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Plans (104) -t sem % s- MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-406 U PPER 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. ��RED PR OFFS 74l NEF9 502 87022PE 9� N N cc\Aj, OREGON (y) <v 911F111BERI1 �O OS A. He?, . rt • 7 - December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility hsolei for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46018146 PL15-406_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:58 2015 Page 1 I D:L2O9JJu6om RCBuYOh HV69uyFHbu-JctONi KGg8PBns4b?ma M_7 SY2 Fb4tsd mRH Hdvly DI E7 3x6 h 1-3-4 3x18 II 1-6-0 I3x6 II 1 6 2 7 3 Scale=1:13.1 1 0 0 I, .w, •'i' Ia 5 4 6x6= 6x6= I 3-3-4 I 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (Ioc) 1/defl Ud 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 Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=278/0,34=511/0 BOT CHORD 4-5=0/590 WEBS 2-4=-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 Concentrated Vert:6=-1007ads (F)7=1007(F) "<('Ca EF�Lr�/, �� 87022PE 9r jir � S N N AT OREGO W '9M � O COEl ER PSA- HE.4 EXPIRES:06/30/2017 December 1,2015 t _ 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 MTek®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 members only.Additidnal 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/Mil Quality 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 R46018147 PL15-406_UPPER F02 FLOOR GIRDER 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:59 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-npQna2LuRSX2O0foZU5bXK?eHfmOcEwvgx1ARCyDIE6 I 1-2-0 I 1-9-0 I Scale=1:26.3 2x4 I I 5x10= 1.5x4 II 3x4= 1.5x4 I I 3x4= 1.5x4 I I 5x10 = 3x4 I I 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 0 Zh1hZ Ir_lz J g e e I e I e-- 13 12 11 4x8 MT2OHS= 6x10 = 3x8 = 6x10= 4x8 MT2OHS= I 14-10-8 I 14-10-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 1BC2012/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 0-9-0 oc. 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 `lL�EN�4 P R�FFss 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 Gj GINE. - /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, c? 2 1027 lb down at 9-7-11,114 lb down at 10-8-11,1027 lb down at 11-2-14,114 lb down at 12-3-14,1027 Ib down at 12-10-1,and 114 ��' Q70 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 U) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.001 Uniform Loads(plf) y fiATis.OREOREGON rye iC/N Vert:10.14=5,1-9=50 AP Gs/1111 �O Concentrated Loads(Ib) $ER Vert:9=-1027(F)8=-1027(F)7=114(6)6=114(B)5=114(6)3=1033(F)2=1147(F=1033,B=-114)15=114(6)16=-637(F) O`S A. HE4;\P 17=114(B)18=1007(F)19=-114(B)20=-1007(F)21=637(F)22=1027(F)23=1027(F)24=1027(F)25=114(B)26=114(B) EXPIRES:06/30/2017 December 1,2015 4 f Ida . WARNING-Verily 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 Mick®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 bucking 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 Quatty 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 Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 846018148 PL15-406_UPPER F03 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 13:21:59 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-npQna2LuRSX2O0f0ZU5bXK?o5fx3cMPvgxlARCyDIE6 I 1-6-4 1./5x3 II 1 3x4= 2 Scale=1:13.2 4 N N k 4 3 1.5x3 II 3x4= I 1-9-4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/ddfl 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. (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. <�� Q PR()Fess �� co c &1NE�R /O* 87022PE r N y CAI, OREGO of o<u� 9C, FtijEER \\ pSA. HO; EXPIRES:06/30/2017 December 1,2015 I 11 M ®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 Miele 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 trio design into the overall _ building design.Bracing indicated is to prevent bucking ot individual truss web and/or chord rnenbers 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/TPII Quality Galeria,DSI-69 and SCSI Building 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 R46018149 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:L209JJu6omRCBuY0hHV69uyFHbu-F?_9o0MWCIfvOAE_7Bcg3YYxv2AYLhm2vbmjzeyDIE5 1 1-0-8 1 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 I I 1 23 4 5 6 22 7 23 8 9 10 11 12 13 e i a e e % 0 / \ / N / N / N / X.— N d N 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 22-2-0 1 Plate Offsets(X,Y)— [1:Edge,0-1-81,121:Edae,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (too) Udefl Ud 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/TP12007 (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 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) 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 walls at their outer ends or restrained by other 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)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (1.L(} PROFF Uniform Loads((Of)) Vert:1421=-8,1-13=80 c3,' NGINEks 6'.c., Concentrated Loads(Ib) �c 'Q 2 Vert:22=-5(B)23=-5(B) 'r 87022PE 9r / yN 1RI SAT OREGO �o �� 9O, "q8ER "� �-- SSA. HE. EXPIRES:06/30/2017 December 1,2015 4 l WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/I-7473 rev.10Po3/2015 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.Beforeuse,the building designer must verity 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 BYBB��iT eek° - 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/tall Quarrly Criteria,DSB-89 end BCSI Building Component 7777 Greenback Lane Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heichts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018150 PL15-406_UPPER FO6 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:L209JJu6omRC8uYOhHV69uyFHbu-F?