTek USA,InC./CompUTNs Software 7.6.6(114,E B.Digits indicate size of plate In Inches. 70.For basic connector plate design values sea ESR-7317,ESR-t SOB 11,11Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1-2=(-206) 187 1-9=(0) 0 BC: 2x9 KDDF g1&BTR SPACED 29.0" O.C. 2-3=( -82) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 238V -65/ 172H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 701/ 0/ OH 5.50" 0.11 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -198/ 393V 0/ OH 1.50" 0.99 KDDF ( 625) 8'- 2.8" -10/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP2OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.998" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" i 12 Design conforms to main windforce-resisting 8.50 system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. 0 N o a, O C ai O1 ME=24 4 F� 0 M-3x4 y y 6-00 LYS 'PROVIDE FULL BEAR NG;Jts?1,092,213 I `_2 + AG .e. /t„/ye' :9 82 E JOB NAME : 17-D POLYGON - ADJ1 • Scale: 0.4499 Wir WARNINGS: GENERAL NOTES, unless otherwise noted. V 40 yV t1p f'511K1 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and Is for en Individual �I- O l-1 G O I V (1 Truss: ADJ1 and Warnings before contraction commences. bulmino component.Applicability of deign parameters and proper 9 ��Y ) �, 2.ora non6aealon web bredng mud be Installed where shown.. Dign assincorporation of component an I.the m chords responsibility or the building designer. 3.Additional temporary bredng to Insure dabillty during construction 2 Design assumes the lop end bosom unlessbraced p be laterally braced at b the responsibility of the erector.Additional permanent bracing I 7 a.o.end at ee0 o.o.respectively braced throughout their length by V 9 o continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). PA U L " DATE: 11/2/2015 the overall Annotate is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required vmere shown.. SE K 4.Na pad should be applied to any component until ager all bracing and 4.Indagation or truss Is B.respondbairespectivehe respective contractor. Q• 15 0 5 0 0 8 fattener*are complete and no timth should any loads greater than 5.Dellen assumes trusses are to be used Ina noncorroalve environment, design pads be applied p any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing at act supports shown Shim or wedge If 12131/2016 6.ComWTma has no central over and assumes no responsibilityforiha acaury. EXPIRES: fabriaatlon,handling.shipment and Installation ofcomponents. 7.Design wanes adequate drainage:eprovlded November 3,2015 8.This design h furnished subject to the limitations at forth by 8.Plates shall be located on both faces of truss.and placed a their center TPI/WTCA In SCSI,copes of which vAl be furnished upon request. S.IIlnesDigttoinnclde with cdla datoi tpcenter line. MiTek USA,Ina/CompuTrus Software 7.6.6(1L}E to.For basic connector plate design values see ESR-1317.ESR-1988(14IT.Y4 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-5=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-208) 187 TC LATERAL SUPPORT <= 12"0C. OGN. 3-4=( -81) 33 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 456V -72/ 230H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -188/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL B'- 2.8" -12/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BO4TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 4 -/ MAX TL CREEP DEFL = -0.014" 8 -1'- 6.0" Allowed = 0.200" 1 MAX TC PANEL LL DEFL = 0.087" @ 2'- 11.8" Allowed = 0.452" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.677" MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" 12 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, 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 sr .-1 in the plane of the truss only. I N o io N m1O 0 ,,,,, 1 y 1-06 1 6-00 y 2-02-12 y t.(} PROF.. 'PROVIDE FULL BEARING:Jts:2,5,3,4 I /�� �+t K1��� 22 "`/ 1711�V !� :9732PE 9r JOB NAME : 17-D POLYGON - ADJ2 • • , Scale: 0.4480 WARNINGS: GENERAL NOTES, unless otherwise noted: ‘..174, . Truss: ADJ2 1.Builder and erection contractor should be advised of alSeneral Notes 1.This design Is based only upon the parameters shown and la for an Individual -S7 0 REGON OI.� and Wamirps before construction commences. building component.Applicability of design parameters and proper �,yy "r 2.2x4 compression web bracing must be Installed where}hovm a. incorporation or component is responsibility of the building designer. v" 4R y AS � F` 3.Additional temporary bracing to inure atabiley during...Ruction Z.z s.c.assumes the lop act bottom chords to be throughout braced at Is the rasponslbilty of the erector.Additional permanea brain of T o e.end at ea10'o.e.auoh as sly unless braced)TC)and/or r drp length by DATE: 11/2/2015 the overall atruoture is the re g continuous rdeaming such as plywood sheathing(TC)and/or"...Q C). "l �� t1� responsibility of the build/farcE liner. 3.2x Impact bridging or lateral bracing required where shown at a `! SEQ.: K 15 0 5 0 0 9 4.No bad should be applied to any component until after ail bracing and 4.Installation of dues la the responsibility or the respective contractor. fasteners are complete and at no time should any bad greater than 5.Design assumes trusses are to be used b a nontarroerve environment, TRANS ID: LINK de sign loads be applied to any component. 1� and are for%try condition.'of use. lf� t]l)ry(� �R 5.CompuTrus Ms no control own and assumes no ream...Illy for the 6.Design assumes full bearing at al supports Mown.Shim or wedge N EXPIRES: 12/3.I l L4 RJ. fabrkadon,handling,shipment and Instalatbn of contep}�nems. necessary. S.This design le furnished subject to me limitations set ralh by 8.Plees sassumes all be bwt den bothffces of russ,and placed w thelncontan November 3,2015 TPIMTCA in BCSt.cop.orad*.MI ba furnished*II request. tries coincide with jokes center lines. MiTek USA,Inc./CompuTfUs Software 7.6.6(114E 9.Digits Indicate sloe of plate In Inches. 10.For bask connector piste design values sea ESR-1311,ESR.tBee(MITek) 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 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #1s3TR SPACED 29.0" O.C. 2-33-9=(--52)0) 1000 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.5" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -55/ 188H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -149/ 250V 0/ OH 1.50" 0.32 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -✓ MAX LL DEFL = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.4" Allowed = 0.449" 3 MAX TC PANEL TL DEFL = -0.119" @ 3'- 5.0" Allowed = 0.673" 12 8.50 7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" ') MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, u1 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), o load duration factor=l.6, NTruss designed for wind loads in the plane of the truss only. LU rn 0 o6�� -, I M-3x4 l l 1 l' 1-00 6-00 0-09-08 ', (PROVIDE FULL BEARING;Jts:2,5,3 I I,. \ _`!^.INE LA/r`J �17� t- 89782PE 11_,.. JOB NAME : 17-D POLYGON - BDJ50010: 0.5153 � 7 --,.. WARNINGS: GENERAL NOTES, Mess otherwise noted t.1OREGON /1(�1 T 1.Budder end erection contractor should be advised of Cl General Notes 1.This design la based only upon the parameters shown end Is for an individual Oit G OI V O Truss: BDJ and Warnings before construction commences. building component Applicability of design parameters and proper [ 2.2»4 compression web bracing must be Installed where shown.. incorporation of component la the responsibility of me building designer. +'f 6e4,fi},. Cj k'G 3.Additional temporary bracing to Insure stability during mnetrucibn 2.Design saunas the top end venom drone c d throughout Iro rally bracad et •\ la the responsibility of the erector.Additional M bracing of cntinc.and et ea9 hin rsech cc plywood sbrecad(TC) r dryall(Beir length). V germane continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). � �'A U L �� DATE: 11/2/2015 the overall structure late responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. SE K 010 4.No toad should be applied to acomponent ung ager an bracing and 4.Instefation of truss is me respon.lbify of the respective contractor. SZ•: 15 0 5 dry fasteners are complete end at no time should any loads greater than 5.Design assumes truss.s are to be used Ins non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. EXPIRES: .{!y I] )�j p TRANS ID• LINK 8.Design assumes full bearing at al supports shown.Shim or wedge If `X( FRES. IGIx71/2016 5.CompuTrua asst no control over and assumes no responsibility for n-., fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design Is furnished cogent to the limitations set font by 8.Plates Mall be located on both faces of truss,and placed so their center TPINIfCA In SCSI,copies of which w81 be fumlahed upon request. 9.(pies oiindIndiads sirdee of platewith joint ein inches. Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS ,''. TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF µ163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-9=(0) 0 BC: 2x4 KDDF µl6 BTR SPACED 24.0" O.C. 2-3=(-63) 34 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" -59/ 294V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -66/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQOI EMENTS 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 lOPSF LIVE LOAD. TOP AND BO/TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" f 1 MAX BC PANEL LL DEFL = 0.003" 0 1'- 9.9" Allowed = 0.148" MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.2" Allowed = 0.197" 12 MAX BC PANEL TL DEFL = -0.003" @ 2'- 0.6" Allowed = 0.197" 8.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" 0 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads N in the plane of the truss only. 0 I O1 0 , m f- 0 I IMINEMINIMINIMINIEo 11119 . 4 M-3x4 l J, y 1-00 3-10+08 (PROVIDE FULL BEARING;Jts:2,3,4 ,c,<<- co PROs �,� 0NGINELcR ,, `t` 89782PE ��' JOB NAME : 17-D POLYGON - CJ1 • Scale: 0.6731 -!-+/ WARNINGS: GENERAL NOTES, unlessomrvb eanobtl / '-.., taa 40 Truss: CJ1 1.Builder and erection contractor should be advised or al lleneral Notes 1.This design b based only upon the parameters shown and B kr an Individual •'OREGON REG O N (rN �, and Warnings bebre construction commences, J� building component.Applicability of design parameters and proper 1J 2.2a4 comprasston web bradng must be'Malted where Tlovm+, incorporation of component is the responsibility of the building designer. (� 3.Additional temporary bracing to insure sbbBty dump or{nstruc8on 2 Design assumes the lop and bottom Marta to be laterally braced at /, ��V 1 5 " t is the respoalbiBly of me erector.Additional permeant lensing or T o c and at 10'e.c reapedNely unless braced throughout glair length by '9/'+/'Is r i DATE: 11/2/2015 the overall structure is the responsibility of the Building lane, continuousxmpactsheathing or aahesacng rewired ngre sown 4 drywaA(BC). "l. PA UL Q.` I 2a Impact of of lelersl bracing required rasps Moven+♦ L SEQ.: K 15 0 5 0 11 4.No load Mould be applied to any component until afterep brad�g and 4.installation truss is me responsibility of the respective contractor. fasteners ere complete and at no time should any Fulda'greater than 5.Design assumes trusses are to be used Ina nonrorroete environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus sea no control over and assumes no responsibility for the 6.De stag assumes RI bearing at ail pappose Mown.Shim or sedge p EXPIRES: 12/31/2016/ 0 fabrication,handling,shipment end installation or cont nts. ss 7.Design saaumebatedabdrainage taoa iapravlad. November 3,2015 e.This seeps is banished codes of e l the limitation.Rrna set u by B.Plates shall a bated on boar rasa Oinks,and pleas so male anter TPBN TCA In BC51,copies of whkh will be Nmbhed upon request. lines coincide with joint anter tines MITek USA,Ina/CompuTrue Software 7.6.6(14}E S.Digits Maude alts or plate in inches. 7 N.For bask connects pleb design vela.see ESR-f 3t t,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-85) 116 3-5=(-258) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-2_33_(-1955) 2133 WEBS: 2x4 KDDF STAND 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -77/ 409V -82/ 171H 5.50" 0.65 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.0" -65/ 265V 0/ OH 5.50^ 0.92 KDDF ( 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.184" @ 3'- 2.3" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.159" @ 3'- 2.5" Allowed = 0.672" 6-00-04 0-03-12 1' 1 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 12 8.50 p M-1.5x33 4 Design conforms to main windfoxce-resisting j system and components and cladding criteria. f Wind: 140 mph, h=21.4ft, 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. 0 0 I o li _ mi o M-3x4 M-1.5x3 y 1 1 6-00-04 0-03-12 l 1 y �c,�ED PRO, 1-00 6-04 �� ,gyGINEF� .©2 89782PE <' JOB NAME : 17-D POLYGON - W2 Scale: 0.4559 ,. /✓(.1 `• WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON T� 1.Builder end erection contractor should be advised of ail General Notes I.This design is based onN upon the pommeled shorn and Is for en Individual . Truss: W2 and Warnings before consarudlon commences. budding component.Applicability of design parameters and proper (� 2.2a1 compression web bracing must be installed where shorn+. Incorporation of component is the responsibility of the building deegner. A ii V .\8 sC 3.Additional temporary bracing to Insure siebllfy during conshudlon 2.Design assumes the top and bottom chords to be laterally braced at A Is the responsibility of the erector.Additional permanent bracing of Y rd:c. and at e o o.such as ply unless bread(TC)aroui their length). PA IJ B �� coMlnuous ahaelhing such as plywood Neathlig(TC)anmor dryweA(BC). `` DATE: 11/2/2015 the overall Annotate Is the responsibility of the bedding designer. 3.24 Impact bridging or lateral bracing required where shown C e SE K1505012 4.Noload nemshould be implied to any otiesscomponent until all bradrgand 4. tatssumtstw�ererobeusseecnsno�nrvecontractor. nv nment, Q• fe sig to are compete and at no time should any loads greater then and are for•dry condition"of use TRANS ID: LINK desgnloadsbeapplied hany oomonad. 6.Design assumes full beedngatalsupports shown.Shim orwedge rc EXPIRES: 12/31/2016 6.CompuTnrs M Ms no control over end assumes no responsibility for the necessary. hbdcegen,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.Rib design is furnished subject to the limitations set forth by 6.Plates shall be boated on both/aces of buss,and placed so their center TP6WTCA b SCSI,copies of which will be furnished upon request. B.Iines DIess elnnldindicaen sie with zeoint center o then elines. ne MiTek USA.Inc./CompuTrue Software 7.6.6(1L)-E 10.For bade connector plate design values see ESR-1311,ESR-1960(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ,'. TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-9=(0) 0 HC: 2x4 KDDF #1S BTR SPACED 24.0" O.C. 2-3=(-83) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 326V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 9.0" -59/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITECD STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 17 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" I MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Lel0 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights ), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, ^7 Truss designed for wind loads in the plane of the truss only. chf- 0 o11171 o 4 -/ 1 M-3x4 l l ly 1-00 3-10+-08 0-01-03 'PROVIDE FULL BEARING;Jts:12,4,3 I PR0fe '`Z` 89782PE s- JOB NAME : 17-D POLYGON - CJ2 • Scale: 0.6744 -« -_... WARNINGS: GENERALNOTES, unless othetel.s noted _J Truss: C J2 f.Builder and erection contractor should be advised of el Gene's!Notes 1.This design Is based only upon the parameters shown and la for an Indloidual "74,OREGON VN. and Warnings before construction commences building component.Applicability of design parameters end proper 2.2x4 compression web Miming must be mstaled Mere cora c. incorporation of component I•the responsibility or the building designer. �} cos 3.Additional temporary bracing to Insure stability dung Wootton 2 Design assumes me top and bottom chords to be laterally brach al T + �.}tf rJ '( I•the responsibility of the eredar AddBenel perm° r3 bracing f senor and a110'o.c.respectively unless braced lhroughaut,thelrd,y length by �,w, w r f (y DATE: 11/2/2015 the overall structure la the responsibility of the building Igne.° continuous sheathing such as plywood sheathing(TC)anNor tlryvel(BC). `� I*jA ('�\ 4.No baa should be applied to any component until seer 1 bracing 3.?x Impact bridging or sterol bracing required where shown /' UL `a SEQ.: K 15 0 5 013 ng and 4. ation of truss Ia the re•ponalbuey of the respective contractor. fasteners are compete and at no time should any loads�peater than 5.Design MUMS trusses are to be used In a non-cano•Ne environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition"onus.. 5.CompuIn,has no control over and tisanes no resp billy for me 6.Design assumes fait beenng at all supportssin sen Shim ore wedge H EXPIRES:. 12/31/2018 hbdcetion,handling,shipment and installation of cam rats. mammary. T.pea.shallgn beeaededuate enbothlfage"pr ss,a. November 3,2015 8.This design a furnished of m me limitations set rot*by S.Plates shall be bated se both faces of truss,and placed to their Amer TP WOfCA In SCSI,copies of which wit be furbished upSn request. lines coindde with Joint center Nnes. MiTek USA,Inc./CompuTrua Software 7.6.6(11R 9.Digits indicate size of Mete a inches. 10.For bask connector plate design values see ESR•1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #1fiBTR SPACED 29.0" O.C. 3-9=(--55) 5 124 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -129/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" MAX TC PANEL TL DEFL = -0.005" @ 1'- 11.5" Allowed = 0.397" 7112 ,' MAX HORIZ. LL DEFL -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uyo load duration factor=1.6, Truss designed for wind loads r in the plane of the truss only. 0 on Io co0 1-00 y 3-10-08 l 2-01-03 y IPROVIDE FULL BEARING;Jts:2,5,3,9 I \�,` �G N � L1/� r` \ V tz. -57 ct- :9782PE <" JOB NAME : 17-D POLYGON - CJ3 • Scale: 0.5465 �rir � • WARNINGS: GENERAL NOTES, unless of ervAse noted -y OREGON!r/'%(�` '1.+ 40 1.Builder end erection contractor Would be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 77 OR 1 Or`e Truss: C J3 and Warnings before construction commence.. bidding component.Applicobli ly of design parameters and proper �'y. • 2.2a4 compression web bracing must be Intoned where shown•. Incorporation of component is the responsibility of the building designer. 11 O4 L'f v At EQ.z4k, e 2 Design assumes the top end bottom dards to be laterally braced al 1 3.Additional temporary bracing tomust insure*Giddy during hstnwlbn braced 7 Duca and al ell o e.respectively unless ed throughout IhW length by is the responsibility of the eredor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). -AU L L- DATE: 11/2/2015 the overall structure lathe responsibility of the building designer. 1 24 Impact bridging or lateral bradng required where Wow„.. 4.Na road should be applied to any component until ager all bracing and 4.Installation of truss is the reeponstblity of the respective contractor, SEQ.: K 15 0 5 014 fattener.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design iota be applied to any component. end are for"dry condition"of use. TRANS ID• LINK6.Desgnassumes AAbearing atalsupports shown.Shim orwedge g EXPIRES: 12!3112016 S.ComWTrua has no control over and assumes no responsibility for the EXPIRES: fabrication,handling,shipment end Inst.Aatlon of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design h furnished eubled to the limitations set form by 8.Plates shall be located on both feces of truss,and placed so their center TPIM/ICA in 619).copies of which will be furnished upon request. 9.Iines Diess sinddeindiadclth joint size of plate center in Rms. Incites. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E to.For beak connector plate design values see ESR-1311.ESR-1988(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" TC: 2x4 KDDF #1&BTR IL,GAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR 1-2=( 0) 65 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-238) 213 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -88) 60 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 298V -66/ 202H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -179/ 289V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED'.STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM VHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" 0 MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" 12 8.50 7 MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads () in the plane of the truss only. c, o 0 M-3x4 1-00 3-10-08 9-01-03R r RQxr IPROVIDt FULL BEARING;Jts:2,5,3,4 I �(, GV CCs 89782PE vr' JOB NAME : 17-D POLYGON - CJ4 • • Scale: 0.4682 WARNINGS: GENERAL NOTES, unlessomeml.eentad 40 Truss: CJ481118 1Builder and er.d on contractorshouldbe advlaad f 1 b neral Nobs Thls design h leased Dory upon the parameters shown and la for an maNdual 9 GREG O N �� and Warnings before construction commences, building component.Appllabtlty of design parameters end proper IrilQ 2.2a1 comprasgon web bracing must be Instdlad arras * +, 44114. rporation et componentla the responsibility of the building designer. � S u 3 Additional temporary bracing a insure stability daring orjtrgntctlon 3.Design assumes me top and bottom chords to be laterally braced q /� A C]V+ 4 " Is the responsibility of the erector.Additional perm nett bracing of T o e and q td o.c respectivelyunless bead Throughout Mak length by �l ! i N'{ DATE: 11/2/3015 me overall amebaspongbNNy of Ms building aligner. e Is there continuous sheathing arch as plywood sheathing(TC)endlor drywal(BC). �.4 U L V 3,ga Impact bridging or lateral bracing required where shown++ SEQ.: K1505015 4.No load should be applied to any component ride after bndnp and 4.MataMtlon of area Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads Outer than 5.Design assumes busses are to be used Ina noncerrestoe environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condition"orae. �/ 12/31/2016 5.CoerpuTms nae m control over and assumes no raepre$.:bIINy forme S.necess!Reignary.ry.a,e NN bearing at ail support snows.Shim or wedge If EXPIRES: fabrication,handing.shipment end estalletion of comtente. 7. reary' 6.Thisdesign Afurnihedsubject mmeimitations set to*by 8.Plaesshall belocan assumes ateduenboth ate ifades nage ioftruseand placed sotheir ceMar d. November 3,2015 TPIIWTCA In SCSI,copies of which wllI be furnished upen request. lines coindde with joint center lines. Mink USA,Inc./CompuTrua Software 7.6.6(14E S.Digits indents sin of plate In Inches. 1o.For basic connector piste design values see ENR-1311,ESR-1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-307) 280 3-9=(-172) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -59) 27 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -12/ 304V -85/ 256H 5.50" 0.99 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -170/ 262V 0/ OH 1.50^ 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 7'- 8.2" -194/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. S 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 TC PANEL LL DEFL = 0.004" @ 1'- 10.0" Allowed = 0.269" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 B.50 �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), 'O load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. cn 1.!-2711111111°-=4 0 1 M-3x4 1-00 3-10-08 6-01-03 oCc., �`r- /b 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I V v\ 'I le 1/41 ct 89782PE �<' • JOB NAME : 17-D POLYGON - CJ5 •400.-Scale: 0.4072 WARNINGS: GENERAL NOTES, unless otherwise noted IA-OREGON ��Cot "69 1.Builder and erection contrador should be advised of al General Notes 1.This design h based only upon the parameters shown and Is for an individual -y Truss: C J5 and Wamirye before constriction commences building component.Applkabil ty of design parameters and proper L'}. 2.2s4 compression sob nosing must be Installed Where shown r. incorporation of component k me respondb111y of the ally ingbra designer. '0 G,q f]T •, C 3.Addeknal temporary bracing to insure stability during construction 2•Design and the top ash bo8om lees k be laterally braced at a l is the esconelbilty of the erector.Additional permanent bracing of c'ntinc.end al ea10'o n. uch ply wood s brsced)TC(a drortft r length by continuous sheathing such as plywood sheathing(TC)and/or tlrywal(BC) � /"A..0 L \ � DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3,24 Impact bridging or lateral bracing required where Mown• SE K 15 0 5 0 16 4.Ne load should be applied to any component until after ailbredng and 4.Installation of truss is the reeponsblity of the respective contractor. 4• fasteners are complete and at no time should erg loads greater then 5.Design assumes trusses are to be used ins nonconoetoe environment, design keds be applied k any component. end are for"dry condition"of use. yy 12/31/2016 f!� !�(�{(� TRANS ID: LINK 6.Design assumes full bearing step supports Mown.Shim or wedge if EXPIRES: 1/ 1/G{J/V 5.ComWTms has no control over and assumes no responsibility for the ieceassry. fedketion,handling,shipment and installation of components. 7.Design names adequate deinege is provided. November 3,2015 8.The design is furnished eubied to the limitations eel forth by 8.Plates shall be located on both faces of truss,end placed so their center TIIMTCA in SCSI,copies of which Mk be furnished upon request. O.linescoincide einicee with Jointcenter fines. ofINN in MITek USA,Inc./CompuTfUS Software 7.6.6(1L)-E 10.For basic connector plate design value.sea ESR-1311,ESR-1888(MiTak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-359) 336 3-4=(-239) 199 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -91) 56 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 307V -101/ 303H 5.50" 0.49 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -168/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIRE NTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -191/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 11'- 9.7" -67/ lOBV 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ii MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.9" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.9" 12 8,50 7 Design conforms to main windforce-resisting 4 system and components and cladding criteria. I• Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, ,r Truss designed for wind loads co in the plane of the truss only. 0 3 . v) , O 1 tICAIMIIIIIII a.m. 6._� C, M-3x4 ),1-00 y y Co'/''',:c D PR()Fe, 3-10-08 7-11-03 ° IP ROVZ D6 FULL BEARING;Jts:2,6,3,9,5 I c~ � � �- 89782PE ter" JOB NAME : 17-D POLYGON - CJ6 • `� Scale: 0.3611 / _-^ WARNINGS: OENERALNOTES, udessolherwiaenoled. 4' 47 1 Truss: CJ6 auilder and eredlon nd Wanting.before conrestructioonnctor ocommsnces.d be advised/I fdeeral Notes building comThis design ponent.ent.ApplicaonN ability of design n tha parameters a°meters and n d'p per individual 11. �+OREGON 6)tie 2.2a4 compression web bracing must be installed where I boom./. Incorporation of component Is thea8 responsibility of the building designer. y� `y At�+ moi 3. Additional temporary bracing to Insure slebllity during 1.Chandon 2 Design assumes the lop end butont chords to be laterally braced al 77 (.� J Is the responsibNN of the erector.Addtibnel permanent bracing of 7 c.c.end alt 0.o c.respeaeroly unlesa braced throughout their length by a.�` DATE: 11/2/2015 the overall structure Is the responsibility of the bullding4enen. continentsddBng nr Itehasocing required where shown �"�y t y�\ g 3.In Imp..bridging or Neral bracing required the where shown.e A L s . SEQ. : K 15 0 5 0 17 4.Na wad shnule be applied to any component until tact greater then 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"thy common^oruse. 5.Esti AIrus hes no control over and assumes no reaps NUN or the 6.Design assumes NA bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 febrwatlon,handling.shipment end installation of cont nts. necessary. 7.D°. assumeslocated on 1,55.,'. November 3,2015 6.This design a furnished.egad o the Ilmltetwe net by 8.Plates shall be located on both faces of was,and placed so their center TPNNfCA In SCSI,cope.of ranch wit be famished upon request. Iles coincide with islet center Anes. uTrue Software 7.6. 1L 5.Digks indicate ere of plate w Incites. MITek USA Inc./Com p }E 10.For bests connector plate design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-53) 96 6-5=( 0) 18 BC: 2x9 KDDF 1#16BTR SPACED 24.0" O.C. 2-3=(-180) 24 5-7=(-85) 148 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -33) 36 3-7=(-157) 90 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" -97/ 352V -34/ 113H 5.50" 0.56 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -94/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL =-0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.006" @ 2'- 3.8" Allowed= 0.170" 3-11-11 MAX TL CREEP DEFL= -0.010" @ 2'- 3.8" Allowed= 0.226" 1I MAX LL DEFL= 0.000" @ 5'- 5.6" Allowed= 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 12.0" Allowed= 0.164" 12 MAX 8.50 1MAX HORIZ. TL DEFL = 0.008" @ 5'- 5.6" � I) Design conforms to main windforce-resisting � system and components and cladding criteria. M-9x6 3 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn .-I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o N Truss designed for wind loads CO in the plane of the truss only. II INN co O IIIIIIIIIIIIIIIIIIIIIIIII o � �MEMONIMINImM-3x9 � � M-1.5x3 o 0 I ►� 6 0 1 M-3x9 M-3x5 ' l l 1 y 2-03-12 3-01-13 0-06-07 hr �dnp/� y 1-00 y 2-05-08 6-00 3-06-08 �`� I 1IJ/CEs fp IPAOVIDE FULL BEARING;Jts:2,4,7 I j 3 N t -9 V:97S2PET r" JOB NAME : 17-D POLYGON - DCJ2 / MI Scale: 0.5998 `. WARNINGS: GENERAL NOTES, unless otherwise noted: 1A. ••-EGON q' ,�,... 1.Builder and erection anlredor should be advised of el General Notes 1.This design is based onN upon the parameters shown end is for an Individual ' I If6:4 Cj.` ,�L �'l° Truss: DCJ2 and wandngs before canatrodion commences. building component.Applicability of design parameters end proper 77 •1 Y J • 2.h4 compression web bndnp must be installed wham shown*. incorporation of component h he responsibility of the butldhg designer. ea V3 3.Additional temporary bracing to Insure debility during cons/motion 2.Design.Sworn he top dna bottom chards to be laterally broad al r ' +L 2 o.c.and et 10 o.c.respectively unless braced throughout their lengh by fes/1.. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as Rim/0d sheathing(TC)and/or drywall(@C). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bradng required where shown e e 4.Ne bed should be applied to any component ung after all bradng end 4.Installation Ohms ms Is the responsibility of he respective conkedor. SEQ.: K 15 0 5 018 tesienen are complete and al no time should any loads greater then B.Design assumes wases are to be used in a nen-corrorve environment, EXPIRES: 12/31/2016 : TRANS ID: LINK design hada be applied to any component. De g^ssum scoEbbe g use.supports g• 5.CornpuTnn has no control over and assumes no responsibility for the B.roe full bearing t A w na shown.Shim or wedge If November 3,2015 sse, fabrication,handling.shipment and in.talation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished eublect to the limitetbns set forth by B.Plates shall be bated on both feces of truss,end placed so their anter TPINJTCA In 8101,copies of which will be furnished upon request. lines coindde with Joint anter Ines. 9.Digits indicate sire of pieta in Inches. MiTek USA.lncJCo/npuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) 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) 65 2-6=(-138) 172 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-263) 57 5-7=(-218) 267 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -73) 59 3-7=(-284) 232 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -37/ 395V -51/ 159H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 5.6" -11/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -63/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITS) STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIRIENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMCHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Di AND BOtTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I Design checked for net(-5 psf) uplift at 24 "os. spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.003" 0 -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.013" @ 2'- 3.8" Allowed= 0.254" 5-11-11 MAX TL CREEP DEFL = -0.016" @ 2'- 3.8" Allowed= 0.339" 1' 4 MAX HORIZ. LL DEFL = -0.015" @ 5'- 5.6. MAX HORIZ. TL DEFL = 0.015" @ 5'- 5.6" 12 8.50 ' (0) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), mload duration factor=1.6, .-+ Truss designed for wind loads I in the plane of the truss only. M-4x6 1 rn fildlilli - 0ill 7 -m'. r14-3x4 M-1.5x3 d 0 0 1 M-3x4 M-3x5 l 1 i l ), 2-03-12 3-01-13 0-06-07 J.. y y J, �Q PR OFr 1-00 2-05-08 6-00 3-06-08 <<, 4'61 kROVIDE FULL BEARING;Jts:2,7,9 8•782PE 9f • JOB NAME : 17-D POLYGON - DCJ3 ' dr Scale: 0.4797 . 'F WARNINGS: GENERAL NOTES, unless Worn.*noted. ,/f 7OREGON ' - Truss: DCJ3 t Bulkier and erectioned oomeaor should be lase of a Gonne!Note Otis design Is based only upon the p.ranaera.nown end Is for an individual 9 LA Y ,CJ (c`'t- and Neminga before construction commences. building component Applicability of design parameters and proper 2.284 congxeesion web bracing must be installed where rhown« incorporation of component h the responsibility of the bullring designer. 3.Additional temporary bracing to mauve stability during Obstruction2.Design assumes the top and bottom chords to be later*braced at �A is the responsibility of the erector.Additional permanent bracing of 2 ase.and at 10 o G respectively unless braced throupho/their length by DATE: 11/3/2015 ms overall'heelers la the n Continuous sheathing such as plywood sheathhp(TC)end/or drywaA(BC). responsibility of the building designer. 3.2s Impact bridging or Ieterid bracing required where shown•iii e SEQ.: K 15 0 5 019 4.No bed should be applied to any component until ager all bracing end 4.Installation of twee Is the responsibility Sr the respective contractor. hNeners are complete and at no time should any bag greater man S.Design assume.trusses are to be used In a non-corrosive environment, �[ }� f!� (� TRANS ID: LINK design loads be appliedt.any component. e.avian assumesare for onbearing aI (suppose shown.Shim or wedge If EXPIRES: 12/31/2`+16 S.ComWTruaha.ocontrol over end aswmesnore Anlllyt.rthe necessary. November 3,2015 ebrbatbn,handling.shipment and Installation of co ens. 7.Design assumes adequate tlnlnege N provided. 8.This design a henhhad trebled f the Ilmlt.lbns set fir e.Plates shall be located on both foes of truss,and pieced w metr anter TPIWTDA In SCSI.copies of which will be furnished a request. line.colnctde with pintconte/Ane.. MiTek USA Inc./CompuTrus Software 7.6. 1 Z 9.Digba Indicate est of pet.In Inchae. p k)' f 0.For beets connector plate design values:lee ESR-1311.ESR-1988(MiTek) 2 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF k13BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 65 2-7=(-101) 156 7-6=( 0) 18 BC: 2x4 KDDF N15BTR SPACED 24.0" O.C. 2-3=1-239) 47 6-8=(-160) 242 6-3=( 0) 50 3-4=(-162) 130 3-8=1-257) 170 WEBS: 2x9 KDDF STAND LOADING 4-5=( -58) 25 TC LATERAL SUPPORT <= 12"01. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 POP Ground Snow (Pg) 5'- 0.0" --8/ 126V -60/ 20 H 5.50" 0.20 KDDF ( 625) 5'- 5.6" -8/ 126V 0/ OOH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -137/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.010" @ 2'- 3.8" Allowed= 0.254" T 5 -/ MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL= -0.011" @ 5'- 5.6" I( MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" I 12 8.50 17 4 Design conforms to main windforce-resisting system and components and cladding criteria. �, Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, ITruss designed for wind loads o in the plane of the truss only. I ui M-4x6 3 ,.. _, o B►_� t ..-m . M-3x4 M-1.5x3 O 7 1 I o o M-3x4 M-3x5 l Y l l 2-03-12 3-01-13 0-06-07 l l y 1 � +��� P re fie6'C,.' 1-00 , 2-05-08 5-06-03 , y AGIN4-4, //© 6-00 1-11-11 ~� 444 17 'PROVIDE FULL BEARING;Jts:2,8,4,5 I 89 782 P E r- • JOB NAME: 17-D POLYGON - DCJ4 ,...0.3827 v tp a WARNINGS: GENERAL NOTES, unless ethers)..seNd: .q-?/,OREGON 2o'�¢v., 1.Builder end erection coMredor should be advised of e1 General Nates 1.This design is based only upon the parameters shown and is for an Indivlduel [!a y:Ab Truss: DCJ4 and Warnings before construction commence= building component.Applicability of design parameters and proper `Z + 2.2s4 compression web bracing must be Installed where shown•. incorporation of component h the responsibility of the building designer. //{,� �} 3.Additional temporary bracing to Insure stability during conslnwllon 2.Design seven=s the top and bottom MONS to be laterally broeed at `- T,'.A,i{ ' 2 o.c.and al 10 o.c.r.uoh es sly unless braced throughout their length by 1./1.. Is the responsibly of the erector.Additional permanent bracing or continuous sheathing such as plywood shestmng(TC)and/or drywel(BC). DATE: 11/3/2015 the overall structure is the responsibllly of the building designer. 3.24 loped bridging or lateral bredng required where shown+• 4.No bed should be applied to any component until after all bredng end 4.Installation of truss Is the responeib16y of the resp=ive conkedor. EXPIRES: �'v q r��] ry/� SEQ.: K1505020 fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are tobe used In a no"<°noaNe environment, X/ (REs7; 1G1v71/2 Vi6 design beds be applied to any component. and are for'dry condition.'of use. TRANS ID: LINK 5.CempuTrushes nocontrol over and assumes noreeponslbilltyfor the 8.nscesesign assumaeNAbse ng Nestsuppo sNrown.Shimarwsdgslf November 3,2015 ry• fabrication,hin=ting,shipment and installation of oomponh. 7.Design sesames adequate drainage is provided. 6.This design is furnished eub)ed to the limitations eel forth by B.Plates shall be located on both hoes dbuss,and placed so Melt anter TPWOICA In SCSI,copies of which will be furnished upon request. lines coincide with(580 center Hnes. B.Digits indicals size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-Z 10.For bask connector plats design values see ESR-1311,ESR-19118(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR1LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF 51SBTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. SON. 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" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1.- 10.9" -62/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIRRMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "o c spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOIITOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T 4 MAX TC PANEL LL DEFL = 0.002" @ 1.- 3.7" Allowed = 0.119" MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 8.50 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORR. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -, 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=l.6, 0 Truss designed for wind loads in the plane of the truss only. N 0 rn 0 I .y i 0 c M-3x4 l . y 1-00 4-p0 'PROVIDE FULL BEARING:Jts:e,3,4 j } C� si`4, INE .• /0 i'9. (L Y tt' :9782PE 9r' JOB NAME : 17-D POLYGON - K1 zrio• ..n►• ' Scale: 0.6725IIIII ,,. WARNINGS: GENERAL NOTES, unless otharodee notetl Truss: K 1 1.Builder end erection contractor should be advised ORS kg erel Notes 1.This design h based only upon the parameters shown end Is for an Individual 17 $REGO,N N y and Warnings before construction commences building component.Applicability el design parameter.and proper :'0 + ryv Q" 2.2a4 compremien web bradne mak be installed where en.. incorporation of component h the responsibility of the building designer. .T (/ �+ V ark 3.Adtlpbnal temporary bracing tel Insure stability during krudbn 2.OekBn assumes Me fop and bottom chords to be latarolty breed at 7� �� '�J �j is Na responsibility of the cello,.Additional permanent bracing of T o c and at 19 o.c such..sly unless braced throughout their length by V DATE: 11/2/2015 the the structure Is the responsibility 1150 building codlnuoua sheathing such as plywood sheelhing(TC)and/or drywsl(BC). �/nl 1' yy- epon ly o g signer. 3.2a Impact bridging or lateral breang required.,here shown++ �/'1..0 t,,,. s SEQ.: K 15 0 5 0 2 1 4.No load should he applied to any component until after l bracing and 4.Instillation of suss Is the responsibility of the respective contractor. fekeners are complete and at no time should any load,greater than 5.Design.ssumes trusses are to be used Ina norearroetvs environment, eek bath.applied ro en and are for•dry condition.o10.0. TRANS ID: LINK firsany .sc. S.Design names lull al al supports oho..Shim or wedge if 5.Compurrus hes no control over as assumes no respdisienity for the o,„ery, EXPIRES: 12/31/2016 fabrication,handing.shipment end lnatelatien olampdnenis. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations eel fo*by S,plates shall be bated on both faces of truss,and placed so their center TPVWIEA in BCS),copies of which will be banished up¢n request. lines coincide with'aid center fines. S.Digits Indicate size o1 plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)FE 10.For bath connector plate design values see ESR•1311,0512-1 888(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 65 2-7=( -89) 149 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 98 6-8=(-133) 231 6-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-4=(-236) 199 3-8=(-246) 142 LOADING 4-5=( -90) 54 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 TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 377V -85/ 256H 5.50" 0.60 KDDF ( 625) 5'- 5.6" -7/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -64/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" T f MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed= 0.254" 5 -, MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.339" it MAX HORIZ. LL DEFL = 0.010" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.50 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rn Truss designed for wind loads j� I in the plane of the truss only. o 0 kio M-4x6 3 Aig6dIIIIIIIIatt r,,,... N�GI�Nrp rfi� °df -. , : m r- M-1.5x3 o = 7 I I M-3x4 M-3x4 M-3x5 l 1 l l 2-03-12 3-01-13 0-06-07 y , y 1-00 2-05-08 7- 6-03 y 6-00 3-11-11 (PROVIDE FULL BEARING)Jts:2,8,4,5 I 89782PE JOB NAME : 17-D POLYGON - DCJ5 . Scale: 0.3331 ✓%G' OREGON WARNINGS: GENERAL NOTES, unless otherwise noted. I ' ©� I.Builder and erection contractor should be advised Wall General Nates t.Thls design h based only upon he parameters shown and h loran Individual II'r.,,E) �}r.