_9oOMWCIfv0AE 7Bcg3YY_92HILp82vbmjzeyDIES 0-1H8 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 e e o 0 o c o a o - o o —'o s e e 1,,,; 42 0d N N e q c s c o e o 41 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 1 8-13-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 i 16-0-0 1 17-4-0 i 18-8-0 i 20-0-0 1 21-4-0 1 22-6-0 335-121 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 b-9-12 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 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(flat) 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. RO POFF '< GS�$ 0NF9 /O'0' <t,� 8 • 2PE r -7 �Aj, OREGO ft? k/ 'IP O ''4SER \1 �O OS A. ti Vik EXPIRES:06/30/2017 December 1,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors.This design is based only upon parameters shown.and is for an individual building component,not t• a truss system.Before use,the-budding designer must verify.the applicability.of design parameters and properly incorporate this design into the overall B��B T - - - building design. Bracing indicated.is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Tektruss - - 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 Quafily Criteria,DSB-89 and SCSI Building Component ile le 109 Safety Informalion available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. SSurHeights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018151 PL15-406_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 1322:01 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbujBYX?jM6z3nmeKpAgv73d49tScY4FOC7FWHV4yDIE4 1 2 3 4 Scale=1:13.0 111 111 II II ■ ■ II II ,, 10 1 q Iii . III 1111 III Y ................:.♦.♦.♦......♦.♦.:: ::: ::� 8 7 6 5 I 1-40 I 2-8-0 I 3-8-8 I 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/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 Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code 1BC2012/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. (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 1-40 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. �� ED PR R oFF ss r.5 �NGINE9 /o `r' 87022PE r y (%T � OREGO o 9�, AMBERS\ 4Q4H OS A. HERNP EXPIRES:06/30/2017 December 1,2015 I ter. $ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/L7473 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 this design into the.overall �B building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing --MiT ek" 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/TPl1 Quality Criteria,051-89 and BCSI Bedding 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 846018152 PL15406_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:02 2015 Page 1 1D:L209JJu6omRC BuYOh H V69uyFHbu-B06vD3N nIcNvd FTON Ecel9zdJpsyj pidLMvFg2WyD IE3 0-e Scale=1:39.8 • 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 0 0 2 2 9 2 7 0 9 9 2 9 9 a o 9 9 2 9 a 42 0 o d aa e : o o : ,. e - e 4 : o a a p. o 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 . r -8-0 • r r , r . :r :..r r , , r r : I 1 �r 1-,0 - i! 6-r 0 -4-0 18-:r r r r _1-4r _ : r 4- I 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 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 Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 24-3-0. (lb)- 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. R "c( P °pFss �c...„.' tiNGiNEF9 /04, 87022PE ytP N � c%), OREG•N cy�Q<U 9b,OFBER \1 , kJ MA. HEp% EXPIRES:06/30/2017 December 1,2015 I ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/201S 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 toss system:Before use,the:bulding designer must verify the applicability of design parameters and properly incorporate the 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/TPI1 Quality Criteria,DSI-89 and SCSI Building Component Suite 109 Safety Informatlon 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 R46018153 PL15406_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 1322:02 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-B06vD3NnkNvdFTONEce19zdKbsynpigLMvFg2WyDIE3 0-1148 Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 o 0 0 0 0 0 0 0 0 0 0 0 • 30 0 d o N 2 N 29 e o a a a a e a a a a 0 a 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1 ' r -8-0 . rsr r • :I :0-0 r I 1. r r 1' :.., ..r 0 7- 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) 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 Ina YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. <<RD PROFFss coC�� GNGINE �O ,Q 44, c 870 2PE 91' �yATDREG N ti9 < ., OlOOFMBR \\ � SA. HECkv. EXPIRES:06/30/2017 December 1,2015 4 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI14473 rev.10/03/2015 BEFORE USE. '. Design valid for use only with Mifek®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 intothe overall -.-budding destgn. 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/M11 Qualty Criteria,051-89 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 R46018154 PLS5-406_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:03 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-fagHQPOPVg1 UtdzZoK9XhAAVQG11Y9uVbZ?OazyDIE2 011/8 Scale=1:18.4 1 2 3 4 5 6 7 8 9 20 0 0 A N 19 — — — 18 17 16 15 14 13 12 11 10 I 1-4-0 I 2-8-0 I 4-0-0 I 540 I6-8-0 I 6-0-0 i 9-4-o 19-9-12 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) Udefl 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 Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (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(Le.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. 87022PE 91' c 7 SAT OREGO do 4/N OS A. HE '. EXPIRES:06/30/2017 December 1,2015 ! .r 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 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 the design into the overall.,_. .