� Truss: DCJ5 .m w.mi ge before construction a.mmeda... bacons component.App k.b lNy or a..lgd parametersend proper 7 'l(`i 2.2.4 compression web bradng must be Installed where shown. ideorpor.nod m aompodent is the reepon.lbSty or the balding designer. 3.Additional temporary bracing to insure stability during construction2.Design assumes he top and bottom cho,d to be laterally braced et /�UL (�7F Is the responsibility of the erector.Addbee.l permanent bracing of 7 o.c.and at 10•o.e.respectively unless braced throughout their length by �'{. continuous eheslhing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure h he responsibility of the balding designer. 3.24 Impact bridging or lateral broods required where shown 4* SE K 15 0 5 0 2 2 4.No bad should be applied to any component until.der all bradng.ed 4.(natation of Na...the ro.ponebAdy of the respective contractor. r1/r�1 A/t{L� 4 fadeners aro complete and at no time Mould any loads greater than 5.Design assumes Maws ws are to be used In a non-conowe environmentEXPIRES: 1 G/r7 1 GiJ 14 design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Deseemy.assumes Nil beetlngatell supports shown.Shim orwedge If November 3,2015 5.CompuTnn has no control over and assumes no responsibility for the ,yco fabrication,handl) shipment and Installation of component.. wary handling, 7.Design assumes ele on is provided. .n 8.This design h Nmlstwd subject b the Iimllslbna set bulla by e.Plate.shell be bpted on both hoes of Ira..,end placed w their center TPUWfCA in SCSI,copies of which Mg be famished upon request. Imes coincide with joint center thee. 9.Digits Idabel.455 of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values ase ESR-1311,ESR-1988 Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.151_ _ ) 65 BC: 2x4 KDDF g1&BTR SPACED 24.0" O.C. 2-3=(-80) 63 2-9-(0) 0 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 333V -31/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -50/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIRIEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6.50 27 MAX TC PANEL LL DEFL = 0.032" @ 2'- 5.4" Allowed = 0.285" 3 -> MAX TC PANEL TL DEFL = 0.030" @ 2'- 5.4" Allowed = 0.427" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, cn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ITruss designed for wind loads o in the plane of the truss only. (`7 o ' I 0 o 4 M-3x4 y l l 1-00 4,00 'PROVIDE FULL BEARING;Sts; ,4,3 �.ctp P R pyres , �` NGINE `S;O w " 89782PE JOB NAME : 17-D POLYGON - K2 • Scale: 0.6723 , vOdic::;:7. .. ,• Iffili WARNINGS: GENERAL NOTES, unities otherwise noted. /... Truss: K2 1.Builder and erection contractor should be advised !'General Notes 1.This design Is based only upon the parameters Mown and is bran individual 17+OREGON N. and Warnings before construction commences building component.Applicability of design parameters end proper ;,yy,�a 2.2s4 compression web bracing must be IneGned where,'Mom.. IncorparaIs of component Is the responsibility of the building designer. +� ,4 ,, 3.Additional temporary bracing to Insure sfabllgy during*instruction 2.Design assumes the top and bottom chorda to be laterally braced at is the respensibbNty of the erector.Additional perm M boning of Y a.e.and al ID o.e.eonh es unless braced throughout their length by I�✓` (� DATE: 11/2/2015 the overall structure la the ro 20 Impact sheathing bridgingen lter l bracing acing e required where shown tlrywsN(BC). `, `'� eponnenrp of the bulWing Nsgner. 3.2a Impact or lateral where stwwn•t. P `' SEQ.: K 15 0 5 0 2 3 4.No load should be smiled to any oomponent until eller bracing and 4.Inaelletion of truss Is the responslbggy site respective contractor. fasteners are complete and at no time should any loads greeter than S.Design assumes trusses are to be used in a non-wnosNe environment, TRANS ID: LINK design loads be applied teany component. and are for"dry condition"ofuse. B.CompuTn a nos no control over and manes no reepe sibiIiy for the 6.Design assumes esti bearing at all support shown.Shim or wedge B EXPIRES; 12/3112016' handling,shipment and installation of nom mints. fabrication, nary. 7.Desig S.ThkdeslgnbNmhhedeub)eaHthelhnitatbMsetI by S.PleeasMgbebataduenb thifedsio�ro...andpkwdwmeircenter November 3,2015 TPWJfCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com UTtua Software 1 7.6.6 L 9.Diggs indicate size of plate in Inches. p ( )FE 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 415BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 65 2- 8=1-100) 160 8- 7=( 0) 18 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2- 3=1-267) 151 7- 9=(-157) 248 7- 3=1 0) 50 3- 4=(-291) 257 3- 9=1-264) 167 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-163) 125 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -54) 25 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PUP OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0.- 0.0" -27/ 379V -103/ 307H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.6" -13/ 123V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -175/ 278V 0/ OH 1.50" 0.36 RODE ( 625) 9'- 11.2" -137/ 216V 0/ OH 1.50" 0.28 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -22/ 36V 0/ OH 1.50" 0.06 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" f6 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed= 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.014" @ 5'- 5.6" Design conforms to main windforce-resisting 12 system and components and cladding cciteria. 8.50 17 Wind: 140 mph, h=24.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M i load duration factor=1.6, Truss designed for wind loads oo in the plane of the truss only. I oo ,,,,,, All. _ 5x3 M-3x5 1 y yl 0 PRQp 2-03-12 3-01-13 0-06-07 y1-00, 2-05-08 l , 9-06-03 l ��yGINE�r4 .. S/ 6-00 5-11-11 8•782PE 1-- 'PROVIDE 'PROVIDE FULL BEARING;Jts:2,9,4,5,6 I / NAME: • 17-D POLYGON - DCJ6 'i 2 JOB Scale: 0.2909 cr. �" to WARNW08: GENERAL NOTES, ontessothenet.noted 15 90 OREGON N. Nr 1.Builder and erection contractor should be advised of air Goners)Notes 1.This design b based only upon the parameters shoanis for an Individual -961 I vGrq Y ,�y Truss: DCJ6 and wamingsbebnoonstructioncommenc.a building component.App ray a parametersproper 2.D.cont salon web lancing mud be installed when shown w. Incorporation of component I the eepondblllty of the building designer. /• Pro 2.Design assume.the top d bottom chorda to ho l.teralo braced et p Jl.Ut '' 3.Additional temporary bracing to insure stability dudng conYructten 7 o.c.end et 1 g on.respedNely unless braced throughout their length by 1.. be the n.pomibdty of the endo,.Addltlond permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/3/2015 the overal)structure is the responsibility of the building designer, 3.Dr Imped bridging or Ahnl bracing required where shorn•0 SE K 15 0 5 0 2 4 4.No bed should be applied to any component rads after all bracing end 4.kutallll.tion of trues I.the naponebhly or the rasped.contractor. Q• fasteners are complete end at no time should any loads greeter than N.Dew assumes trusses are to be used in a non-ournNve environment. EXPIRES: 12/31/201B design bade be applied h any component, and are for"dryfull b erI of case TRANS ID: LINK 5.compuTnnwhoe nocontrol over and a.wm..noresponsibiliyfor the 6.Desert n m..fulbeenngatalwppan.ahovm.shlmorv.do•g November 3,2015 hbrkation,handling,shipment end Insolation of component.. 7,Design aewmea adequate drainage is provided. 6.This dedgn is furnished subject to the Nmeatlons eel forth by 8.Plebs shell be boded on both faces of trues,end pleeed eo their center TPWJTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. 9.Digits indkew else of plate in inches. MiTek USA Inc./CompuTrus Software 7.6.6(1L)-Z 18.For beak connector plate design values see ENR-1311,ENR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-4-(0) 0 BC: 2x4 KDDF $1SBTR SPACED 24.0" O.C. 2-3=(-85) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 2$.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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -102/ 406V -19/ 86H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -91/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITID STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTCHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.119" MAX BC PANEL TL DEFL = 0.007" @ 1'- 8.5" Allowed = 0.339" MAX BC PANEL LL DEFL = 0.014" @ 2'- 8.6" Allowed = 0.254" 1-11-11 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (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. o, � N M-3x4 l . y 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 ��Q�o (�RQ1 ‘AGINE� lay ' cQ 9782PE 9 JOB NAME : 17-D POLYGON - DJ1 • . Scale: 0.6434 ,:y ' WARNINGS: OENERALNOTES, unisssathervlsenoted• Truss: DJ 1 1.Builder and erection contractor should be advised f General Notes 1.This design N based only upon the parameters Moven end Is bran individual q +R G 17 t� (�'� and Warnings before construction commences. building component.Applicable),of design parameters end proper 'Xy yyy���4 2.204 compresdnn web bracing must be Installed where strewn+. incorporation al component Is the roepanstbllHy of the building designer. y &4 �� 3.Additional temporary bracing to insure stability during construction 2.Zestgn and si l O the top end bottom chores to be laterally braced at T �l�* " "1 J Ie the responsibility of the erector.Additional peewee bracing of 2'on.and at 1 R o a respected,,/unless braced throughout their length by /1 tt DATE: 11/2/2015 the overall structure is the responsible continuous us streaming such es plywood sheet where ardor tlryvne(BC). �A U L.. agora alY of the bolding designer. 3.2x Impact bridging or lateral bracing required canard Morn++ SEQ.: 1 15 0 5 0 2 5 4.Na road should be applied to any component tell ager ell bracing and 4.Installation of truss Is the responsibility of the respedlve contractor. fasteners are complete and at no time should any foadl greater than 5.Design assume trusses are to be used in a non-corrosive environment, TRANS ID: LINK deagn loads be applied to any component. and are for"dry condition"of use. 12/31/2016 5.Compulrus has no control over and assumes no reepsMbiley for the 8.Design assumes lid bearing al all supports Mown.Shim or Wedge if EXPIRES: fabrication,handling,ehipment end Installation of complonents. necessary. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set f h by 8.Plates Mt all be located on beth faces of truss,and placed so their center November 3,2015 TPIM/fCA M SCSI,copies of which vitt be furnished*on request. lines coincide with jabs canter lines. MiTek USA Ino./Com uTm3 Software 7.6. 11. B.Digits indicate size of plate hl Inches. P 6( 10,For basic connector plate design values see ESR-1311,E8R-tB88(MITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #1BBTR SPACED 24.0" O.C. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0^ -36/ 402V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.122" @ 3'- 7.2" Allowed = 0.446" MAX TC PANEL TL DEFL = -0.112" @ 3'- 4.8" Allowed = 0.669" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" / MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 -1 12 Design conforms to main windforce-resisting 8.50 7 0 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, 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 fox wind loads in the plane of the truss only. N 0 r oI rn o li IMMIIMINIMINIMIMINIMEMIll a I o 1 M-3x4 l l 1-00 b 6-00 iv,0), PRQ/22s. (PROVIDE FULL BEARING;Jts:2,9,3 I lf`"J 14 GINE (/0 89782PE <' • JOB NAME : 17-D POLYGON - DJ3 • .. • • Scale: 0.5081 / --.e WARNINGS: GENERAL NOTES, union othendse notetl ..fir )''%/'y 40 I.Builder and erection contractor should be advised of.1 General Notes 7.This design is based only upon the parameters shown and Is for an IndNldual v OREGON f\�' �. Truss: DJ3 and Warnings before.onskua on commences. building component Applicability of design parametersend proper Y 4 ) 2.204 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of building designer. ,t,Ca Y 1 3.Additional temporary brachy to Insure stability during construction 2 Design assumes the top end bottom dards to d throughouty their et /l \%4 Is the responsibility of the credo,.Additional m bracing of 2'nets end et ID ase respedNety:mien braced their length by V apopermanent continuous sheathing such w plywood Mnthlng(TC)enamor drywall(BC). r-A 1` '` DATE: 11/2/2015 the overall structure la the responsibliy of the building designer. 3.2r Impact bridging or lateral bracing required where shown** ,�.J L SEQ.: K 15 0 5 0 2 6 4.No load sho0W be sppiad to any component until after alt bradng and 4.Inalaftetion of(run is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter then 5.Design assumes musses are to be used m.non-conceive environment, TRANS ID: LINK design loads be applied to any componentand are for"dry condEfon'of use. ign as s.CompuTras has no control over and assumes no responsibility for me K.De essarywm.e full b..dng at all suppoHs shown.shim or wedge He EXPIRES: 12/31/2016 ry fabrication,handling,shipment and i.stagalfon of components. 7.Design assumes adequate drainage I.prodded. November 3,2015 B.ThIs deep"Is humiehed caged to the limitations set forth by B.Plat...hall be Bested on both faces of Was,and placed so Meir center TPI,WTCA in SCSI,copies of which sill be Welshed upon request. g,lines Dleft coincide with s of NMI center rfines. es fin MiTek USA,Inc,/CompuTrus Software 7.6.6)1L)-E II.For basic connector plate design values see ESR-7311,ESR-7H88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TO: 2x9 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-198) 179 3-9=( -82) 33 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.91+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ 011 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ IV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOT'tbM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net 5 "on spacing. g (- psf) uplift at 24 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 8.50 17 ' 3 Design conforms to main windforce-resisting , system and components and cladding criteria. 1Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, pTruss designed for wind loads I in the plane of the truss only. 0 0 I to ar I 70000•00,1 ciO y 1-00 b 6-00 y 1-11-11 l .?„.,,ED PROpe [PROVIDE FULL BEARING;Jts:2,5,3,9 I r4�C GINE ". ,.0 447.7+ ` :9782PE ter' JOB NAME : 17-D POLYGON - DJ4 • Scale: 0.9684 ,.� airWARNINGS: GENERAL NOTES. died otherwise noted: (y,r Truss: DJ4 1.Builder and erection contractor:Mould be advised of al General Notes 1.This design Is based oily upon the parameters shown end h ler an Individual •7A ;;;E)''1,7:1 " U and Warnings bears construction commences. �� building component.Applioablllty of design parameters and proper ..[) 474 2.2x4 compression web bracing must be Installed where drown•. Mcorporetmn of component lathe roeps eARy of the bidding designer. T�ilt/�}��: y_+ 6+ 3.Addttlonal temporary bracing to insure stability dunng conduction 2 f 0.s.and et tS ms top end bottom chords m be laterally braced at 7 ' J :',V' le the rosponsiblAy of the erector.Additional permanent bracing of 2'o.c.and at 70 o n.such unless braced throughout their length byir DATE: 11/2/2015 the overall stnicture le the responsibility of the building d•eignet continuous shoddy ltebs acwg re•required shown PA1't �i 3.In impact bridging or th lateral bracing ity of the where eve ocontractor. �,/L SEQ.: K1505027 4,Nobad should be lenmt no component ensl anongerecinhand of tes responsibilitytoftheomairroeiron fasteners ere complete end at no nets should any load{greater then 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS I D: LINK design mads be epplled to any component. and are for condloo^of use. 12/31/20-16)I]q r p 5.CompuTrus has no control over and assumes no resp Ibllily for the 8.Design assumes NA bearmg at ail supports shown.Shim or wedge If EXPIRES: 1 2{3 I/20 1 6 fabrication.handing.shipment and inhalation of comp i ante. necessary. 7.P°sisehsi)bassumes adedon drainage leprowsaa November 3,2015 8,Ibis design Is Nmld•d wiled to the limitations wt milt by 8.Plates shall be mated on both/aces or inn°,end placed w their canter TPIIWTCA m SCSI,copies of wad will be rumished upon request. lines coincide vdth joint center Imes. MiTek USA InclCom Trus Software 7.6,6(14E L 9.Digits indicate size of plate In inches. ( ) 10.For beset connector plate design value°ese ESR-7371,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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) 65 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-267) 244 3-4=( -98) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -84/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -216/ 372V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -55/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX ILAXDEHFOLRI:. -0.002" @ -1'- 0.0" Allowed.= 0.100" MAX TL CREP DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL L DEFL 0.047" @ 3'- 4.9" Allowed = 0.448" MAX TC PANEL L DEFL -0.057" @ 2'- 11.9" Allowed = 0.672" AX HORI . LL DEFL = -0.003" @ 9'- 10.9" TL DEFL = -0.003" @ 9'- 10.9" 12 8.50 17 system and Design fcomponents orms to rand n reladdingrcriteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, Truss designed for wind loads �( obi in the plane of the truss only. 0 of 0 c O ► 5 I 1 � M-3x4 y1-00 6-00 3111 0v NE' f (PROVIDE FULL BEARING;Jts:253,4I r " 444 - 7 zt 89782PE ` JOB NAME : 17-D POLYGON - DJ5 --..-''<• `•"'..'• • • Scale: 0.4074 mow WARNINGS: GENERAL NOTES, unless otharvAse noted. OREGON 41) 1.Builder end erection cuntredor should be advised of al General Notes I.This design la based oni upon the parameters shown and Is for an Individual j#-OREGON h" Truss: DJ5 and Wemings before construction commences building component.Applicability of design parameters and proper Yf/,� 2.2a4 compression web bracing must be installed where[Gown.. incorporation or component is the responsibility ohne building destgnar. J V,q�j�.: ,� �'' j_ 3.Additional temporary bracing to Insure stability during construction 2.Design Sestinase n.tap and bottom chorda to ba throughoutaterally braced al al �'�i lathe responsibility o!Ms[rector.Additional m bracing1 Y nti and at t O c.c.respect.ely unless braced their length by apo permanent o continuous sheathing such as plywood sheathing(IC)end/or drywall(BC). Pq.I I i '' DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2‹Impact bridging or later.)bracing required where idiom+. V 1.. SEQ.: Vi5 0 5 0 2 8 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the raaponabnny of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ars to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of us e. y C 5.Compuirus hes no control over end assumes no responsibility for the N.Design assumes NI bearing al.1 supporta shown.Shim or wedge If EXPIRES. 12/31/2016 . N fabrication,I.naling.shipment and installation ofcomponents. 7.Design assumes cotadadequate drainage isprovided. November 3,2015 6.This design is fumtahed sub)ed to the limitations set forth by B.Plates shell be located on both laces of bus,and placed so mein comer TP6WTCA in BCS(.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 8O.For basic connector plate design values see ESR-tail.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" TC: 2x4 KDDF I1aBTR IIOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-6-10F/Cq=1.00 BC: 2x4 KDDF R16BTR 1-2=( 0) 65 2-6=(0) 0 SPACED 29,0" S.C. 2-3=(-396) 243 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-201) 91 LOADING 4-5=(-131) 0 BC LATERAL SUPPORT <= 12"OC, UON, LL( 25,01)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 29.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 384V -93/ 320H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -179/ 366V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -225/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) BOTTOM C�IORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTT M CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 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 = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.051" @ 3'- 2.3" Allowed = 0.448" 4 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.672" 6MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" • MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" 12 8.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, I End vertical(s) are exposed to wind, r) i Truss designed for wind loads m in the plane of the truss only. cn 0 Tr o - - 6."_� -/ o M-3x4 y1-00 J, 6-00 y 5-11-11 1 4�y C} PR.QfiFs .._.. \CO �4 4' fp IPROVIDd FULL BEARING;Jts:2,6,3,4 I f.' j Jp � k4 :9782PE r'` JOB NAME : 17-D POLYGON - DJ6 r, ,,w. Scale; 0.3565 ,,� 'A NMI WARNINGS: GENERAL NOTES, unless otherwise noted. / YJ Truss: DJ6 I.Builder and erection contactor Mould be.dvhed(I General Notes I.Title design is based only upon Me parameters shown end.or en Individual S. A OREGON R G f� and Warnings before construction commences. building component.Applicability of doAgn parennten and proper _/F!rllr 2.2x4 compression web bracing must M installed*re dhows 0. Incorporation of component b the responsibility Nara building designer. Ce 3.Additbnel temporary bracing to Insure stability during**Suction 2 Design eawmes the tap and bottom choke to M latently bread at /.