--- I -building.design Bracing indicated is to prevent bucking 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/Till Quality Criteria,DSB-89 and SCSI Building Component Suite 1119 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heiahts,CA 95810 -' Job Truss Truss Type Qty Ply POLYGON R46018155 PL15406_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 I ID:L2O9JJu6omRCBuYOhHV69uyFHbu-fagHQPOPVg1 UtdzZoK9XhAATHGEGY2_VbZ?OazyDIE2 0-1-8 H I 1-6-0 I I 2-6-0 I Scale=1:30.0 404= 1.5x3 = 1.5x3 = 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 45 6 7 8 so 157.- '4111 - - 0 SIN0 0 • c N N 14 ee Na - 73' 12 t1 10 9 1.5x3 II 4x5 = 3x5= 3x5= 3x4= I 17-3-0 17-3-0 Plate Offsets(X,Y)- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Vdefl Ud 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. (Ib)-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=611/0,3-0=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,Do not erect truss backwards. ��RED P R°FFss ct 87022Pr 9 f icv -0).,I. COR GON (L�AU C MBER �S A. He?, EXPIRES:06/30/2017 e December 1,2015 i a r 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 Nut a truss system.Before use,the building designer must verify the applicability of design parametersandproperly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mWel('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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail,/Criteria,P55.89 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 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-7mEgdIP1 G_ALVnYIM1 hmEOicsg WiHRyepDkx6PyDIE1 P-10-8 I 2-6-0 I 01{8 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ti" ° 'sL," IB 21 ZV. I \II I 66 I \a% 20 Fri 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4= 24-3-0 I I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 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 BCLL 0.0 Rep Stress Incr YES WB 0.75 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=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=-3137/0,6-7=-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. 0;0,‘G NE SAO 2 �� 87022PE 9f N tU y SAT OREG•N ti? 4ti 9O .)1,/ C.) �� On A. HO; EXPIRES:06/30/2017 December 1,2015 1 ®WARNING-Verily 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 bung component,not -_a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this-design mla the overall: buildingde_sign.Bracing indicated'¢To prevent buckling of individual buss web and/or chord members only.'AdditdanaHemporary and permanent bracing M'lek. 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/TPII Quaidy Criteria,DS6-89 and 6CSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R46018157 PL15-406_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries.Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbuczo2r5Pf111C6x6yvkC?mbFnV3slouLn2tUUeryDIEO 0-1-8 HI 1-1-12 I 2-6-0 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 2 �� • iL" NJ B I " I 2, 2 \a 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 1 24-6-4 24-6-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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(lb)or less except when shown. TOP CHORD 2-3=-1842/0,3-4=1842/0,4-5=-3235/0,5-6=3235/0,6-7=-3396/0,7-8=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=274/0,416=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. ��s'c,° PR 0Fe ��co �\AGINEF9 v,) ii 87022PE ��' N 57 �Aj, OREG N (yam <Vi �O ccM8ER �1 rr On A. HER40P EXPIRES:06/30/2017 December 1,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev,10/03/1015 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 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 puss weband/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/rPl1 QuaBty 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 Heiahts,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 MiTek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69u),FHbu-czo2r5Pf1 IIC6x6yvkC?mbFp?3za03Fn2tUUeryDIEO 0-10-8 2-6-0 1 1.5x3 II j 1:x3 1 2 3x4= 3 Scale=1:13.0 II Mil III Ill ME III III 7 � .1.5x3 = 0 II d - N Mil 1.5x3 = s ', 0,,, Mil 6 M- ME 5 I 3x4= 3x4= 1 3-9-oI 0:1-8 3-7-8 LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) I/defl Lid 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 Incr 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. (Ib)-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. rt\tD PROres mac\• ,q„,. F9 io29 8 • 2PE r , -r toN SAT OREGO cy9 Q� tn4/48ER \1 P� S A. H -Vi% EXPIRES:06/30/2017 December 1,2015 4 -, I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF-7473 rev.10/03/2015 BEFORE USE. la 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 bulding designer must verify the applicability of design parameters-and properly incorporate this design into the overall - -�� building design.gracing indicated 8 to prevent buckling of iodeidual truss web and/or chord tOpermanent embers only.Additional temporary and peanent 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/ it Quality CrHerla,D56.89 and SCSI Building Component 7777 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 PL15-406_UPPER F16 R46018159 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbuczo2r5Pf1IIC6x6yvkC?mbFnh3s40u5n2tUUeryDIED P-8-41 2-6-0 I Scale=1:41.8 4x6= 1.5x3 I I 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 j. !! a. P . 1 i N3 7Vor NINN / r � e 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 23-11-4 I Plate Offsets(X,Y)— (19:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft 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 Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 be attached to walls at their outer ends or restrained by other means. <<-�ED PRQp, ��Co ANG I NEERW, 4/4 870 2PE /ter N N y �-0j, OREGON (yam <U� 9O �M8ER �1 �O �s A. HO; EXPIRES:06/30/2017 December 1,2015 1 1 —a. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10Po1/2015 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 11111 _ a truss system.Before use,the building ding designerustvertty the;.applicability of design parametersand properly incorporate this design into the overall - �{ building design. Bracing indicated is to prevent 1auckling of individual truss web ondior chord-members only.Additional temporary and permanent bracing MiFek _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,051.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018160 PL15-406_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:06 2015 Page 1 I D:L2O9JJu6om RC BuYOhH V69uyF H bu-49MQ2RQ HobQ3k5h8TSj EJ povzTFTISMxHXD2BIyDl E? O 0-1-8 IV-12I 2-5-8 I 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 II 1 2 3 4 5 6 7 8 OAS 0.411Nsissso. 15 4 N 14 e b 13 11 10 � 3x4= 1.5x3 II 3x5= 3x5= 3x6= 0-7-4 16-0-12 5-121 I 15-5-0 0-1-8 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 9 n/a n/a Weight:84 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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 Gray 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 �r_� R OFFS Uniform Loads(plf) �� \<.'�NG(NEE 6' 7." Vert:9-13=-8,1-8=-80 Concentrated Loads(Ib) Vert:1=-400(F) 87022PE r— +ti y �Al OREGO ei,) <v�V .pC AMBER 1\ �4 OS A. 1-te? EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev.10/03/2010 BEFORE USE. �Y 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 MiTek'. -- building design.Bracing indicated is to prevent buckling of individualtruss 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 property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualay Criteria,055.89 and SCSI Budding Component Suite 109 Safely InformationSuite available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018161 PL15-406_UPPER F18 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc.Tue Dec 01 13:22:06 2015 Page 1 ID:L209JJu6omR C BuYOh H V69uy FHbu-49MQ2RQ HobQ3k5h8TSj EJpo_DTI OI SXxHXD2 BIyD I E? I 170 I I 230 I 0135 Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 t. N\\ e _te 12 0 0 d N 1 O O X/ 11 1 9 8 ! 3x5= 3x5= 1.5x3 II 3x4 = I 11-2-8 I 11-2-8 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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/TP12007 (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=-713/0,4-5=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 buss 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. Feo ��co t�tIGI N E -,9 wO 2 8 9 2PE (9r " yN / cv �'oj, OREGO (y' �H 9O F�8ER t1 .\-‘- 'OS A. HE 3' EXPIRES:06/30/2017 December 1,2015 4 f siiii Alk,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not11111 - a truss system.Beforeaue,--the bidding 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 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 Ovally 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 R46018162 PL15-406_UPPER F19 Floor 2 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s.101 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:07 2015 Page 1 I D:L209JJu6omR C BUYOhH V69uy FH bu-YLvoGnRvYvYwMFG K19ETsUKBntYfUpJ4W B7bjkyD IE_ 0-1-8 H I 1-7-8 i i 2-6-0 0-111-8 Scale-,1:38.2 4x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 em N._c e e Nr.,...a a 22 NiN : 7-\: z ,z....„, iliiiiiiIIIIIIIIIII N1 �r 21 EirAitril 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5 = 3x8 = 3x4= I 22-7-8 I 22-7-8 Plate Offsets(X,V)- I1:Edcie,0-1-81 LOADING(psf) SPACING- , 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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 Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=978/0-54 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. ��0) PRoFP ��c. ENGINEER siL'i, 87022P� • �y �A,,, ORGONel, <U 5b F Iu9ER \\ rQ s A A.HES�P EXPIRES:06/30/2017 December 1,2015 II rr ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. mil" Design valid for use only with MTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the.applicabi ity of.design.parameters and properly incorporate this design into the overall - building design.Bracing indicated is to pr event,buckhng of individual trussweb and/or chord members only.Additional temporary and permanent bracing Mitek x 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,DSB-89 and BCSI Building Component Suite 109 SafetyInlormafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiehts,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 MTek Industries,Inc.Tue Dec 01 13:22:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-0YTAT7SXJDgnzOrWbtiioEtKZHwJDJGEkri9EAyDIDz f 1 2-6-0 I 01r8 Scale=1:41.8 3x5= 1.5x3 II 3x6= 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 e. 9 m 3 a 21 N A 20 19 18 17 16 15 14 11333 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 24-6-4 Plate Offsets(X,Y)— f1:Edge,0-1-81,112:0-2-0,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) I/defl L/d 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 Incr 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.t&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=-1064/0,34=1064/0,45=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=0/452,418=-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(s)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 <(',$)‘0) P R OFFS, Uniform Loads(plf) Vert:13-19=5,1-12=-50 �<5 0NG(NEFR /p2 Concentrated Loads(Ib) Vert:12=1129(8) ct 87022PE 17 7 N rN fiAj, OREGO �o �H 116....et M$ER -\1 �-' A- HE?' EXPIRES:06/30/2017 December 1,2015 i 0 a agar WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 IVV.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 mbuilding component,not ,. ,atrusssyste .Before-use,the building .designer must verify the applicability of design parameters and properly incorporate this design into the overall - .- _ buildingziesigw Bracing indicated is to prevent bucking 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 irsystems,see ANSI/T7I1 Qualify World,OSB-89 and BCSI Building Component 7777 Greenback Lane Safely 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 R46018164 PL15d06_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 1 ID:L209JJueomRCBuY0hHV69uyFHbu-0YTAT7SXJDgnzOrWbtliOEtMxH?ADQ8Ekri9EAyDIDz Scale=1:17.5 1 2 3 4 5 6 7 8 9 L L . = L .i L d 0 d A F F a F F . ....... .. . . . . .. ... .. .. .. . .. . 18 17 16 15 14 13 12 11 10 I 10-7-8 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 Ina YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (Ib)- Max Gray All reactions 250 lb or less at joint(s)1 8,10,17,16,15,14,13,12,11 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. 2 4� 8 • 2PE ,9r" tP N 7I OREGO ti� �H U`S A- HV-11-`. EXPIRES:06/30/2017 December 1,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with Milek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Beforwuse,the bulling designer must verify the applicability of design parameters and properly incorporate this design into the overall =- - building design. Bracing indicated is to prevent bucking of individual truss.web and/or chord members only.Additional temporary and permanent bracing is always required for stablity 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/TPII QuaHy Criteria.DSB-89 and BCSI Building Component Suite 109 Safety 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 PL15-406_UPPER F25 Floor 6 1 846018165 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:09 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Uk1 ZhTTA4WodbYQjBaG)o(RQUMhEHykJNzVSimcyDIDy 1-5-0 II 2-6-0 Scale=1:38.7 • 1.5x3 I I 454= 1.553 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 354 = 3x6 FP= 4x4= 1.553 II 1 2 3 4 5 6 7 8 9 10 11 e t\' d °./. No. 7 N 7 ,44 N e m 9 p -7A"N.- 18 17 16 15 14 13 12 1.5x3 I I 4x6= 3x6 FP= 3x6= 355= 3x8= 3x4= I 22-2-0 22-2-0 I Plate Offsets(X,Y)— f1:Edge,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 0.21 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/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. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 FORCES. (lb)-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. <<:C\Ep PRop �5 tiNGI NEF , `r/O 2 87022PE r" N rN -.5. SAT OREGSN q� 1 �'AOOs,t,�$E R 1'� f A. HEFZ EXPIRES:06/30/2017 December 1,2015 a I -•. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-747.7 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.Beforeuse,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing --Miiek' 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/IPl1 Quail,/Criteria,OSB-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 R46018166 PL15406_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:L2O9JJu6omRCBuYOhHV69uyFHbu-Uk1ZhTTA4WodbYQj8aGxxRQVvhKayt3NzVSimcyDlDy 1.5xi II 214 I 2-6-0 1!5x3 II 1 2 3x4= 3 Scale=1:12.9 y - 4 5 3x4= 3x4= Q-11 4-10-4 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ltd 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 BCLL0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a Weight:26 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-4 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. �� 87022Pj- 91- 7 SAT OR GON rye it/ �b BER 1' O `s A. HERS EXPIRES:06/30/2017 December 1,2015 I a .. x ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 119-7473 rev.10/03/2015 BEFORE USE. - � Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and k for an individual building component,not ualr rsxsysten:..eefore-use.the building designer mustverify the applicability of design parameters and property incorporate this design into the over ntl. e , builcliag,design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanentbranng- 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/IPll Quality Criteria,DSB-89 and SCSI 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 R46018167 PL15406_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 I D:L2O9J J u6 o m R C B uYO h H V 69uy F H bu-ywbxuoTo rgwU D i?vi I nATfy eA4Zq h 9FX C 9 B F J 3 y D I Dx 1 1-34 1 2-6-0 1 Scale=1:42.8 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 1A.% Y 9 c 3 - .;1 / \ ki NNti, 7 A.N. g _19 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 5x6= 3x4= 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 Inc( 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. '\c(‘,0 PRQp,. 5 F'AGI NEER /O2 4C870 2PE ,9t- U) 5. "- H Zs A2, OREGON (yam 9`' F,y$ER �1 \O OS A. HEi; \-\P EXPIRES:06/30/2017 December 1,2015 I 1 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 MTek®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 incorporatethis design into the overall -- 'budding design. -'buddingdesign. 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018168 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:L209JJu6omRCBuYOhH V69uyFHbu-ywbxuoTorgwUDi?vilnATfyiz4hihK7XC9BFJ3yDIDx I 1-0-8 I 1.5x3 II 1 3x4= 2 I Scale=1:13.2 L N r • 4 .♦..�...�♦......4+,♦ .�......�. 1.5x3 II 3x4= pp 1-3-8 0 -3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 BCLL 0.0 Rep Stress Incr 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 1-3-8 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(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. .