� `qp\f A � Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1 P o.a reap.dNely unless braced throughout their length by I�+ 1 1 �.�,t DATE: 11/2/2015 the overall etnxduro b Me ro diol JJ��'� contlnuow sheathing such es plywood aheaming(TC)ene/ar drynsU(SC). ►14 pic4 span IY or the .S g gs.pner. 3.2x impact bridging or lateral bracing required where shown.•. UL `` SEQ.: K 15 0 5 0 2 9 4.No bad should be applied to an component until after}p bracing and 4.Installation of truss b the rosponsiblity of the respective contractor, fasteners aro complete end at no time should any loade proetar then 5.Design assumes trusses are to be used in a non-co,rosNs environment, TRANS ID: LINK design loads be applied toeny component, ander.for"dry condition"of use. 6.DeepuTOO,has no control over and assumes no roapol(siblity for the B.Design sycomas mit bearing et all copped.drawn Shim or wedge a EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of corn nts, necessary. 7.Designe.peii assumes acted on beth drainage s k prodded. and November 3,2015 S.This design is Nmisilad subject to gra limitations sat fa by 8.Plates shall M bated on both faces of truss,end TP W.'TCA In SCSI,coplead w thele akar pfae of which will nrpusst. Nnes coincide with)alk akar linea. MITek USA lite,/CompuTrus Software 7.6.7(1L4}E S.Digo inflate As.oflatadeinob... 10,For basic connector plata design vetoes see ESR-7311,ESR-tgga(Musk) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" i IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 3-4=(-227) 182 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -86) 61 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -24/ 378V -121/ 360H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -223/ 345V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -176/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -70/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.052" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.50Wind: 190 mph, h=25.5ft, 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 `O 0 in the plane of the truss only. r: 0 I0"+c6 0 c -, o /0/000000070000000i 6= o M-3x4 A.c. PR OFFS y y c� GINE Sf lel oo l 6-00 7-11-11 ,�` �i.� R U?9 (PROVIDE FULL BEARING;Jts:2,6,3,9,5 4n. :9782 E r" JOB NAME : 17-D POLYGON - DJ7Ar Scale: 0.3124 WARNINGS: GENERALNOTES, Men otherotee noted' OREGON C/"�(�Ill }� 1.Builder and erection contrador ehout be advised of al General Notes I.This de Ign h based only upon the parameters shown end is for an Individual OREG O Nyy��� r�.. Truss• DJ7 and Wandngs behr.constrndbn wmmenae.. bonding componentcompoApplicnent of design parameters and proper +a4. Y i GJfr. �Z" z.zea compression web bracing must be In.8 Sed where.sown.. Design incorporation or wmpopa n is the responsibility of the building edetdesigner. "'T 7 P1 1,C 3.Addnlonel temporary bracing to Imre stabllity during construction 2.Design assumes the top end bottom drama to he lalersly braced et le the responsibility or the erector.Additional permanent bracing or c7 ntin end et eaS hbro.crwall..ply unless braced)TC)en/r dryeir length(.by "A UL 1 continuous ahsethmg such ae plywood sheathing(TC)armor drywag(BC). S e DATE: 11/2/2015 the overall Ynidure Is the reepondbllry of the building designer. 3.a Impact bridging or latera bracing required where.noon.. SE K1505030 4.Na load should besppeedtoany component untoafter anbracing and 4.InsNgntionofboassumes tsiiesethe herespuasibeityusedl eenespeoavvec n actor..m, Q• hstanen aro ampbte and el oe tlme ahemd any leads groater than and are hr"dry con...are of use. TRANS ID• LINK Cnhadsbeappiedtoanyoompon.m. 6.Design serume.rugbeanngatal supports shown.Shim orwwedge8 EXPIRES: 12/31/201 6. on,mpuTma has no control over and assumes no responsibility hw r the n.a. ry, hbriagen,handling.shipment and installation of components. 7,Design assumes adequate drainage Is provided. November 3,2015 6.This design b furnished wiled to the(Imitations set forth by B.Plates shall be bated on both faces of true.,and placed so their center TPNMCA In SCSI.copies of which will be furnished upon request. 9.IDles.oiines ncide vAth Yrs to e v enterinMs . MITek USA,Inc.ICompuTrus Software 7.6.6(1L(-E 1o.For bash connector plate design vales see ESR-1311,EER-1988(Mak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ITRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 TC: 2x4 KDDF #1.&1377 LOAD DURATION INCREASE = 1.15 -2=( _ g 65 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-451)0) -3=(-9501) 431 2-7-(0) 0 3-4=(-283) 240 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-166) 131 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.9)'+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -57) 26 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -139/ 4148 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREINTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -235/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -150/ 231V 0/ OH 1.50" 0.30 REEF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -21/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 8-01-08 7-10-03 (:OND. 2: Design checked for net(-5 psf) uplift at 24 •'oc spacing. d .../ VERTICAL IEChT:6111:41/11.11°CE ON LIMITS: LL=L/240, TL=L/180 MAX LL DE - 002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DE - 003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DE051" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DE - 061" @ 2'- 11.9" Allowed = 0.673" MAX H . DEFL = -0.008" @ 15'- 10.9" MAX B . DEFL = -0.006" @ 15'- 10,9" Desionrms to main windforce-resisting 12systndomponents and cladding criteria. 8.50 9 Wind: 190 6.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) load duration factor=1.6, u� Truss designed for wind loads . o in the plane of the truss only. oo 0 3 of o Yew 0 1 - 7 I M-3x4 O P R o�r�s l l 1 b � ANG I N (5;101-00 6-00 9-11-11 44 [PROVIDE FULL, BEARING;Jts:2,7,3,4,5,6 I 89782P 82P E17 JOB NAME : 17-D POLYGON - DJ8 • Scale: 0.2684 'v-a' / --. WARNINGS: GENERAL NOTES, uressotherwlee noted Truss: DJ8 1.Builder and emotion contractor Mould be advised f al General Nates 1.This design is based only upon me parameters shown and Is for an Individual �q OREGON ' and Warnings before contraction commences. building component.Applleebillly of design winders end proper47) -!/tI �'a Z.204 compression web bracing must be Installed where Show i. Incorporation of component la the responsibility of the building designer. V' V 3.Additional temporary bracing a Insure stability during cbetrualon 2 Gestin assumes the topper bottom chords to be laterally breed at ,�y ��V /. . la the reepensibilty of the erector.Additional pennenel,braang of 2'o a.and t 70'o.c rsapeaHaty unless breed throughout r dry Isopto by •TL 1 �,+ DATE: 11/2/2015 the overall structure Is the responsibility of building signer. ZrImpact sheathing et wen l plywood aired sheathing(TC)cower arywal(ec). r, ��'.f 3.a,impact bndglr87 or latent bradng required where shown Li SE • K1505031 4,Na road should beapWfotltoany component until agxlenbracing and 4.Instalationonmulathe re Q^ fasteners are complete and at no time should any loo greater than B.Design assumes trusses are responsibility t e n respective amx nment, TRANS I D: LINK design roads be applied to any component, ane are for"dry condition.St no5.CompuTrus has no control over and assumes no rasp nibllty forme 6.Design assumes NN bearing at all supports Chown.Shim for wedge if EXPIRES: 12/31/2016 1/ 01 fabrication,handling,shipment and installation et cont eras. 7.necessary. B.Thbdesign lafumlah.dwq.aethe timtiatianaset f by 8.Ple.shell belocated n mamas uonboth faced oftrusate drainage is e,and placed stheir center November 3,2015 TP WVTCA In SCSI.copies of which will be furnished a,�e request. lines colndtle vAm JoIM colder Ihroe. MITek USA,Inc/Com uTrus Software 7.6.6 10. 9.5196.brdlaote ece of piste a inchel. p ( 10.For bete connecter plate design Values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-507) 487 3-4=(-333) 292 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-229) 190 BC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -85) 50 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -155/ 465H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -245/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) 9'- 11.2" -157/ 228V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -193/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -65/ 9BV 0/ OH 1.50" 0.16 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8-01-08 9-07-07 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 TC PANEL LL DEFL = 0.050" @ 3'- 7.4" Allowed = 0.449" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.010" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.010" @ 17'- 8.2" 5 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=26.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 8.50 load duration factor=1.6, 4 Truss designed for wind loads : in the plane of the truss only. M-3x5(S) 1 4+ N 3 oh o a ,e 7 0 PROF, II M-3x4 ), ), ), y �NCa11VE fiR /0 1-00 6-00 11-08-15 ((yy(�y(� nr (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 89(82I-E r JOB NAME : 17-D POLYGON - DJ9 , • Scale: 0.2451 WARNINGS: GENERAL NOTES, wises°thervtas noted' �y ('gyp Ef�/�Ill �},`) 1.Builder end erection contractor should be advised of el General Notes t.This design A based only upon the parameters shown and Is for en Individual $�•OR G V I I �y. Truss: DJ9 and Warnings before condrudlon commence• building component.Applleeblley of design parameters and ptoper "vI "1` Z.2a4 compression web Ondng muni be installed where shown+. incorporation of component N the responsibility of the building designer. "'� 4[y v A (< 3.Additional temporary tensing to Inure debility during construction 2.Design assumes the top and bottom drone to las Merely braced al al I �,I Is the respensibi add erector.Additional permanent bracing of Tntinend.heetdn respectivelysuasunlessbraced TC)e t their drp el(B). t Ily a penin continuous sMetMng such as plywood sheathing(TC)and/or drywel(BC). � fi'A.U M �� DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2f Impact bridging or lateral bredng required where drown•c S E K 15 0 5 0 3 2 4.No road should be applied to any component until ager all bradng end 4.Installation of truss is the responeibltiy of the respedlve contractor. 4• : fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-com/We environment, design base be applied ie any component. and Cr.for'dry condition.of use. TRANS I D: LINK 5.CompuTroa hes no control over end assumes no responsibility for the 6.Design assumes NI beefing al ass supports Mown.Shim or wedge If EXPIRES: 12/31/2016 2/31 120 1 6 fabrication,handling,shipment and Installation of components. 7.Design.Nome,adequate drainage a prodded. November 3,2015 II Ce? 1 G t7 /,GV iRJ S.This design Is furnished sidled to the limitations set forth by 8.Plates shall be located on both face,of buss,end placed ea their center TPW6TCA In SCSI,copies of which will be furnished upon request. lines coincide with lolnl center line. 9.Dlg6e indlcete des of piste In inches. MITek USA,Inc./CorrtpuTrae Software 7.6.6(11)-E to.For basic connector plate design vales see ESR-7371,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LORD DURATION INCREASE = 1.15 1-2=(-376) 357 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-215) 169 3-9=( -79) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4IDL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -112/ 303H 5.50" 0.38 KDDF ( 625) EL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 353V 0/ OH 1.50" 0.45 ROOF ( 625) LIMITED S%0RAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -159/ 297V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -60/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" S MAX HORIZ. LL DEFL = -0.006" @ 13'- 6.8" MAX HORIZ. TL DEFL = -0.006" @ 13'- 6.8" Design conforms to main windforce-resisting system and components and cladding criteria. 12 3 Wind: 140 mph, h=24ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8.50 7 ,I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 I O O I O i cm O C : MMMIIIMMEMMWMMEMMEM O 1._"" 6'""="' -/ 0 M-3x4 li,k0) PR Qp'S y 6-00 y 7-07-08 y ., G NEcfQ [PROVIDE FUME BEARING;Jts:1,5,2,3,4 I (44 � 8•78 PE r" • JOB NAME : 17-D POLYGON - EDJ /y/ �' • Scale: 0.3221 • rte • �• -^.e WARNINGS: GENERAL NOTES, unless otherwise noted. ©���©N Truss: E DJ 1.Builder and erection contractor should be advised f*General Notes 1.TMs design Is based only upon the parameters shown and la for an Individual (^�)', end Warnings before construction commences building component.Applicability of design parameters and proper ::,1 ...�. 4,6 Y17 rz ' 2.2x4 compression web br°dng must be metalled where own+ Incorponllon of component is me responsibility of me building designer. ,. (14 y. V 3 Atltllbnal lemponry bndnp to Insure stabllly tludrp stmdbn 2.Design assumes ma top and bottom chord°to be lately braced at ;9, li Is the responsibility of the erector.Additional germane bracing of T 5.0.and at IG o.c.rauah Ca ety unless bawd throughout melt length by T • ` DATE: 11/2/2015 the overall emotive N the responsiblfty of the building signer. continuos Adginshutgla,ng such l b plywood required where e e senor tlrywel(BC). �,'},^' +1 +�\ 3.2x Tinged bridging or lateral bracing reguirod where shown++ A iU L SEQ.: K 15 0 5 0 3 3 4.No load should be applied to any component until after !bracing and 4.Installation of tons Is the res onsiblsy of the respective contr°dor. fasteners are complete and at no time should any los greater than 5.Designt assumes trusses are to be used In a nontorroaNe environment, TRANS ID: LINK design loads be applied to any ampon.m• and are for"dry condition'.of use.6. 12/31/2016 r�/ t�/�lG 5.Campulrue has no control over end eewmes no rs�dlly for the S.Design assumes NII beating at al supports shown.Shim or wedge N EXPIRES: 1 2/31/20!6 febrkatlen handlIng shipment and Installation of coin nus. "°ry '.°°eschar"°`°'eq°°' thloseteprs""°'. November 3,2015 6.This design is furnished subject to the limitations set by 8.plates shall be bated on both/aces of tons,and placed so their polar TPWvrCA In SCSI,codas of which"Alt be furnished n request. Inca comdtle vim Joint shier Ilse. A Int./Com UTfU6 Software 7.6.6 T 4 9.Digits Indlah size of plate In Inches. MiTek US p ( fE I0.For psis connector plate design values see ES13-137 I,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 33 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 BORE 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" -60/ 293V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -59/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.3" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.059" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.139" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.5" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.5" Allowed = 0.179" 12 8.50 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. N O d1 0 ,i O1 f o o. rgllMIIIIMIIIIIM O 0 1 M-3x4 y 1 1 1-00 3-07-04 'PROVIDE FULL BEARING)Jts:2,3,4 I PROP ']p/'� ��� f-f1V'•r� 89782PE r • JOB NAME : 17-D POLYGON - EJ14 • Scale: 0.6796 .44 ♦ -_44, WARNINGS: GENERAL NOTES, unlace otharvsse noted. Ca' 10 1.Builder end erection contractor should be advised of all General Notes 1.This deep"is based only upon the parameters shown end Is for an Individual , ,, �j#-OREGON h" Truss: EJ1 and Warnings before wnetn 11on commences. building component.Applicability of design parameters and properW6, i Nr 2.264 compression web bracing must be Installed where shown+. incorporation of component is the responYblity of ms bulldog designer. +'!'� [!y V (.� 4�^ 3.Additional temporary bracing to Insure stabllty during construction 2.Design assumes the top and bosom asscholen to be laterally braced at +, r Is the reeponslbllty of the erecter.Additional permanent bracing of ZttMinu u sheathingnd at sn.respectively ch es ep ywood Y e.ming(TC)ndeothroughout their y length l BC). PA.i s ��'� DATE: 11/2/2015 the overall structure Is the raspensblty of the building designer. 3.Dc Impact bddging or Wend bracing required where show,0 SEQ.: K1505034 4.No load should be applied to any component ma after all bracing and 4.Installation of trues iiss the r espo sibStbe yyaf the renunoVee c ntactor. . fasteners are complete and et no time should any loads greater man end g e ssume musses^re use. TRANS ID: LINK design bade be applied to any component. 6.Design assumes Ml bearing at all supports shown.Shim or wedges y�]{ ry rj ] { 5.CompuTnrs has no control over and assumes no respondbilty for the wary, EXPIRES:ES: 1 2/31/20 1 S rebrbetion,handling,shipment and instageten ofcomponeme. 7.Desgn assumes adequate drainage le provided. November 3,2015 6.This design Is furnished subject to the limitetune eat forth by S.Plates shall be located on both leans of Bum,and placed so men anter TP VWTCA In SCSI.copies of winch eli be furnished upon request. lines coincide with)Mint center linea. 9.Digits Indicate sire of pieta in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L).E 10.For basin connector plate design values see ESR-1311,ES14-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-83) 58 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" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 324V -32/ 108H 5.50" 0.52 ROOF ( 625) 3'- 4.5" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -63/ 99V 0/ OH 1.50" 0.13 KDDF ( 625) LIMIT�D STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUI EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8.50 17 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.029" @ 2'- 3.7" Allowed = 0.269" MAX TC PANEL TL DEFL = 0.022" @ 2'- 3.7" Allowed = 0.397" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. InWind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lload duration factor=l.6, M Truss designed for wind loads in the plane of the truss only. o, t0Io 1,lifillig°/ M-3x9 J' l y )' 1-00 3-07-d9 0-09-07 (PROVIDE FULL BEARING;Jts:2,9,3 I �� a PoxFss <0 NGINc,9 fp .w 97821E JOB NAME : 17-D POLYGON - EJ2 . Scale: 0.6799 ® - WARNINOS: GENERAL NOTES, ureas otherwise noted' (1) Truss: EJ2 1.Bulkier end erection contractor should be advised f IIG rel Notes 1.This design Is based only upon the parameters shown and is for en Individual 17 OREGON N. and Warnings before oonetrudlon commences building component.Applicability of design parameters end proper V Q 2.204 compression web bracing must be Installed where{hown 0. Incorporation of component Is the rosponstbWty of the building tlaelgnef. **9!'t‘ y t r 3.Ad48lonal temporary bracing to Insure s1 blBy dun g ehuction 2.Design ad 110 the tap and bottom chortle to be laterally 0 their et T �+ `, Is the responsibility of the erodes.Additional germane brecirg of 7 o c,end et 1 O lain respectively unless braced throughout ihelr length by iff DATE: 11/2/2015 the ovens structure is me responsibility continuous sheathing such as plywood required hg(TC)endear drywal(BC). 'I w U.6 [7 aponsbility of the building asyner. 3.2a Impact bridging or lateral bracing where shown+. /4,t T e\ SEQ.: K 15 0 5 0 3 5 4.No load should be applied to any component until ear bndng and 4.Installation of trues la the responalbarcy of the respective contractor. fasteners are complete end at no time should any b•dhgroater than B.Design assumes trusses are to be used In a non-corrosNe environment, TRANS ID: LINK design loads be applied b any component. end are Ion"dry conditionor se.. 12/3112016 ry t�1/ry 5.CumpuTms has no control ever and assumes no resp Iblldy for the 6.Design hI bearing at al supports shown.Shim or wedge If EXPIRES: 1 GIa7 i/'G01 fabrication,handling,shipment and mateg.ibn 9f coin mots. ,.Dealgn:eeumee adequate drainage le provided. November 3,2015 6.This design h furnished subled to the limitations set by 8.Plates shall be located on both faces of hese,and placed so their center TPBWTCA In SCSI,melee of which eat be Nmlehed u n request. Ilnac coincide 04th joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L).E 10.for basic connector plate design valuesaee ESR-1311,ESR-119313(Mock) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF STANTR SPACED 24.0" O.C. Design conforms to main windfoxce—resisting system and components and cladding criteria. WEBS: 2x9 KDDF STAND LOA➢ING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12^OC. DON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 92.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (moss). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-08-04 0-03-12 f T I 12 4.00 M-1.5x3 4 —, 3 A ut ,-1 r 0 I 2 .ti N 11 1000111111111111111111111111:, m o 5 M-3x4 M-155x3 1, l l 1-00 4-00 _ ��9,. PROF es �c,5 �NGINE�c,Q sr��� 9782PE r JOB NAME : 17-D POLYGON - Z1 • 0.6405 , WARNINGS: GENERAL NOTES, unless other)...noted Yr .