� 87022PE 9r N� , ti -F.,‘Aj, OREG•N ry0 v Q� -?b cc,IfBEB \1 V' OSA. HE?, EXPIRES:06/30/2017 December 1,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. �� Design valid for use only with MiTekm 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 ,r -building design.Bracing indicated is to prevent buckling of individual tans web and/or chord members only.Additional temporary and permanent bracing -- IXiilek- 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/Mil Quality CrIeria,055-89 and SCSI Building Component 7777 Greenback Lane Safety Information e� on available hornTruss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Crier 109 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018169 PL15-406_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 1322:10 2015 Page 1 I D:L209JJu6om RCBuYOhH V69uyF Hbu-ywbxuoTorgwUDi?vi IMTfyi24hjhK7XC9BFJ3y131 Dx I 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N #.*. ♦ 1 4 Ak_, �$; 1.5x3 II 3x4= p 1-2-4 043 1-2-4 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud 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. (Ib/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. `t" 87022PE vr". ro � C'oTOREG N tii1N 90 FMgER N� ,r OS A. HE 'ik EXPIRES:06/30/2017 December 1,2015 f t ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/0312015 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 ekis 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/1P11 Qualify Criteria,DSI-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 R46018170 PL15406_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:L209JJu6omRCBuYOhH V69uy FH bu-ywbxuoTorgwU Divi InATfyi S4hfh l 7XC9B FJ3yD I Dx I 1-6-4 1.15x3 II 1 3x4= 2 Scale=1:13.2 0 0 • 4 47' ♦ 1♦ 1.5x3 II 3x4= N 1-9-4i 0 0.4 1-94 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 Incr 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. (lb)-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. 2 `c" 87022PE 9r N y SAT OREGO tis QLN 154-14/8 9C 4/BER \1 �s A. HeCk EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. Mill. Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a trusssystem.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 i1 iTek° 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 ANS1/TPI1 Qualty Criteria,DSB-89 and SCSI Building Component 7Suite777 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 PL15406_UPPER F43 R46018171 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:2211 2015 Page 1 ID:L2O9JJu6omRCBuY0hHV69uyFHbu-Q69J58UQc82Lgsa5G?JPOsVt U1 zQnNgQpxprVyDlDw 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L O 4 3 1.5x3 II 4x4= 0-11-0 I 0-1-2 0-11-0 Plate Offsets(X,Y)— 11:Edue,0-1-81,(3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud 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 lncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPt2007 (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. (Ib/size) 4=22/0-11-2,3=22/0-11-2 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. <gEO PRQFFss 4?\c ,NGIINFFR /b 2 87022PE yr T ySAT OREG•N ti� <vi 90, F'ysER A\ �O SSA. He?' EXPIRES:06/30/2017 December 1,2015 I mu WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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 buildingcomponent not t a truss system.Before use,the building designer must verify theappl:cability..ofdevgnparametarsand property incorporate this design into the overall building design.&acing indicated is to prevent buckring of individuaLfrvskwebarul/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 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaMy Criteria,OSS-89 and SCSI Building Component 7777 Greenback Lane Safety 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 R46018172 PL15-406_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:11 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G9JPOsVttUIyQnNgQpxprVyDlDw 1 0-10-0 1.15x3 II 1 3x4= 2 Scale=1:13.2 0 0 0.1 • • ♦.1♦ ... 1.5x3 II 3x4= 1-1-02 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl 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 IBC20121TP12007 (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 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(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. NE� ��op P R ore sS ��\� NGI Al i�29 87022PE r" N N SAT OREG N ti� �N �� MgER �N �Q OSA HE?' EXPIRES:06/30/2017 December 1,2015 IMMIIN ®WARNING-Verily 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 bolding 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 M 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/H.11 Quality Criteria,DS11-89 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 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:L209JJu6omRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G?JPOsVtwU1wQnNgQpxprVyDlDw I 1-3-0 I 1.5x3 II 1 3x4 = 2 Scale=1:13.2 1 OA 4 44. ��•��•��v., 4. 4 1..�5x3 I I 3x4= 0-0=4 1-6-0 I 1-6-0 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (lac) Udefl L/d 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 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(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� �NGINEF9 ip �, 2 87022PE 91' w y C% OREGO �o IJV 9O FM8ER \1 �O On A- HE��P EXPIRES:06/30/2017 December 1,2015 t I a -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. , Design void 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 theapplicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevenkbsscklirrg of individual truss weband/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 R > fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,001-89 and ICS!Building Component 7777 Greenback Lane Safety 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 R46018174 PL15406_UPPER F47 FLOOR SUPPORTED GABL 3 1 Job Reference tottional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:12 2015 Page 1 ID:L209JJu6omRCBuYOhH V69uyFHbu-uJjhJUV2NRACS091gigeY422ouND9EdpfTgMNxyDIDv 