�•� OREGON t.Builder and erection contractor should be advised of el General Notes 1.This design b based only upon the parameters shown and Is for an Indlvlduet 7/P.O `EG"•`•* 1�' lf�. Truss: Z1 and Warnings before eenst,ndlon commences. building component.Applicability of design parameter.end proper I W�/ 9' (�R 2.2a4 compression web bracing mail be 6AAAd where shown+. Incorporation of component is the responsibility of the building designer. 1"2"". "/q C1`! i b '1�X temporary bracing to insure stabil during construction 2.Design assumes the top and bottom chores to b.Iwag braced d TA- ! . 3.Additional tem M' T o.e.and et t o o c.each C.plywood sheathing(TC)and/or drywal(BC). PA UL DATE: 11/2/2015 the overall structure A the reepansibliy of the building designer. 3.2F Impact bridging or lateral bracing required where shown++ SE K 6 4.No wad should be applied to any component until alter sit bracing and 4.Indalallun album h the responsibility of the respective contractor. Q• 15 0 5 0 3 fastener.are complete and at no time should any loads greater then 5.DeSgn Femmes busses are to be used In.noncorroehe environment, design teed.be applied to any component. end are sur"dry condition"of use. y{'�{ .l ry Jry.l/Y'�/'�.l TRANS ID: LINK8.Design assumesbl bearing at al supports shown.Shim or wedges EXPIRES: IG/J I/L{!i 5.GomWTrus has no control over and assumes no responsibility for the necemary. fabrication,handing.shipment and installation of component.. 7.Design assumes adequate drainage i.padded. November 3,2015 e.This design s furnished subject k the limitations set forth by S.Plato shag be located on beth faces of me.,end placed so their center TFWVTCA In SCSI,copies of which will be furnished upon requeet. lines joint center Digits oincidro size t in lines. lline g MITek USA loo./CompuTn/s Software 7.6.7(1L).E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR=DDF/C =1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 4 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-170) 144 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -55) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 311V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -32/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIRPMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -! MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1,- 10.0" Allowed = 0.264" 12 MAX BC PANEL TL DEFL = -0.007" 0 1'- 9.5" Allowed = 0.179" 0.50 17 j 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `Oload duration factoz=1.6, o I Truss designed for wind loads pin the plane of the truss only. 1 , 0 IIIPAIIMIIMIMMOM o o M-3x4 1 • 5 ,I, l 1-00 3-07-04 2-04-07 (n� p IPROVID$1,FULL BEARI NG;Jts:2,5,3,9 1 ��4},vV PRO1 w17 4 89782PE c" JOB NAME : 17-D POLYGON - EJ3 -.......,,! -10°' Scale: 0.5465 WARNINGS: GENERAL NOTES, unless otherwlm noted V0) Truss: EJ3 1.Builder and eroabn anlreaor Mould be advised at ell General Nates 1.This design N based only upon IM parameters mown and b for an individual '9 OREGON Zn'' �. and Warnings before contraction commences. building component.Applicability of design parameters and proper �i 2.2x4 compression web bowing mug be instated where wn+ incorporation of component is Me responsibility of the building designer. .e7 �j` 3.Addfonal temporary bndnp to Insure geblley during sirudlon 2 Design amumas the top end honour Mohs to be laterally bead at ]� ��.V '� Is the responsibility of the erector.Additional permene bracing of T o.c,and at 1d a.c respectively ab s.plywood unlace bead throughout their length by ! DATE: 11/2/2015 the overall structure Is them responsibility 20 Impactinuo.t Mga,athing suerlbacing required where sorwar tlryvnl(BC). hj� CI.� span Ity of Me building signer. 3.2e Impsa bridging or lateral bracing requlro.where Mown+a /' SEQ.: K 15 0 5 0 3 7 4.No bad should be.palled to any component until after !bracing end 4.Inelaletlon of Irum h the re°ponibllty of Me respective contractor, fastener.are complete and at no time should any los greeter than 5.Deign amines truss°s aro to be used Ina non<asaslve environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"ofuse. 5.CompuTnn has no control over and 11118=113 no reep►lgb9hy for Me 6.Deign assume.full bearing at al supports Maven.Shim or wady n EXPIRES: 12/31/2016 ...lion,handling,shipment and installation of ofcomponents. ncesmry. '.Design assumes adequate anbothface is provided. November 3,2015 6.This deign la furnished mbpct to the limitations set fait by 8.Plates shall be bated on both faces of Truss.end plead w thele abler TPLWfCA in SCSI,copies of which oil be Swished ye.request. Thee coincide with)Dint center lines. MiTek US . uTrus Software 7.6. 11. 9.Digits indicate else of plate In Inches. A''Inc/Com p 6( 10.For basic connector plate design valuesme ENR-1311,EBR-f086(MIIek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2_33=(-54) 36 WEBS: 2x9 KDDF STAND 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) 0'- 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ ON 5.50" 0.25 KDDF ( 62 ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL an For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 1' 1 f . MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. • I r 0 I .-i to co 1 O 2 5 o M-3x4 M-1.5x3 Jr J• Jr 3-08-04 0-03-12 Jr Jr 1 1-00 4-00 89782PE r- . JOB NAME : 17-D POLYGON - Z2 Scale: 0.6209 M..1 WARNINGS: GENERAL, hislgnAb, unless Nupotherwise eparamete 1" OREGON�o'`' ,... ce II, 7.Builder ant erection contractor should bs advlssd of aN Oenaral stoles 1.Thio design h bassd onty upon the paramalere Maven entl U for an hldivldual Truss: Z 2 and Warnings before conahudion commends. building component.Applicability of design perametere and properik, „. 2.2a4 compression web bracing mud be Installed where shown n. Incorporallon al component Is the responsibility of the bullring designer. "� A C'1�R:4 b /�`C-. 3.Addilpnd temporary bracing 10 Insure daflty during construction 2 Design nd id 10'the top and bottom is be b d t roughoateraIN b Sr etl at by r 1 lGr N the reapundblety of the erector.Additional permanent brae f 7 ntin end et 1 a ow.rcash ea ply unless bread throughout their y length). PA. UL (�' bracing^ continued sheathing such as plywood ahaathingRC)and/or dryvnA(Bc). F~ DATE: 11/2/2015 the overall structure Is the responalbily of the building designer. 3.2a Impact bridging or leterat bracing required where drown e n S E K 15 0 5 0 3 8 4.Na road should be applied to any component until age/ail bracing and 4.Idtadelan of ap trues la the reondblgy piths respective contractor. 4•• fasteners are complete and at no time Mould any bads greater then 5.Design assumes busses are to be used In a non-corm:We environment design bade be spoiled to any component. end are for"dry condition'of use. �/ TRANS ID' LINK S.Design assumes MI bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 S.coroppTNa he no control over and assumes no reaponaromty for m• EXPIRES: fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 d.This design is furnished subject to the limitations alt forth by S.Plates shall be located on both fads of truss,and placed so their center TPW rI CA In SCSI,copies of which will be furnished upon request. g.IDleea ines eln dde with cera ojointpcenate ter Ones. indMITek USA,Ino./CornpUTrUs Software 7.6.7(1L)E II.Forbad°connector plate design values sea EOR-1311,ESR-7855(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF gl&BTR SPACED 24.0" O.C. 2-3=(-239) 212 3-9=( -88) 60 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -11/ 297V -66/ 202H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" 0/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -180/ 288V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -76/ 113V 0/ OH 1.50" 0.19 KDDF ( 625) REQUIREGSNTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" ') MAX TC PANEL LL DEFL = 0.006" @ 2'- 2.3" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" 12 8.50 '. MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. ,O Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=1.6, o Truss designed for wind loads io in the plane of the truss only. 1 rn o I o ►moi 5 0=-4 0 M-3x4 ) l 1 l 1-00 3-07-04 4-04-07 Y P ry 04 `S'IPL. ROVIDd FULL REARING;Jts:2,5,3.9 I GtNF� ' cl ' NRa � .7 ...c- 89782PE r*". JOB NAME : 17-D POLYGON - EJ4 • Scale: 0.4682 / -^� WARNINGS: GENERAL NOTES, ureas otherwise noted. (,,o Truss: E J4 1.Budder end erection contractor should be advised alai(General Notes 1.TMs design is based only upon the peremetera shown and Is for en Individual •a77 G (�"� and Warnings before wnstrudlon commences ,y building component.Applicability of design parameters end proper Io O ) 2.244 compression web brsdng mud be InVelbtl cont T~ + incorporation of component la IM reepensibNlly of building designer. 1,9, '1A y A 6 (! �f3s�, 3,Additional temporary bracing to Insure stability during o�sinrction 2 Design assumese.r the lop and bottom chords to M laterally bread d 7 'l Is the reWensibBty of the erector.AddBlenY peen n�bracing of 2'a,c,and at 10 o a resped.ey unless braced throughout their length by ` DATE: 11/2/2015 the overall structure la the responsibility of the building signer, continuous abseiling suer t b cing re uiredsheatwhere and/or tlryweA(BC). r„x' r+t + 1 3.In tmptio bodging or literal bracingrequiredof the p Mown ea++ `/L SEQ.: Vi5 0 5 0 3 9 4.Na load should be appeal to any component until egaA 1 bracing and 4.Installation of ince h the rosponsiblfly of the respective contractor. fasteners ere complete end at no time should any toe greater then 5.Design assumes trusses are to be used in a non.aorroANe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofwe. S.CompuTms has no control over and assumes no responsibility for the 0Design assumes NA bearing el ail support Mown.Shim or wedge If EXPIRES: 12/31/2016 febrkation,handling,shipment and lnstagatlon ofam nente. 7. necessary seumes adequate drainers,N provided. November 3,2015 S.This design le hanAhed subject to the limitations set by S.Plates shall be leafed on both faces of truss,and placed so their abler TPLM/yCA in BCS(,spies of which will be furnished upon request. Baa windde with)olid center pose. B.Digits Indicate size of plate In Inches. MITek USA,InciCompuTrue Software 7.6.6(1 L).E 10.For bask connector plate de sign vales sea ESR-1311,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 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) 64 2-10=(-1074) 5236 10- 3=( -10) 108 BC: 2x6 KDDF #1&BTR 2- 3=(-6810) 1486 10-11=(-1074) 5236 3-11=( -120) 364 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6762) 1538 11-12=(-1088) 5340 11- 4=( -600) 2790 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5290) 1258 12-13=(-1066) 5240 4-12=(-2304) 562 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-5294) 1258 13-14=(-1300) 6198 12- 5=(-1404) 5920 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0"V 6- 7=(-6614) 1504 14- 8=(-1312) 6250 12- 6=(-2084) 512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-8170) 1804 6-13=( -534) 2454 BC LATERAL SUPPORT 0= 12"OC. DON. 8- 9=( 0) 64 13- 7=(-1128) 280 ADDL: BC CONC LL+DL= 3018.0 LBS @ 6'- 0.0" 7-14=( -416) 1966 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1031/ 4618V -144/ 144H 5.50" 7.39 KDDF ( 625) -'r ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 16'- 5.5" -1518/ 6698V 0/ OH 5.50" 10.72 KDDF Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: \n� 9" oc in 1 row(s) throughout 2x4 top chords, /X`/x\ 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. Note: Truss not plated symmetrically. Mark truss prior to installation to VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ensure proper orientation as shown. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 8-03 8-02-08 MAX LL DEFL = 0.050" 8 5'- 10.3" Allowed = 0.777" f 1' 1' MAX TL CREEP DEFL = -0.136" 8 5'- 10.3" Allowed= 1.036" 3-04-09 2-09-03 2-01-04 2-01-04 2-09-03 3-04-01 MAX LL DEFL = -0.001" @ 17'- 5.5" Allowed= 0.100" T f f f ,r f f MAX TL CREEP DEFL = -0.001" @ 17'- 5.5" Allowed= 0.133" 12 12 M-9X6 7 MAX HORIZ. LL DEFL = -0.016" @ 16'- 0.0" 8.50 I/ Q 8.50 MAX HORIZ. TL DEFL = 0.035" @ 16'- 0.0" 4.0" s ,fe 011 Design conforms to main windforce-resisting HANGER BY OTHERS TO APPLY A system and components and cladding criteria. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. M-3x5 M-3x5 Wind: 140 mph, h=23.5ft, TCDL=9.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, JCC 4.k. Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 7 1% M-5x10 M-5x10 rn Aiiihbillik nser nn z Iiiiihs1� N® i0 1 10 �® 12 13 14 e o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 O Wedge required ayheel(s) l y+3018# @ , , 1 l „..,0) PR0/t'� 1 y 3-02-13 2-07-07 2-04-12 2-04-12 2-07-07 3-02-05 J l ��� NGINE. ',./p 1-00 16-05-08 1-00 .37 8.7 8,2 P E t- JOB NAME : 17-D POLYGON - ZGIRDScale: 0.3077 'ACo. 40 WARNINGS: GENERAL NOTES, unless otherwise noted :l -74/OREGON REGON2pe��‘,,. 1.Builder and erection contractor should be edvsed of all General Notes 1.This design is based only upon the parameters shown end Is for en Indhkluel ..e AR .: V Truss: Z GIRD and warnings before construction commences. budding component.Applicability of design parameters and proper �/ < 2.2x4 compression web bradng must be installed where shown 0. incorporation et component Is IM reeponiebSto of the building designer. ` 3.Additions'temporary bracing to insure stability during cone anter 2 Destpn assumes me top end bottom chords la M laterally braved et PAUL ,.+.L ' " Is the responsibility a/int endo,.AddNbnal permanent bracing of 7 ase,and at 78 0.c,rsuch es sly unless braced throughout their length by /•�u continuous sheething such es plywood sheath ir )and/or drrwal(BC). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whereen,shown«i SEQ. : Ki5 0 5 0 4 0 4.No bed should be applied to any component anal after all bracing end 4.Installation of truss N the responsibility of the reepedtve cantrede, fastener.are complete and at no lime should any bads greater than s.Design assumes trusses are b be used In a non-oorrosive environment EXPIRES:: 12/31/2016 design load.M applied to am component. and are for"dry mndnlorf of use. TRANS ID: LINK 6.Comperrushmnocontrol over and aawmesnoresponsibillryfanM O.DaagneswmsaNpbea ng ataNwppo eMown.Shmorwedgelf November 3,2015 y. fabrication,handling.shipment end installation of components. Design s W^e^ 7.Date.aewmeloadequate on both oftrussed. B.This deagn Is furnished cabled to the Nmlfatbns set torah by B.Plates shell be located on MU faces of tins,end placed so their comer TPWVICA In SCSI.copies of which will be furnished upon request. lines cokdde with Joint comer linea S.Digits Indkete size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see E512.1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-307) 279 3-4=(-172) 136 TC LATERAL SUPPORT 1= 12"OC. UON. LOADING 4-5=( -59) 27 BC LATERAL SUPPORT G= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -14/ 302V -85/ 256H 5.50" 0.48 KDDF ( 625) 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -171/ 261V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMDNTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -144/ 232V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -26/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CgIORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 k0ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" fI( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.0" Allowed = 0.179" I MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.50 7 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ITruss designed for wind loads o in the plane of the truss only. I r I I( a m o 7 0 ►Z� WM.,6 -f O 1 M-3x4 y y y y 5. , P R QxFss 1-00 3-07-04 6-04-07 IPROVIpE FULL BEARING;Jts:2,6,3,4,5 I C; ' ., INE. E 1p /V,YJ_ �� : Cfi 9782PE r" JOB NAME : 17-D POLYGON - EJ5 ,-%�� CO•Scale: 0.4072 • WARNINGS: GENERAL NOTES, unless otherwise noted t V OREGON _J Truss: EJ5 Builder aant Warnings erection construction O commences advisedn . of all GeneralNotes n na design g twom based�Iupon buily o parameters parameters and proper individual le �/I \/F;E l J'vY}�T �. Z.2a4 cempression web bradng must be Intleled where shown+. Incorporation of component is me responsibility of the building designer. -9)5, v t V4 i 1G s- ' 3.Additional temporary bating to Caste sebllpy during ntlrudbn 2 Design assumes the lop and bottom chorda to be laterally braced al 7 Y '{^� :C4 4 Is the responsiagly of the erector.Additional pennon bracing bracing of 7 c.c.end at t P o.c.reach cc ply unless bread throughout tr eirdry length by y continuous shaetmng such as plyvooduired sheathing(TC)andfor drywaR(BC). �� PA ' DATE: 11/2/2015 the overall structure le the responsibility of the buildin86eelgner. 3.2a Impact bridging or lateral bracing required where shown++ x'"''11 v1.. S EQ.: K 15 0 5 0 41 4.No lead should be applied to any component until anal all bradng and 4.Installation of inns is the rssponsibaty of the respective contractor. fasteners are complete and el no 8me should any mei*greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are for•dry condition^of use. 8.Design assumes fadbearing at all supports show,.Shim or wedge if 5.CompuTrue has no control over and assumes no resuInslbNily for the EXPIRES: 12/31/2016 ' fabrication,handling,shipment end installation of conents. 7. cegn as. d. 6.Ibis design a furnished sailed to the limitations set byte by 8.Plates shall be located enssumes �both faces drainage io trusss s,and placed sotheir center November 3,2015 TPLWI CA In BCSI.capes of which will be famished Igen request. lines coincide with pint center lines. 9.Digits Indicate size of plate In Indus. MiTek USA,Ino./COmplTrus Software 7.6.6(111}E 10.For beat connecter plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 8=(-307) 1372 8- 3=( -30) 438 BC: 2x6 KDDF #1SBTR 2- 3=(-1802) 500 8- 9=(-396) 1511 8- 4=(-262) 195 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1372) 447 9- 6=(-290) 1372 4- 9=(-262) 195 LL = 25 PSE Ground Snow (Pg) 4- 5=(-1372) 947 9- 5=( -29) 438 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1802) 500 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 10'- 5.5" V 6- 7=( 0) 65 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 10'- 5.5" TO 16'- 5.5" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 16'- 5.5" V NOTE: 2x4 BRACING AT 24"00 UON. FOR BEARING MAX VERT MAX HORZ BEG REQUIRED ERG 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 @ 10'- 5.5" 0'- 0.0" -342/ 1433V -100/ 100H 5.50" 2.29 KDDF ( 625) 16'- 5.5" -342/ 1433V 0/ OH 5.50" 2.29 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Desi checked for net(-5 uplift at 24 " AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. gra psf) p oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.030" @ 10'- 5.5" Allowed = 0.777" MAX TL CREEP DEFL = -0.059" @ 8'- 2.8" Allowed = 1.036" MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.018" @ 16'- 0.0" 5-11-11 4-06-02 5-11-11 1' '1 ' '1 Design conforms to main windforce-resisting 5-09-08 2-05-04 2-05-04 / 5-09-08 / system and components and cladding criteria. �i 320# +320# Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 P M-4x6 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 17 M-3x4 Q 8.50 load duration factor=1.6, 3 Truss designed for wind loads 4 in the plane of the truss only. Vey\ al a, KM MN le kil4 8 9 - . O M-3x4 M-3x4 M-3x4 M-3x4 o y 5-09-08 y 4-10-07 y 5-09-08 y .(10) PRQ,r y1-00y 16-05-08 y1-00y ,,5 NG1NEe• 15 , :9782PE r JOB NAME : 17-D POLYGON - ZH1 ,.-✓,Y.,% -'ry Scale: 0.3202 VIP WARNINGS: GENERALNOT0B, uisesotherwtae noted V OREGON _) Truss: ZH1 and Warnings before concudbn comme1.Builder and erection controctor should be ance sed of air General Notes buildingThcomponent mpbased n n aApply ppyosbi�of design parameters ande parameter.shown and iproper individual sty I.4/u{Z 1=1 A N pe" 2.204 compression web bracing must be Installed where shown". Incorporation of component h the rosponsibllly of me building designer. - Nr ev, GA a.�.y 7 3.Additional temporary bracing 10 Insure debility during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 'ill fi Ie the roeponeldMh of the erector.Additional permanent bracing of 7 o.c.end et 10 c.c respectively unless braced throughout their length by //{,,, continuous sheathing each as plywood sheathing(TC)and/or drywall(BC). i v^1 P U t L li DATE: 11/2/2015 the overall structure le the reepondbglly of the building designer. 3.10 Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 0 5 0 4 2 4.No load should be applied to any component until after all bracing end 4.Installation of bass N the responsibility of the respedive contredo, fasteners aro complete and at no time should any loads greater than 5.Design swum".trusses are to be used in a non-corrosive envlronmen, design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINKe.Design assume MI bearing at all supporta shown.Shim or wedge if EXPIRES: 5.CompuTrus has no control over air assumes no responsibility forme neueury `X (('ES: 12/31/2016 tebdution,landing.shipment and betafatbn of components. 7.Design assumes adequate drainage is prodded. November 3,2015 S.Thio design Is furnished wiled to the limitations set forth by B,Plates shell be bated on both taut of buss,and placed so their center TPIN/7CA in SCSI,copies of bhkh MI be furnished upon request. line coincide with Joint utter line. 9.Digits indicate size of plate in inches. MiTek USA Inc./Cam uTrue Software 7.6.6 1L 1 For bsis connector p on ct ptedesign elves see ESR-1311,ESR•i eBe(Wok) This design prepared from computer input P P by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-359) 334 2-6=(0) 0 3-4=(-234) 197 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -90) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0 +DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 306V -101/ 302H 5.50" 0.49 KDDF ( 625) 3'- 4.5" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED TORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -169/ 245V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -189/ 297V 0/ OH 1.50" 0.38 KDDF ( 625) 11'- 9.0" -76/ 111V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM C ORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTT M CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 5 -/ 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 = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HOAR. LL DEFL = -0.005" @ 11'- 8.2" 12 MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.2" 8.50 17 9 Design conforms to main windforce-resisting I�( system and components and cladding criteria. N Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, .-) Truss designed for wind loads coin the plane of the truss only. 3 II o, O V, it- KOMIIIIMMEIMMI O wr..w w= 0 M-3x4 J• i.,l 3-07-04 y 8-04-07 y ' '� PRQpF��. co IPROVIDd FULL BEARING;Jts:2,6,3,4,5 j -f�i` _ ��� '9 4/J.�. (� T� 8.782PE 9<"" JOB NAME : 17-D POLYGON - EJ6 � • Scale: 0.3564 s . • a./�^ 1.' _ WARNINGS: GENERAL NOTES, unless otherwise noted •/ e� /�y�' `I Truss: E J 6 1.Builder and erection contractor should be advised or a1 General Notes 1.This design Is based only upon the parameter,shown end i for an Individual y "p' OREGON Y (1N. �. and Warnings before construction commences. building component Applicability of design parameters end proper I. I j/ V 2 2x4 compression web bracing must be kidded where mown« Incorporation of component N the responsibility of the building designer. .may Apy i v 3.Additional temporary bracing to Insure Wedgy during ed nalruetion 2 Design red er r S the top end bottom chords to be laterally braced at J '[- Isthe responsibility of the erector.Addflknk permaneel bracing or 7 e.c.and at 10 o a respectNey unless braced throughout their length by DATE: 11/2/2015 the overall structure la the responsibility attire building designer. continuous knor leenasacngre vire where shown 'ir /^y �� t'�� 3.in Impact bridging or NNnI bndnp required where known«♦ /' S` SEQ.: K 15 0 5 0 4 3 4.No load should be applied to eny component until after IA brednp end 4.Inatellatkn of buss Is the responsibility or the respective conked°, fasteners are complete and at no time should any Nadlgreater then 5.Design assumes trusses are to be used Ina nomcorroWa environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"muse. 5.CompuTrus has no control over end assumes no resortsiblley for the 6.De siap aalemes NA bearing el ail supporit Mown.Shim or wedge if EXPIRES 12/31/2016 rebricatbn,handling,shipment end installation or corn nems. ,7.'.Plates ksgn meled on ofae is trualded. November 3,2015 8.Thla design is furnished subjectofu to the limitations set by 8,Mates shall be located on both faces of leo,end placed o their anter TPWdICA In BCSI,copies add will be furnished request. linea coincide with)Dint center line. MiTek US Inc./Com uTrua Software 7.6. 1L 9.Digits Indicate size of plata N inches. A p > 10.For beak connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.4" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x9 KDDF #16 BTR SPACED 24.0" O.C. 3-4=(-286) 249 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-157) 121 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 5-6=( -53) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 309V -117/ 399H 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3'- 8.2" -181/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 7'- 8.2" -177/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 8.2" -138/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 6.9" -16/ 26V 0/ OH 1.50" 0.09 KDDF ( 625) 6 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I : VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" S MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.134" MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIE. LL DEFL = -0.006" @ 13'- 5.7" MAX HORIZ. TL DEFL = -0.006" @ 13'- 5.7" 12 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6, Truss designed for wind loads in the plane of the truss only. o ,,, -3x4 �c PR ape. J. 1 y 5' V4GINE, ,,, 8$ 1-00 3-07-04 9-11-03 �i` •T 1:„, 'PROVIDE FULL BEARING:Jts:2,7,3,4,5,6 I �4.4 87 7OG rE --. • JOB NAME : 17-D POLYGON - EJ7 ., Scale: 0.3260 ,.. j�1" `• WARNINGS: GENERA/NOTES, unkuolhermdwnotetl ..a� (� N 40 I.Builder end erection oontrador should ba edvhed of Si General Notes 1.This designg O Is based t.only upon the parameters shown of tl aign parametersand and proper fora IndWldual 7A F!jO- REGON1Q er Truss: EJ7 and Warnings berore oonaramn nomr.nc.. bworporalron of component N the responsibility of the balding designer. '1'.,44, viEr�j 4 5 2.2a4 compression nab bracing must be installed where Mown+. 2,Design assumes the top and bottom dwrds to be laterally braced el `7 \ _.<.,4i" 3.Addeionel temporary brecbp to Insure stability during construction p o.o.end e1/0'o c.respectively unless braced throughout their length by t `l la the reeponsibilly dust erector.Additional permanent bredng of continuous sheathing such es plywood shealSng(TC)end/or drywel(BC). � PA UL DATE: 11/2/2015 the overall structure N the responsibility of the building designer. 3.un Impact bridging or lateral bredng required Mere shown+s SEQ.: K1505044 4.No load ehoald ba applied to any component anal after ell bradng and 4.Deslgnle sumtssle thhs r.bwbused Ineenonn.nOdnote enactor. nt. fastenera ere be and at no time should am aad•greeter Men and ere for"dry condition"of use yy �]]C�v t� rrj� /� �+ TRANS ID' LINK design roads be applied to any component. 8.Design seism NA bearing at al support shown.Shim or wedge if �YkP�fICJ. 12/31!20 6 8.CompuTrus hes no control over est assumes no rsepormslblllty for the necessary. febncatln,handling,shipment and Installation of components. 7.Deagnasssumes adequate drainage is provided. November 3,2015 8.This design Is Nrlehed added to the limitations set forth by 8.Plates shell be looted on both feces of truss,and placed as their center TPINJTCA In SCSI.copies of which will be furnished upon reguest. 9.'ines Dips oidooie lith joint oi plate center fines. In fin MITek USA,Ina./CorpoTrUs Software 7.6.6(1L)-E t0.For beak connector side design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-157) 592 10- 3=( -50) 239 BC: 2x6 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-835) 310 10-11=(-231) 649 10- 5= 122) 139 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 11- 8=(-173) 592 5-11=(-122) 140 LOADING 3- 5=1-592) 316 11- 7=( -50) 239 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.6)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-592) 316 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD= 42.0 PSF 7- 8=(-B35) 309 8- 9=( 0) 65 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL =25 POE' Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIRESENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -187/ 805V -101/ 1O1H 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 16'- 5.5" -187/ 805V 0/ OH 5.50" 1.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0-03-01 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 04013-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,�y/.-���( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 7-11-11 0-06-02 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" T f f 1 MAX TL CREEP DEFL = -0.026" @ 8'- 2.8" Allowed= 1.036" MAX LL DEFL = -0.002" @ 17'- 5.5" Allowed = 0.100" 5-09-08 2-02-Q3 2-02-03 5-09-08 MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed = 0.133" f f 1 '1 1 1 MAX TC PANEL LL DEFL = -0.035" @ 13'- 4.0" Allowed = 0.399" 6-00 6-00 MAX HORIZ. LL DEFL = 0.004" @ 16'- 0.0" fMAX HORIZ. TL DEFL = 0.008" @ 16'- 0.0" 1 4 6 2 12 8.50 7 Q 8.50 Design conforms to main windforce-resisting M-4x6 M-9x6 system and components and cladding criteria. 3 M-3x9 7 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, S (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fi .IIIMI "..1.:A 1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m To0AllA\Lilkh...cK 0 10 11 = o M-3x4 M-3x4 M-3x4 M-3x4 0 J, l 5-09-08 4-10-07 y 5-09-08 y OA olLti G NEOFe0,P 1-00 16-05-08 y1-00 y 445 E;S 2' 89782PE 9r JOB NAME : 17-D POLYGON - ZH2 --- Scale: 0.3202 Ca, OREGON -^^ WARNINOS: GENERAL NOTES, unease othernd,noted -�OF ZEGOI Y ON•' Truss: ZH2 1.Builder and erection conbeaor should be advisee f all General Notes I.This design is based only upon the parameters shorn and is for en individual e/ ' end Warnings before consbuction commences. building cemponent.Applicability of design parameters end proper 4 V 2.2x4 compression web bracing must be Ire elled where shown*. Incorporation of component is the respnnaiblity of the building designer. 3.Additional temporary brecing to Insure stability duringeoneWGlon 2.Design assumes the top sine bottom chorda to be lateroly band et /+r� lame responsibility of the erector.AddBonel mound t bracing of ,- 2...end et 1Cr a.c rsafrodNety unisex braced throughout melt length by - DATE: 11/3/2015 the overall structure b the responsibility of the building designer. Dr imp oue bridgingsheathingor such as plywood airedsheat ,ere sown) •r drywal(BC). spoil BY g 3.In impact lCrus or lateral bracing required where shown SEQ.: K 15 0 5 0 4 5 4.No bad shouse be applied to any component until eMI all bracing and 4.Installation of truss bine responsibility of me respective contractor. c i f� f� J�3({.r�s fasteners are complete and at M time should any loads greeter men 5.Design assumes trusses are to be used in a nontarro&Ne environment, EXPIRES. 12/31/201SJ. TRANS I D: LINK design bads be applied to any component. end are for'dry condition"of use. 5.CompuTrue hes no control over and assumes no re nalbiley for the B.Design assumes NA bearing at all supports shown.Shim or wedge If November 3,2015 rabrinlion,handling,shipment and installation of con enenls. 7.Design assumes adequate drainage Ie provided. 8.This design Is furnished salted to the limitations sal Mtn by 8.Plates shall be baled on both faces of buss,and placed so their canter TPIIW1CA in BCSI,copies of which 00111 be finished uteon request. lines coincide with joint center lines. MiTek USA Inc./Com uTfus Software 7.6.6 1 S.Diggs Indicate size of plate in Inches. P (4}F 10.For basic connector plate design values see ESR-1311.ESR-f 988(MiTek) J This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-9=( -82) 33 TC LATERAL SUPPORT <= 12"OC. OON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 37BV -68/ 206H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -195/ 390V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.449" w6 MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 8.50 7 3 Design conforms to main windforce-resisting 6A system and components and cladding criteria. 6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o7Trussdesigned for wind loads in the plane of the truss only. 0 oko ch o 014.MIMMIMMIMMINI -. of 5►� M-3x4 k y y 1-11-11 ' �0) r f104, � 1-00 6-00 S... hV IP ROVIDE FULL BEARING;Jts:2,5,3,9 lr�� / �^f�(��(' 'j //'0, JOB NAME : 17-D POLYGON - J440. ...40,Scale: 0.4682 .,� AM 40 WARNINGS: GENERAL.This design INOTES, untaupon hparameters 11 OREGON °' �. 7.Builder and erection contractor should be advised of ale General Holes 1.Thb tlestgn Ie bawd only upon the parameters sMWn end h for an individual 77- (�. Truss: J4 end Warnings before oontwceon commences. building component.Applicability of design parameters end proper / V []e 2.2x4 wmpraplon web bradng mut be Installed where shoo e, incorporation of component Is the responsibility of the building designer. -9 A E]y . b /�` 3.Atldhbnel temporary bracing ro Insure stabofty during construction 2 Design assumes me top and bottom chords to be hteroSY brantl el 1l r _4X+yr b the responsibility r the erector.Addtibnalpermanent bracing of 2'0.0.and et 10'o.e reeped.ery unless braced throughout mak length by V lyo continuous ehsething such as plywood Neaming(TC)and/or drywaNBC). 'AUL 0 DATE: 11/2/2015 the overall structure Is the reepondbpty of the building designer. 3.2s Impact bridging or lateral bradng required where shown*+ S Ey� K 15 0 5 0 4 6 4.No load should be applied to any component unto after all bradng and 4.InstaNatbn of toes is Sr.reaponsibooy of the respective contractor. 14• fasteners are complete end et no time should any loads greater than 5.Design assumes trusses Sr.to be used In a noncorrosive environment, TRANS ID' LINK design bade be applied to any component. and are for"dryfull bent use. R CompuTrue has no control over and assumes no responsibility for IM S.Designary mss NA beannp el al supports eMvm.Shim or wedge H EXPIRES: 12/31/2016 febrlwtion,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,201 5 6.Thb design Is furnished cabled to the limitations set forth by S,Plates shall be bated on both feces of truce,and placed ao their center TPIM?CA in SCSI,copies of which will be toddled upon request. g,IDIe.oincidn with) center size of then in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For best connector plate design values see ESR-1311,ESR-1Ba6)MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(-267) 245 1-4=(0) 0 BC: 2x9 KDDF k1613TR SPACED 24.0" O.C. 2-3=( -98) 95 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POP 0'- 0.0" -21/ 235V -80/ 212H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.2" -224/ 376V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 11.7" -53/ 87V 0/ OH 1.50" 0.19 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMNNiTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOO CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.948" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.672" 3 --0' MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 1 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 (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. 0 L O N O t TO 01 I 1►� 4.- / M-3x4 3-1 6-00 [PROVIDE FULLI BEARING;Jts 11, 412, 3 y l GIN `�/ 414 :9782PE �"` JOB NAME : 17-D POLYGON - J5 Ar ..r Scale: 0.3958 ,W. - WAI,Builder � GENERALNOTES, unless onthnvise eparembd y OREGON 7 and ening be ore combustion en se be advised f dl General Notes I.This design p based only upon Applicability parameters parameters mews end b for en individual �� Truss: J5 end Waminpe before cone ud on commancoe building corpo comp onent.ponen is the of design pay of ere end proper er �a / (fid 2.2e4 compression web bracing must be Installed where con+ Incorporadon of component la the roeponabtlby of the building designer. (.f^R Y,. A r V 3.Addbbnsl temporary truing to Insure stability during drudion 2.Design oosomes the tap end bottom chords to be ncegheNterelly braced et �l J le the rospeneibigty of the erector.Additional Dormers bracing of cT o o.entl et 10 o.s reapedNely unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the re by of the building OsrI6nuoue ddgingsheathi or such es sdng re shoe where a muter drywaq(BC). • PAUL 1 L � ependbll g .Igner, 3.2e Impost brttlging e!lateral bredng required where shown++ A V L SEQ.: K 15 0 5 0 4 7 4.Ne bed should be applied to any component until altar all bracing and 4.Installation of truss is the responsibility of the respective contractor. rastenere are complete and at no time should any toe greeter than 5.Design assumestn,saes are to be used Ins noncorrosive environment, applied and we for"dry sandbar"of use. TRANS ID: LINK design bade be peed to en ysamponent. 6.Design assumes mil bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTnro Me no control over and assume.no resmOsibllby for the coemry fesnastiun,handling,shipment and installation ofsampbnente. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design le furnished subject to the limitations eel Mb by 8.Plates shall be bested on both faces drum,end pdeed so their center TPNNICA in BCSI,copies of whkh will be l enlehed Von request. lines coincide with joint center lines. Wel,USA,Ir1C./Com True Software 7.6.6(1 L,C S.Digits IndNate size of plate in inches. jw /-B f 0.For bask connector plate design velum ma ERR-7311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF f1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-327) 307 1-5=(0) 0 BC: 2x9 KDDF @1&BTR SPACED 29.0" O.C. 2-3=(-155) 112 3-9=( -48) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -97/ 261H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 369V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -113/ 182V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -27/ 97V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX TC PANEL LL DEFL = 0.059" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.672" 711.507. MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, 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. N0I 0 m rn o i / I 1 _ _� 5� O M-3x4 VPR nfiF 6$ y l l 6-00 5-11-11 (',.`Co GIN� � i 'PROVIDE FULL BEARING;Jts:1,5,2,3,9 I f,,.." '! C. 8.782PE r'e JOB NAME : 17-D POLYGON - J6Scale: 0.3553 , �% -' WARNINGS: GENERAL NOTES, unless otherwise noted C/ 40 1.Builder and erection contractor should be advised Mat General Notes 1.This design b based only upon the parameters sham end h for an individual -9 OREGON�(�N,,Zr Truss: J6 and Nhmlngs before construction commences. building component.Applkabilty of design parameters end proper /V, y!' 2.2s4 compression nab bracing mkt be Boated where shown s. Incorporation al component la the responsibility of the building designer. e j A $ V 3.Additional temporary bracing to hours debility during construction 2.Design assumes the top and bottom dards to be lmerely braced at �7 r y Is the responsibllly of the erector.Additional permanent bracing of continuous rir 34 ash athing respectively a.ep ywood sheathing(TC)nal their i(ECj.. f' DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. N 2s Impact bridging or lateral bracing required where shown.+ A.0 S EQ.: K1505098 4.Nokedshould be complete ad to any component until agerall bracingand 4.InstallationMims is the es erre be used)a nonprsrovwe contractor. environment, hsisnera ere compkla end el es rime should any bads greater man and s e assumes uc Wnosion.of use. TRANS I D: LINK design kala be applied to any component. 6.Design assumes full bearing et al supports shown.Shim or wedge t 5.CompuTros has no control over and assumes no responsibility kr me -„,ry. EXPIRES: 12/3112016. fabrication,handling,shipment and installation of components. 7.lodgnascumes adequate drainage is provided. NQuembar 3,2015 8.This design Is hmnlahed eubjed to the limitations set forth by 8.Plates shall be located on both faces slims,and placed s their rimer TPVWTCA In SCSI,copies of which Mil be furnished upon request. line coincide with joint center lines. 9.Digit.Indicate We of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-387) 368 1-5=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" 0.C. 2-3=(-227) 182 3-4=( -86) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -115/ 311H 5.50" 0.38 KDDF ( 625) LI. = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -221/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED S'*oRAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -165/ 263V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -67/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CMQRD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTT CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" -/ MAX TC PANEL TL DEFL = -0.066" @ 2'- 11.9" Allowed = 0.672" 41 MAX HORIZ. LL DEFL = -0.006" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 13'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 17 load duration factor=1.6, '.1 Truss designed for wind loads in the plane of the truss only. ut 0 1 rn 0 I 0 at O - a, /11. o l._-. 5'-'-'.etglIIIIMIIIIII -� I M-3x4 �v\V PROFe. J. 6-00 y 7-11-11 y \Cj NGINE6 fp (PROVIDE FULL BEARING;Jts:1,5,2,3,4 I p4. �7 ,' 89782PE r° JOB NAME : 17-D POLYGON - J7 • .._.-!<. --*"" ' • Scale: 0.3113 , Will WARNINGS: GENERAL NOTES, unsteothemlss noted (y OREGON (1) Truss: J71auilder and erection contractor ad Waning.beton oonetructicsn commencesuld be �tl f GI General Notes building cThis on is mponent mpo en/Applicability of design paremeten andn the parameters shown and 1proper individual S J(T O'y h� 2.2a4 compression web bradng must M installed wharelehewn.. incorporation of component is the responsibility2.Design sesames the tap and bottom responsibility of the building designer. �� S.Additional temporary bracing to mums Nebg8y during netructbn Mobs to las identity braced et R is the roapensiNNy of me erector.AddPoonal pennon bredng of T au.and at 1 G o.c reaps dNely anises braced throughout their length by Wr DATE: 11/2/2015 the overall alrudure hill ro sibN of building de continuous sheathing such as plywood Maething(,.a staler drywel(BC). PA U t 1 spot Sy o / signer. 