7x10 I I 1 2 Scale=1:13.3 - 2. N 4 3 7x10 II u 0-7-4 I 04 �q 0-7-4 Plate Offsets(KY)— 11:Edge,0-1-81,14:Edae,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 Incr 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-74 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 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. < ,NG N Fi4 `s, 2 87022PE 9r -y 'oj, OREG•N et:' 1/ RC1 �'1'�B ER 1\1�� OS, A. HE ' EXPIRES:06/30/2017 December 1,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. Milt Design valid for use only with MiTeksS 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 theapplicabilityof.design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individuallruss-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/Mil Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018175 PL15406_UPPER F50 FLOOR GIRDER 4 1 Job Reference(motional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-uJjhJUV2NRACS091gigeY42?NuLh97ApfTgMNxyDIDv 0-1-8 H 0.7-2_14 I 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 II 3x4= 3x4 II 1 2 3 4 5 6 7 8 17 9 1 .i phi 0 Z \ 7'NVNVN 15 13 12 11 10 4x6=3x4 II 4x5= 3x5= 3x5= 3x6= 3x5= 1-1-4 10.11-12 ii 18-3-0 0.11-120.7$ 17-1-12 Plate Offsets(X,Y)— 111:Edge,0-1-8],115:0-1-8,0-1-81,116:0-1-8,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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. (lb/size) 10=714/Mechanical,14=1498/0-5-8 Max Horz 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=520/114,4-0=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 girder(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. �� EQ PR OpF o The design/selection of such connection device(s)is the responsibility of others. Q� 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �`Co ,, I NE9 ' LOAD CASE(S) Standard t4 * 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 87022 PE 9� Uniform Loads(pH) Vert:10-15=-8,1-9=-80 Concentrated Loads(Ib) Vert:1=-640(F) N � 77 \3j, °REG•N r),� <t.i 1' 44f On A. HECk EXPIRES:06/30/2017 December 1,2015 4 I _.. 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 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 the design into the overall e�Tp building design. Bracing.indicated u.to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - -IYrI1Gk• - 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 QuaBy Criteria,DS8-89 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 R46018176 PL15406_UPPER F51 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Dec 01 13:22:13 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-N VH3WgWg81134AkUNQU5Ha91Ie9uaCzu7QwvOyDlDu 0-1-8 H 0-82 I 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 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 2 3 4 5 6 7 8 9 a _...4 - 7-41\IN- V 411%1IIIIN 7 NN- 0 2 N N 3 • 16 1RX o 15 A ' 13 12 11 10 1.5x3 II 4x6= 4x5= 3x5= 3x5 = 3x4= 1-14 0-11-12 I I 18-3-0 I 0-11-1z 17-1-12 0-1-8 Plate Offsets(XX)— (1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl Ud 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 Ina- 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. (lb)-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). LOAD CASE(S) Standard ��(�,�D PROFFSs 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��\� ,‘,‘G NEL- X029 Uniform Loads(plf) Vert:10-15=-8,1-9=-80 $ • 2PE f Concentrated Loads(Ib) r( Vert:1=-400(F) 7 N j eY tv �'O), OREGO tit, 4/9oFMeER ,1 �-' EXPIRES:06/30/2017 December 1,2015 e ®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 Mi(ek®connectors.This design is based only upon parameters shown,and is for on 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 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,DSB-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 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 MTek Industries,Inc.Tue Dec 01 13:22:13 2015 Page 1 ID:L2O9JJu6omRC BuYOhH V69uyFHbu-NVH3WgWg81134AkUNQLt5HaBbljLuhtzu7QwvOyDlDu I 1-1-8 1.15x3 II 1 3x4= 2 Scale=1:13.2 d r 4 �iiiiiiii 1;% IPN 1.5x3 I I 3x4= IIII 1-4-8 0-D-5 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��`1,c O PR Open �c\c tNGINE�'4 /02 `r 87022PE 9r- N - SAT OREGON ti� <U� �(I AMBER ,,� .O EXPIRES:06/30/2017 December 1,2015 4 1 —e. 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 Mirekt connectors.This design is based only upon parameters shown.and is for an individual building component,not . .,-m truss.system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the 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 Qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Canis Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION/4 Failure to Follow Could Cause Property 1 Damage or Personal Injury 3 " Ctlton joint unless x ener pae ,y 6-4-8 dimenin ft-in-sixteenths I I (Drawingssionsshown not to scale) offsets are indicated. rm1111.r Dimensions are in ft-in-sixteenths. 11;114„ 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 or X-bracing,is always required. See BCSI. IIMINIEIMEEMMits 2. Tmust al O 1/1 6„ 4 wide russ trussbracing spacing,be individual lateraldesignedbyr bracesnengineer.themselForves may require bracing,or alternative Tor I bracing should be considered. O ItillAiirdtep= r:(;),30_ 3. Never exceed the design loading shown and never _� U U1stack materials on inadequately braced trusses. a_O0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 C6-7 cs' r— designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-'na' from outside 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 an d roarebed fful.Knots by ANSand wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate to.Camber is a non-structural consideration and is the 4 x 47idth 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 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 ft.