3.2.impact bridging or lateral bradng regdrod stere Mown.. 1.. SEQ.: K1505049 4.Noload should bespoiled toany component until aft.allbracing and 4.1 SI III it lath eye.iblty IR spent nt Stor. fesieners are complete and at no time should any loo*greater then 5.Design assumes Crosees are b be used in a nonaorrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompnTrus has an control over and assumes no re n blby for the 6.Design assumes NA bearing at al support.Mown.Shim or sedge if EXPIRES: 12/3.1/2016 fabrication,handling,shipment and inetalatbn of co pants. assry. EXPIRES:C I"L'y'f u T.Design assumes adequate drainage is provided. November 3,2015 S.This design Is himahed sub)ed to the limitations set by S.plates shall M beefed on bold/.cos of truss,antl planed w their canter TPW.'lCA In SCSI,copies of which Gil be furnished n requeet. lines coindda with faint cellar Ilea. MiTek USA Inc./CompuTrus Software 7.6.6(10-E t0.g.Farr basic coeedorigit.indicate size plapte dte esign sinc refuse cos ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-951) 931 1-6=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-283) 240 3-9=(-166) 130 TC LATERAL SUPPORT <= 12"OC. SON. LOADING 4-5=( -57) 26 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 290V -133/ 3640 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -233/ 356V 0/ OH 1.50" 0.96 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -152/ 237V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -194/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 15'- 11.7" -19/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 5 -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.948" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8.50 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l6, Truss designed for wind loads in the plane of the truss only. ,o 7,,,, , 0 o M-3x4 C{f 0 PRQpt•��s y 6-00 y 9-11-11 y � „�‘yGiNE p.0 [PROVIDE FULL BEARING;Jts:1,6,2,3,9,5 I c. PE.8978 -.r JOB NAME : 17-D POLYGON - J8 IC - 1• Sala: 0.2820 WARNINGS: GENERAL NOTES, unless otherwise noted C.a" OREGON 4)1. --^ Truss: J8 auilder and erection nd Warnings before conn..Soc9octor onn commence.ould be advised daft General Notes building oompc ant.n h based HPpk entry at design pereshown meters andiproper individual y j 7r'} 41\/ly �� z.2s4 commotion web bracing mud be coddles where Chown.. Incorporation of component le me reeponrbllfty of the building designer. �J'4 j 5 3.AddNonal temporary booing b Moore stability doting conshucllon Z.Design assumes the lop and bottom chords to be laterelly braced at a'7 _\ Is the responsibility of the erector,AddNonal permanent bracing of Z'o.c.and at o c.reach..ply unless braced throughout their length by ![{,,,, v DATE: 11/2/2015 the overall structure is the respondbNof the building designer. 3 Iconmpact sheathing osuch b l>�oe airedsheatwhere)and/or•dryweA(BC). --AUL t ^`. M p o required shown•d U 1� SEQ.: K1505050 4.No load should beapplied toany component until after all bracing and 4. llationoftrusaIIas„sa ron�.bitlyyef.e respective contractor.nr cdoornem, fasteners era complete and at no Om should any loads greater than Design assumes assign loads be applied to any component. end are for"dry condition"or use. C TRANS I D: LINK 5.CompnTrue has no control over and assumes no responsibility for the 8.Design assumes NA beano"al all supports shown.Shim or wedge If EXPIRES: 12131/2016 Bury. f a7 hbdce9on,handling,shipment and inhalation of components. 7.Design assumes adegatle drainage is prodded. November 3,2015 S.Thh design is Nmiehed subject to the limitations sat forth by A Plates shall be located on both faces of truss,end placed so their center TPINJrCA In SCSI,copies of which will be Nmished upon request. lines coincide with Mint center lines. 9.Digits Indicate die of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E to.For basic connector Rate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-507) 487 1-6=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-333) 292 3-4=(-229) 190 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -85) 50 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 249V -149/ 412H 5.50" 0.40 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED S ORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -243/ 3615 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMEILTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -147/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) 13'- 11.2" -185/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 8.9" -62/ 98V 0/ OH 1.50^ 0.16 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-07-07 6-01-08 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IC PANEL LL DEFL = 0.060" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.010" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.010" @ 17'- 8.2" 4 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-3x5(5) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 1 ++ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 0 ,-I ti 2 rn ,70 oI rid 1._ 6._- -f I M-3x4 ) 6-00 ) L1-08-15 l �co ,C,NG'INE �Q %, s !PROVIDE FUL4I BEARING;Jts:1,6,2,3,4,5 I V 7 8.782PE r- JOB NAME : 17-D POLYGON - J9 //! Scale: 0.2560rr a• - cc. WARNINGS: GENERAL NOTES, unless otherwise noted Truss: J9 1.Builder and erection contractor should be advbed of al Goners!Notes 1.This design Is based only upon the parameters shown and N for an Individual y 1, OREGON (�N . and Warnings before construction commences. bidding component.ApplbebilBy of design parameters and proper f�y.,is� V 2.20 compression web bndng must be;cuddled whereChown+ Incorporation o!component h the rosponslbllty of the bulMing tleslgnar. 79 G�i Y A 5 3.Additional temporary bracing b Insure stability during nMmctlon 2 Design assumes the top and bottom drords to be!eternity braced at la the responsibility o!me erector.Additional pitmans bracing of 2oUfl and at 10aareasH ptp unless braced throughout!hair length by /ir DATE: 11/2/2015 the overall structure is the responsibility of the building asitias[ 2c Impact sheathing such as plywood airedsheatwhere s own.tlryvnX(BC). PAUL Q� 4.Nabad should be applied to any3 2a Impact bridging or later/II braising required where shown«. S~ SEQ.: K 15 0 5 0 51 pW component until arta X bndng and 4.Installation of trues is me responsibility of the respective contractor. fasteners ere complete and at no time should any los greater than 5.Dmign assumes trusses aro to be used In a ran-conosNs environment, p /'{.4 TRANS ID: LINK assign roads be implied to any component. 5.Design assumes MI baring at al supped.shown.Shim or wedge EXPIRES: 12/31/2516 5.Compacts Ms no control over and assumes no re my for the _n, fabrication,hentlgng,shipment and installation of con me. ,.Design.a.um.a adequate drainage is provided. November 3,2015 8.This tleslgn is furnished subject to ms limitations set t by B.Plates shall be located on both faces of truss,and pieced as their center TPWITCA In SCSI.copies of which will be furnished upon request. line colndde with joint center lines. B.Digits Whets alas of pieta in Inches. MITek USA,Inc./CempuTrus Software 7.6.6(14E 10.For bash connector plate design values see ERR-1311.ESR-19138(MITek) 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: 2x9 KDDF IF1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 33 1-3=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT G= 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" -13/ 98V -13/ 36H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -33/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. f ,r VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed= 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.178" 12 8.50 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 -.' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,. Truss designed for wind loads in the plane of the truss only. 0 N O al O 1 [ 1 1 1 ` �� 31 M-3x4 l 2-00 y ski(} F R°Fe (PROVIDE FULL BEARING;Jts:1,3,2 I *r ,\ /'IN {„tf�, 89782PE l- JOB NAME : 17-D POLYGON - SJ1 Scale: 0.7585 L, 47 WARNINGS: GENERAL NOTES, unless Gnerodee noted. 7A OREGON nJ-' �. 1.Builder and erection contractor should be advised of e9 General Notes 1.This design Is based only upon the parameters shown and b for en Individual R I W �� 47" 1 Truss: SJ1 end Warnings before construction commences. building component.Applicability of design parameters end proper Y AS { 2.2a4 compression web bradng must be totalled where shown e. incorporation of component Is the responsibility of the building designer. \V 3.Additional temporary bracing to tenure debility during consuuotion 2 Design assumes the lop end bottom cholla to be laterally bracotl et '}4 U L ` Is the responsibility f int erector.Additional M bracing f 2 c.c.and at 117 o.0.respedwely unless braced throughout their length by �'"1 a permsne g o ottinuous sheathing such as plywood sheathing(TC)anter drywall(BC). DATE: 11/3/2015 the overt structure Is the roeponsibi ty of the building designer. 3.2a Impact bridging or lateral bndng required where shown e n 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: ID: hManereare compete and atnotime should any loads greater man 5.13.19nassumes trusses are tobewed inanon-cormemeenvironmeM.end EXPIRES: 1.�/r�11201 TRANS I D: LINK deign loads be applied to am component Deign ssuor mesry MI bice"m use. 5.CompuTrus he.no control over end assumes no responsibility for the 8.D�Ncog eeaumas NA bearing al ail supports shown.Shim or wedge g November 3,2015 ry febrlulicn,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished coped to the tbnitations set forth by 8.Plates Mall be boated on both feces of truss,and placed w their center TP WdTCA in SCSI,copies of which will be furniehed upon request. lines colndde with Joint center lines. 9.Digits Indicate Mee of plate in Inches. MITsk USA,Inc./CompuTrus Software+7.6.7-5P3(TL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1(16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF µ1a BTR SPACED 29.0" O.C. 1-2=(-82) 60 1-3=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 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/ 127V -30/ 79H 5.50" 0.20 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 8.8" -26/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.2" -62/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oC spacing. 8.50 177 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTUM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.052" AND 4OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.069" -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.4" NOTE: Design assumes moisture content does 711 not to exceed;9f:dt 8 amDesign co -d cing criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), io load duration factor=l.6, O Truss designed for wind loads N in the plane of the truss only. 0 I 01 N f O O IMEMO -43 M-3x4 l y y 1-11-08 ARING;1-11-11 ' ' d PROFe 'PROVIDE FULL BEARING;Jts:l,3,2 I V V .,� ._�GIN�$R ,/0 44 " 899782 P E 17r JOB NAME: 17-D POLYGON - SJ2 ` ' - Scale: 0.7233 V 4 WARNINGS: GENERAL NOTES, unless otherwise noted: -7A-OI-lEGONr�N. TrussSJ2 ces Bulkier end erection contractor should b..d advised f al Genarel Notes his design is basad any upon the parameters shown and is for an individual 'Ix,' I��� �� I"1V and Warnings before construction commenbuilding component.Applicability of design parameters end proper C/ V� 2.2e4 compression web bracing must be'Welled where.hewn«. incorporation of component Is the responsibility of the 50110,9 designer. rpS3.Additional temporary bracing to Insure stebllhy during construction 2.Design assumes the lap and bosom chords m be laterally braced at �A Is the responsibility of ms erector Additional perms.*bracing of 2 e c.and at ICY o.c reapedhely unNss bread throughout Meir length by DATE: 11/3/2015 the Owren*tree Is the recontinuous she such as plywood maathmg(TC)enmor drywall(BC). responsibility of the building esipner. 3.(r Impact bridging or latent brednp required More shown«« SEQ.: K 15 0 5 0 5 3 4.No load should be applied to any component until after ea bradrg and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any lueoa greater than 5.Design assumes trusses are to be used M e non.onosWe environment. �/ {{ �+ ./I�/ .q JY�({.r TRANS ID: LINK design leads be applied to any component. and are fondry condition"of use. EXPI ES. IG/ I/20l 6 5 CompuTrus has no control over and sesames no responsibility for the S.Design assumes Mt bearing at all supports shown.Shim or wedge If fabrication handling shipment and Installation of components. °nary November 3,2015 6.This design Is hxnlMed collect mine limitations set(aA 7.Design assumes adequate drainage is presided. by S.Metes shall be bated on both faces of truss,and placed so their anter TPVWTCA In SCSI,copies of which wq1 be furnished*request. lines coincide with Joint center Ines MiTek USA,Inc./CompuTrus Software+7.6.7-9p3 4 L E 9.Diggs radiate eine or plate in Inches. ( )- to.For basic connector plats design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-63) 34 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" -49/ 294V -16/ 63H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 3.7" Allowed = 0.118" .I MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 17 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -I Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, WETS(Dix), load duration factor=1.6, Truss designed for wind loads '� in the plane of the truss only. N 0 of 0 I of o I o 0 M-3x4 l l l 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,9 I ��„Eo P R OE6. 61, �uC7� NGI NEAR rQ L 8.782PE <' JOB NAME : 17-D POLYGON - XJ1 Scale: 0.6730 pv �r WARNINGS: GENERAL NOTES, ,,deu on the ee noted 9OREGON /^YID N. �. 40 1.Builder and erection contractor should be advised of ell General 551cc 1.This design Is based only upon the parameters Moven end h bran NxNvkual /1,Z,O r Z G O I r� Truss: XJ1 end Warnings before construction commences. building componentApplkebllby of design parameters and properV ['},, 2.2a4 sompreaston web bredng must be Inetened where shown.. incorporation of component lathe responsibility of the building aedgnet. .a9 14 :t\( A b !,"( 3.AddNknel temporary bracing to Insure stability during construction 2 Design assumes the top and bo6om chords to bs lelanly Oracsd et `-t �V Ic the roaponsidp f the erector.Additional permanent bracing of 2 o.c.end et IV o.o.reepedNely unless braced throughout cosh length by ty ocontinuous&loathing such es plywood sheathing(TC)and/or drywa8(BC). -A U L 13),\)%4 s� DATE: 11/2/2015 the overall structure la the raepoedbNNy of the building designer. 3.2s Impact bridging or lateral bracing required Where shown.e SEQ.: K 15 0 5 0 5 4 4.No load should be applied to any component untilafter all bradng and 4.Installation of Inn.Is the raeponslbNNy of the respective contractor. fasteners are complete and at no time should any Sleds greater than 5.Design assumes suss.s are to be used in a non.00rroelve environment, design roads be applied to any component. and are for'dry condition"or use e TRANS ID' LINK p aeon. NY 6.Design assumes flfbeaengatelsupports shown.Shim oraedg•if EXPIRES; 12/31/2016 5.Com Trus has no control over and assumes no re Ibil kr the ucew febrk.gen,handling,empmentand installation ofcomponents. 7.Design assumes adegaet•drainage Aprovided. November 3,2015 6.This design is furnished whed to the Nmtietlans set forth by B.Plates shell be bated on both faces of truss,end placed u their center TPWWTCA kr SCSI,sept..of which wG be furnished upon request. S.IDless ines nlnelde with )o pleb oint ter lines. indicatMITek USA Inc./CompuTrue Software 7.6.6(1L)-E to.For bask connector plate design values see ESR.t311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 62 2-9 (0) 0 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 ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 332V -30/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 11.7" -51/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LTMITBE STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.031" @ 2'- 5.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.029" @ 2'- 5.3" Allowed = 0.424" 3-11-11 T I MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 8.50 17 �'. 3 -! Design conforms to main windforce-resisting system and components and cladding criteria. 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=l.6, Truss designed for wind loads in the plane of the truss only. Lel 0 I N 0 rn o C o o M-3x4 y 1 n 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,9,3: I , p p re„ tNG II NII(� r0 co. Iw :9782PE fir` JOB NAME : 17-D POLYGON - XJ2 40 ,,,. Scale: 0.5859 ,illr, MORI WARNINGS: GENERAL NOTES, unless otherelee noted OREGON /'t/+sA' Truss: XJ2 1.Builder end erection contractor should be advised ori General Notes i.This design Is based only upon the parameters shown and Is for an individual " . O R E G OI v ham and Warnings before contraction commences, budding component.Appllubllily of design parameters end proper /l/ Vr Y 2.254 compression web bndng must be installed sdwre fhovm v. incorporation of component Is the responsibility of the building designer. y /�pi�: 3 Additional temporary bracing to mauve stability during cOnslnwtion 2 Design=s=um=s the lop and bottom dobe m be laterally bread al 7 Is the responsibility of the erector.Additions]permenel�bracing of 7 c,c.and at t 0'Dace respectively unless braced throughout their length by DATE: 11/2/2015 the overall alruaureIsthe rc 25Icontmact riggiorng atmhlbas ptyngreuiredwer.sownordrywep(ec). r' R epdnsibgty of the budding signer. 3.2.Impact bridging or lateral bracing required respective shown, V SEQ. : K 15 0 5 0 5 5 4.No bad should be applied to any component until alter MI bracing and 4,Installation of truss is the responalbOy of the respective contractor. fasteners are compete and at no time should any b=old greater than 5.Design essumee trusses ere to be used Ina nenacnoslve environment, TRANS ID: LINK dealgn Bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no respensibllty for the 6.Design assume.NA bearing at all oppose shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components, neceesery. 6.The design Is furnished su9eaethe limletonsset f011hby B.Hat..shan ll beeumes tledenboth feces ate drainage lofEu..and placed wmeircenter November 3,2015 TPVW1CA in SCSI,copes of which will be furnished ion request. linea coincide with Joao center lines. MITek US Inc. uTrus Software 1 7.6.6 L+C 9.Digits indicate see of plate in inches. A' /Com p ( F 10.For bask connector plate design value.see ESR-1317,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-149) 126 3-4=( -50) 21 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 DL ON BOTTOM CHORD = 10.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -19/ 320V -42/ 133H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -103/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 6.5" -11/ 25V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.8" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.008" @ 2'- 0.8" Allowed = 0.427" 8.50 17 �' 'r MAX HORIZ. LL DEFL = -0.001" @ 5'- 5,8" MAX HORIZ. TL DEFL = -0.001" @ 5'- 5.8" Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), ,-, load duration factor=l.6, m Truss designed for wind loads o in the plane of the truss only. rn oI o O/ 5►' 0 1 M-3x4 1-00 4-00 1-06-08 (PROVIDE FULL HEARING;Sts:2,5,3,9 I ,`� {L.c N °P.&+-9/42J_ .:997782PE t JOB NAME : 17-D POLYGON - XJ3 • Scale: 0.5715 �--� ' rir 1. ildeS: GENERAL NOTES, uNauponthndse notedep.r.mete i' OREGON Truss: 1.Builder and erection contractor should he advised of el Genera)Nolen 7.This tlastgn Is based only upon the parameters shown and la for an Individual 7 V R l�W�V Truss: XJ3 and Warnings before contra Son commences. budding component.Appllcabllhy of design parameter end proper 2.2x4 compredon web bracing must be Installed where Mown 5. incorporation of component k the rasponstbAly of the building designer. 1:55!).i...q A Y: 1 b /� 3.Addition.)temporary bracing to insure stability during conalrudbn 2.Design assumes the top and bottom d,oms to les laterally forced alb/ Is the reaponstbi WIN erector.Additional I bracing of o es.and at t d Dasa r,uah a.sly unless braced throughout their length by //.+.r� t ply o permanent continuous aMething such as plywood shealhlrp(TC)andior drywall(BC). " A.UI- * DATE: 11/2/2015 the overall"trudure is the responsibgb/of the building designer. 3,20 Impact bridging or lateral bradng required where shown•a S E K 0 5 6 4.No load should be applied to any component until after ell bradng end 4.Installation Ohms h Wthe raeponslbeity of the respective contractor, Q• 15 0 5 meaner,are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-ormals environment, design bade be applied to any cemponent and ere for"dry condition"of use. yp i f'�Jrj.p /'�.4�+ TRANS I D LINK 5.Comp lrus hes no control over and assumes no responsibility for Sre 6.Des tin assumes full bearing al ant support shown.Shim or wedge B EXPIRES. 1 2/3 1/20 6 • %brkallon,handling,shipment and instapdbno/components. 7.Desgnassumesedequetadrainage isprovided. November 3,2015 8.This design is kanlshed sullied to the limitations eat forth by 8.Plates shall be located on both faces Mims,and paced so their center TPLWFCA In SCSI,copes of which vitt be furnished upon request. lines coindde with fold center Bi . a eke of plata inches. 9.Digits MiTek USA Inc./CompuTrus Software 7.6.6(10-E 10.For bads connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 1 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-51) 50 1 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. U014. 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -58/ 296V -17/ 69H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -115/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 1.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND *OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.119" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ l'- 1.5" Allowed = 0.178" 'I' "f MAX BC PANEL LL DEFL = 0.008" @ 2'- 9.0" Allowed = 0.258" MAX BC PANEL TL DEFL = -0.022" @ 3'- 4.3" Allowed = 0.344" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 17 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, 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 I� in the plane of the truss only. 0 or 0 o IleirlAIMIIIIIIIIIIIIIIIIII I [ -1 1 M-3x4 ). )* l 1-00 !PROVIDE FULL BEARING;Jpa:2,3,4 I 6-01 c.,V PROpeo � GIN ..,,,s,0 c;'', 44.4 4c' :97$2PE y JOB NAME : 17-D POLYGON - YJ1 ^ Scale: 0.6668 ' WARNINGS: GENERAL NOTES, unless otherwise noted: (,-'IQ Truss: YJ1 1.Builder and erection oonbadorehodd be advised¢f al General Notes I.This design is basad only upon the parameters Oho.and la for an Individual �a 7 +"EGON ©N end Warnings before construction commences building component.Applicability of design parameters and proper �+L' sF/'. K}„ 2.2e4 compression web bndng mud be Installed a Mown i. Incorporation of component Is the responsibility of the building designer. .El V/M[.a y ,y r_ v , 3.Additional temporary bracing b Insure stability dud construction 2 Design assumes the lop end bottom chords to be laterally bead et T �l r7 1 J Is the respomldgty of the erector.Additional per m bracing of 2'o.c.and at 10'ea 0 s respect'ely unless braced throughout their length bylir continuous sheathing each as ptywood sheathing(7C)and/or drywaRBC). .�.A t+{ �� DATE: 11/2/2015 the overall structure a the responsibility of the fou ng designer. 3.2a Impact bridging or Neral bracing required Mare Mown•• V 1+. SEQ. :. K15 0 5 0 5 8 4.No bad should be applied to any component unW er an bhang and 4.installation of truss I.the rsspondblity of the reaped'.conbacta, fasteners ere complete and at no time should any ads greater than 5.Design assumes trusses an to be used In a noncorroalve environment, TRANS ID: LINK design loads be applied to any component. ana.reror^aryananbn oruee. 8 5.Com WTros has no control over end assumes no paponstbllly for ithe .Designn assumes Nil bearing at el support Mown.Shim or wedge If rye EXPIRES: 12/31/2016 fabrication.handling,shipment endhMallatbn of est 7,Design assumes adequate drainages prodded. November 3,2015 8.This design b furnished subject to the limitations est forth by 8.Plates shag be located on both faces of truss,end plead so their center TPWJTCA in BCSt,copies of wnieh MI be furnished upon request. Ines coincide with Joint anter lines UTN6 Software 7.6. 1 L E 9.Digits Indicate size of piste in inches. MITek USA,Inc./Com P )^ 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-68) 80 3-1=(-129) 103 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-9=( 0) 0 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) TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 186V -33/ 88H 5.50" 0.30 KDDF ( 625) 4'- 8.9" -127/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 11.0" 0/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015" @ 0'- 8.5" Allowed= 0.211" MAX TL CREEP DEFL = -0.031" @ 0'- 8.5" Allowed= 0.282" MAX LL DEFL = 0.000" @ 0'- 10.0" Allowed= 0.083" 4-09-11 MAX TL CREEP DEFL = 0.000" @ 0'- 10.0" Allowed= 0.110" T T MAX HORIZ. LL DEFL = 0.011" @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -0.018" @ 4'- 8.9" 8.50 I7 Design conforms to main windforce-resisting 2 "/ system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-50, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), el 71fr load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0-090 4 fo N O I M-3x4 o1 d I 311 1 0 y 6-11 ,l ��v,cO PROFee. (PROVIDE FULL REARING;Jts:3,2,4 I S• C,1 N,E V „,..__Ki .7"�GN ,9 Q• 1" :9782'E r JOB NAME: 17-D POLYGON - YJ2r/ - Scale: 0.5727 ,,��aa 11WARNINGS: GENERAL NOTES, unless otherwise noted: ! 4. OREGON N. r"• 1.Builder end erection contradar should be advised of all General Notes 1.This design is based only upon the W remeters shown end Is for an Ind iduai I� I ^Ry r J a Truss: YJ2 and W.rdngs before construction commences. building component.Applicability of design parameters and proper �l �4- 2.454 compression web bracing must be installed where shown e. incorporation of component Ie the responsibility of me building deslgner v 3.Additional temporary bracing to Insure stability during construction 2.Dedgn assumes the lop and bottom iss.chobraced to be laterally braced et " ,a U L �\ is the responddilty of IM erector.Additional permanent bracing of T o.c.end et t P o.c.respectively unless throughout their length by /'•'re•� continuous sheathing such es pywoodg(TC)and/or dryweg(BC). DATE: 11/3/2015 the overall structure Is do responsibility of the building designer. 3.2o Impact bridging or lateral lining requiredmeed where shows,.+ SEQ.: K 15 0 5 0 5 9 4.No load should be applied to any component until afar all bradng and 4.Installation of truss lame responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-conasNe environment, and are for"dry condition.'of use. EXPIRES:R� : design loads be applied to any component. TRANS I D: LINK B.Dedgn ammo*mil bearing d all supports Mown.Shim or wedge if 5.compurrushas nocontrol over end assumesnoresponsibiliryrorthe n. November 3,2015 fabrication,handling.shipment and installation of components. cosn 7.Designhllb assumes adequate tenboth face Is presided. B.Thio design k furnished tabled to the limitations set forth by S.Plates shall be bated on both facoe of tone end paced w their center TPIONICA In BCS(,apples of whlch will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate die of plate in Inches. MITek USA,Inc./CornpuTrus Software 7.6.7(1L)-E II.For basic connector plate Malign selves see ESR-1311,ESR-1988(Musk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1613TR LOAD DURATION INCREASE = 1.15 1-2=(-117) 105 3-1=(-178) 154 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 1-4=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -14/ 248V -50/ 133H 5.50" 0.40 KDDF ( 625) 6'- 8.3" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.7" -101/ 187V 0/ OH 1.50" 0.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREI(JENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Q 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM HORD CHECKED FOR lOP$F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.032" @ 0'- 8.5" Allowed= 0.300" MAX TL CREEP DEFL = -0.057" @ 0'- 8.5" Allowed= 0.400" 6-09-11 MAX HORIZ. LL DEFL = 0.023" @ 6'- 8.9" MAX HORIZ. TL DEFL = -0.035" @ 6'- 8.9" 12 2 -/ Design conforms to main indforce-resisting 8.50 system and componentsand cladding criteria. 'r Wind: 140 mph, h=22 Jft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ul 0 1 r 0 I 0-09 T T M-3x4 00 o o II 3► 1 PEZEGq 0 y 6-11 y �i1/40) (PROVIDE FUL, BEARING;Jts:3,4,2 I f r '' Gl N E, �r0� _••fJ 8978.2PE Ir,..... JOB NAME: 17-D POLYGON - YJ3 -4-it 'i Scale: 0.5087 L. WARNINGS: GENERAL NOTES, unless otherwise noted �y iN. OREGON c` ' Truss: YJ3 1.Builder and erection contractor should be advbad of allGeneral Notes 1.This design is bseed only upon the parameters shown and b for an individual +may �y�� � L}[ and Warnings before construction commeneee. building component.Applicability of design perimeters and proper , "I 2.2a4 compression web bracing must be Metalled vdon�Ihp 4. incorporation of component b the reeponAbBty of the building designer. �j 3.Additional temporary bracing to insure stability during a,nelruclion 2 Design asearn Sre lop ane bosom chords to be laterally bread at •'. PAUL `i‘ la IM rosponsibAy of the ends,.Addgbnel germane bracing of continuousane el 70'o,e.respectively unless bated throughout their length by .. DATE: 11/3/2015 the overall structure Is the responsibility f the buildin est*signer. ehsstbor such l b plywood required where C camandfOr tlryvnA(BO). o g g 3.Sc2sI ImpactbridginglebNbndngyaft! where shown•+ SEQ.: K 15 0 5 0 60 4.No load should be applied to any component until after bradrth end 4.Installation of truss Is the roapondbulty of the raapsdba contractor. p A/{/ A/ry/{4 c fasteners are complete and at no time should any los greater than 5 Design assumes Sumas are to be used b a non.00rroslve environment. Ep�IREv7: 1 L/ 1 l LV 1 V design loads b.applied to any component. end are for"dry condition"of use. TRANS ID: LINK 8,DesignaawmsNIbeesing at all supports shown.Shim orwedge it November 3,2015 s.CompuTrus has no cadre!over and assumes no re (thinly for the lie f.brkatbn,handling,shipment and lnstatstlon of con nods. cassary. 7.Design assumes eegen.drhinage le true.,an 6.This design b furnished object to the limitations wt by a.Poles spell be hated on both fess of truss,and placed so their center TPINVTCA in SCSI,copies of which will be Nmlehed n request. line.coincide with joint center Iles. 9.Digits indicate sin of piste In Inches. MiTek USA,Int./CompuTrua Software 7.6.7(11 10.For bade connector pleb design values see ESR-1311.EOR-1998(MIT.) 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: 2x9 KDDF 81&BTR LOAD DURATION INCREASE.= 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF R16BTR SPACED 24.0" O.C. 2-3=(-52) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -56/ 296V -17/ 68H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -111/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.118" 1 1' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 8.50 MAXI7 HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads N in the plane of the truss only. 0 rn 0 rel Ch 0, WAN"11111111111111111111 i [ lip... _ 1110 , -, o M-3x4 l l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 sv,,,e4 �NGINELcR .0 8.782PE r-" • JOB NAME : 17-D POLYGON - ZJ1 . Scale: 0.6771 // }• -Pia GENERAL NOTES, unless athervdse noted •r G' OREGON /'+�N�' (1! 1.Builder and erection contractor should be advised of aN General Notes 1.This design la based only upon the parameter Mown end I.for an individual O REG O V Truss: Z J 1 and Warnings before construction commences. building component.Applicebilty of design parameter and proper /' f�0 2.2a4 compression web bracing must be installed where Moven a. oplr incorporation of component Is me responsibility of the building designer. =T1 < 1 r 3.Additional temporary bracing to Insure stability during construction 2.Design and sI tS aes n.top and bottom pores to be laterally bread al 7 '-7 Y '�J Is the responsibility of the erector.Addllonai permanent breckp or matnu•e h athingrespectivelyucunless od abraced ati9ngRcthroughout e�their ryymei length by ,A i DATE: 11/2/2015 the overall structure Is the responsibility Who building designer. 3.In Impact bridging or latent bracing required where shown a. �� �'1'�1..- SEQ.: K1505061 4.No bad should be applied laany component until after all bradngand 4.Installation eµe:.mw�teem.eressparovwontracctar, fasteners are complete and at no time should any loads greater men Design assumes design balsa applied to any component. and are for"dry condition"of use. 12/31/2016 T RAN S I D: LINK 5.eomparrue has no control over and assumes no reeponsibillty for the B.Design assumes full bearing at eN supports shown.Shim of wedge If EXPIRES: fabrication,handing,shipment and installation of components. 7. necessary. esign assumes adequate drainage is provided. November 3,2015 A This design Is furnished subject b the limiletlons set forth by B.Plates shall be located on both faces of truss,and piped so their center TP WJTCA in SCSI,copies of which will be furnished upon request. Imes coincide vain joint center lines. 9.Digits indicate the of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For beck connector plate deign values see ESR-1311,ESR-I988(MITek) 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: 2x9 KDDF #1&BTR GOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-83) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -37/ 396V -33/ 111H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -113/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED'.STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" ,r MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.2" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 1212MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 8.50 I: MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -{ Design conforms to main windforce-resisting '.. '� system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=9.2,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 'n in the plane of the truss only. 0 II I N o t+1 at O C li o 0 1 M-3x4 l l 1 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,4i I .cv��0c,O PR 0 p e„ W s. NGINE�� rU2 �' 89782PE �1"` JOB NAME : 17-D POLYGON - ZJ2 Scale: 0.5896 ,j. � .. MEW WARNINGS: GENERAL NOTES, unlessothervdse noted. �r OREGON Truss: Z J2 1.Builder and eredion contractor and Warnings before constructioncommences.d advisfent Genanl Notes building comThle design ls based only upon the parameters ponent.Applicability of design parameters andiP open individual A_ /j V REGI/N�h� 2.2x4 compression web breddg must be Installed where Shown.«. incorporation of component la the raeponstbSly of the building designer. '1' (�q p' ,� `i<e. 3.Additional temporary bracing to insure stability during construction 2 Ss.c. red s/I D the lop end bottom dabs m be laterally brecetl al Is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 1 D o o.rsash..ehy unless braced throughout their length byiir conlinuous sheathing such es plywood sheathing(70)and/or dryvng(EC). PA r+t �� DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or latent breads required where shown«« .r'{�/4. SEQ.: K 15 0 5 0 62 4.No mad should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the respective contractor. laeteners are complete end at no time should any loam greater than 5.Design assumes trusses are to be used In s non.sonoslve environment, TRANS ID: LINK design loads be applied to any component. enders for"dry condition"of use. y 12/31/2016 8.CompuTrua has no control over and assumes no reap:edibility mf Be 8.Design assumes Ng bearing at al supports shown.Shim or wedge If EXPIRES. 0. fabrication, lesdesign le NMMed�:d to heslll,nllkttiionns s„I ents.byy 8.p ess el be yadequate edu n both doees o truss, placed w their center November 3,2015 TPUWlCA in SCSI,copies of which will be furnished yon request. lines confide win joint center lines. S.Digits lndkats ars of plate In inches. MITek USA,Ino./CofnpuTrus Software 7.6.6(14-E to.For bask connector piste design values see ESR-1311,ESR-1888(Mliek) 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: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-129) 95 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 = 92.0 POP 0'- 0.0" -36/ 902V -50/ 155H 5.50" 0.69 ROOF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.122" @ 3'- 7.2" Allowed = 0.946" MAX TC PANEL TL DEFL = -0.112" @ 3'- 9.8" Allowed = 0.669" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 -1 12 Design conforms to main windforce-resisting 8.50 0 system and components and cladding criteria. Wind: 190 mph, h=21.3ft, 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. N O r oI rn o c o I M-3x4 l 1, l 1-00 6-00 ,,'O PRop. ROVIDE FULL BEARING).Its:2,4,3 ��c,"S �yGI NEER sip 8.782PE 9 JOB NAME : 17-D POLYGON - ZJ3 , '' ' Scale: 0.5081 •r" '^ WARNINGS: GENERAL NOTES, unless othemise noted V {y�j /+�I�� J Truss: Z J3 end ideating.before1.Builder and erection�construdlo commences tractor should be advised o!all General Notes 1.This design compoased only upon the parameters shown and ent.Applicability of design parameter.and Ip ape n individual V{l G V I Y $) 2.2x4 compreslon web bredng must be Installed where Mount«. incorporation or component h the responsibility of the building tleslgner. "l fiq RY.:,�5 'Z GQ�'�. 3,Additional temporary bracing to Insure sfablltty during construction 2 S Design assumes the top and bottom acechobraced to be laterally braced at t V Is 8e ro stMNty o!Ihs erector.Additional permanent bracing or 22 o.c.end at ea c.c respectively unless braced mr.ugh out their length by �} Wo^ tinuous sheathing such es plywood sheathing(TC)ad/or dryweA(BC). ,w/l 1 11 �` DATE: 11/2/2015 the overall structure is the reaponrbpny of building designer. 3.Se Impact bridging or lateral bracing required where Mow„«c �^1 V 1+. SEQ. : K1505063 4.No bad should be applied to any component until after all bracing and 4.Instatoeeeuion mrssIs the e reaapealbflBBydf the noo-codncNentramn.n.n fastener.are complete and at no time eheeld am/loads greater than eare to be TRANS ID: LINK detgnloads b.applied toany component. e and eroror"tlry NAbearing ruteAsu supports A 5.Cempurnn has no control over and assumes no responsibility forth. Design • opo 9• EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes b es adequate drainage le provided. November 3,2015 6.This design is furnished subject to the limitations set form by 8.Plates shag be boated on both faces or was,and placed ea their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate in incites. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design value.see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR BC: 2x9 KDDF #16BTR LOAD DUSPAIEN I24R0"SE = 1.15 2-3=( 8) 65 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 5.50" 0.60 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -187/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED'STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM OHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.072" @ 2'- 11.8" Allowed = 0.448" AMAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 8.50 7 3 Design conforms to main windforce-resisting ') system and components and cladding criteria. I Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, No Truss designed for wind loads I in the plane of the truss only. 0 0 wo m o c J,_ Pitillill 0 M-3x4 y 1-00 y 6-00 y 1-11-11 � ,[} PR.Qp., PROVID FULL BEARING;Jts:2,5,3,4 14, 4t' 8•782PE �f JOB NAME : 17-D POLYGON - ZJ4 Scale: 0.4684 / a• . Wr, WARNINGS: GENERAL NOTES, unless°thervds*noted Cmi• Truss: ZJ4 1.Builder and erection contractor Mwuld be advisee of ala General Notes 1.This design la basad only upon the parameters shown end C for en Individual � 9 (fir" end Wamings before construction commences, building componam.Applicability of design parameters end proper (�.A �j'/ yyy �"'. 2 2a4 compression web bradng mut be InMstlad where Mown«. incorporation of component Is the responsibility of the bulNlnp designer. (/�� �� V QR 3.Additional temporary bracing to Inure stability during mnstrnnsnn 2.Design assumes the top and bottom chords to be throughoutty bead et yJ T Is sse responsibility of the erecter.Additional permanent bracing of ir T o c.and et ss 4.c r,unh as sly unless broad their length by DATE: 11/2/2015 the overall structure is the responsibility of the building designer, continuous Impact H ging a,ng such l bracing plywg d Naething(T sown) «r tlrywal(SC). �'/A 1 f t �\ a.In Impact bodging C star.punsii required res a shown t a r'1 lJ M SEQ.: K 15 0 5 0 6 4 4.No load should be.ppllad to any component until snarlers bracing and 4.Instepalbn of buss Is the roaponstbNny of the respective contractor. fasteners aro template and at no lime should any bee}greater than 5.Design assumes trusses are to be used Ina non-carmsfe environment, TRANS I D: LINK designloads be applied to any component. end are for'dry condition"of use. 6 Design assumes NA bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.ComWTrus hes no control over and assumes no respojnsibllity for the neawry fabrication,handling,shipment end installation ofconptonenh. 7.Design assumes adequate drainage ie prodded. rlovember 3,2015 6.This design is furnished subject to the limitations set fMth by B.Plates shall be bated on both faces of truss,end placed so their center TPIWTCA In SCSI,copies of*AU vAl be furnished an request. lines coincide with join center lines. 9.Digits indicate Mee of plate hr inches. MiTek USA,Inc./Compalnus Software 7.6.60 E 10.For basic connector plate design values see ESR-1711,ESR-1908(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 (Drawings not to scale) l I or Personan u offsets are indicated. Damage1 rY WMDimensions are in ft-in-sixteenths. lilik. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" i161111jEillo4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I !.. bracing should be considered. 3. Never exceed the design loading shown and never ripa_ stack materials on inadequately braced trusses. O 4. this For 4 x 2 orientation,locate C7: c6-7 c5-6 designer,erection supervisor,property owner and plates 0 ''i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. BEARING ..,,,--^ 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. Nil OM 16. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. Fjlie,T eke BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013