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. 15.Connections not shown are the responsibility of others. I Indicates location where bearings t 6.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. likl..40 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. NMI NM 18.Use of green or treated lumber may pose unacceptable P....7.7.-,:. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 14141 ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. CBDesign for Bracing. e Bmile CSI: Component 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 ...... mit MiTeW 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. 4�. n.0) PRf?F'c.SS c`1, ,�NGINEF6, /(. /44 ct 89782PE T.- Y7 OREGON q'. . '. &qRY 16-,2 ,Q' 'AUL A' /- -1 34,420-14—__. 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 ANSUTPI 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: 2x4 KDDF H1aBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6780) 1494 1- 8=(-1092) 5202 8- 2=(-368) 1790 BC: 2x6 KDDF #1&BTR 2- 3=1-5376) 1234 8- 9=(-1082) 5152 2- 9=1-878) 232 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4386) 1034 9-10=( -846) 4246 9- 3=(-618) 2730 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( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=(-5134) 1102 11- 6=( -778) 3928 4-10=1-526) 2418 TC LATERAL SUPPORT G= 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=1-194) 702 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V 5-11=1-240) 98 - ADDL. BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1251/ 5638V -98/ 90H 5.50" 9.02 KDDF ( 625) 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 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. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _./r_ Join together 2 ply with 3"0.131 DIA GUN MAX LL DEFL = 0.030" @ 7'- 12.0" Allowed= 0.633" 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" 1 ,� 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" /\Jf/y\J1/` 9" oc in 1 row(s) throughout 2x4 webs. 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 T f Design conforms to maln windforce-resisting 3-03 2-09-11 1-05-10 2-09-11 3-03 system and components and cladding criteria. T f T 4 4 T 1212 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 ��M-6x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 7 Q8.50 load duration factor=l.6, 3 4 Truss designed for wind loads # 111r44406 in the plane of the truss only. M-3x5 M-3x5 07� M-5x10 AAIIIIISotbk I M-5x10 AdMEMMEIMMEMOMILMINEMMOMNIMMOMMOIMMIMMINb 11 o 1 - 8 m 9 10 11 -�6 o M-3x6 M-7x6 M-4x8 M-1.5x3 o Wedge regyired at heel(s) , , 11,374# 9 y y P R 0p, Y 3-01-04 2-07-09 2-03-03 2-05-13 3-01-04 y 13 07 ,1, .1'y „.. . NGINEL- /0 cc' 89782PE <"` rr`. JOB NAME: 17-D POLYGON - B3 WI Scale: 0.3452 (� WARNINGS: GENERAL NOTES, unless otherwise noted: '9,9. `OOREG©Ns,� V 24'9.rkT y Ab 1.Builder and erection contractor should be advised Mal General Notes I.This design A based only upon the parameters shown and is ler an Individual Truss: B3 and Warnings before consbucdon commences. building component.Applicability of design parameters end proper f `4 2.2s4 compression web bndng must be installed where shown.. Incorporation of component la the responsibility of the building designer. +v 3.Additional temporary bracing to Insure stability during construction 2 sign assumes the top and bottom chords to be leterolry braced et (y '�\ is the responsibility of the moor.Additional M bracing of T Dec... nd et 10'o.e.rsuch a.ey unless braced throughout their length by -A permane continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). DATE: 11/3/2015 the overall structure Is the responsiblly of the balding designer. 3.2<lisped bridging or lateral bracing required where alwwn•a 4.No load Mould be applied to any component until after all bracing end 4.Installation Maims b the responsibility of the respedNe contractor. l'� [� c .l!'l/�j.l) .4 c SEQ.: K 15 0 4 9 8 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In'norvwnesive environment, EXI I l 7 E 7: 1 Gf J i l O 1 V design bans be applied to any component and are ler"dry condition"of use. TRANS I D: LINK B.com T u•Ms no control over and assumes no responsibility or the 8.Design assumes Nit bearing et al supports Moven.Shim or wedge if pm ,pan ityaaary. November 3,2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is famished ambled to the limitations set forth by 8.Plates shell be bested on both faces of truss,end placed so their center TP VWTCA In SCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. 0.Digits indlste sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate deaign values see E5R-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 23-09-0B HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l3BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-3693) 1229 1- 8=( -946) 2872 8- 2=( -530) 1767 5-12=(-2577) 1018 2x6 KDDF #16BTR 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 #1&BTR 3- 4=(-5229) 1921 9-10=(-2154) 5980 3- 9=( -171) 902 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-5215) 1917 10-11=(-2154) 5980 9- 9=( -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)+DL( 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"OC. UON. TC SNIP LL( 73.9)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 11- 5=( -179) 908 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V . BC SNIP LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 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/ 2968V -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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Desi checked for net(-5 uplift at 29 Designpsf) oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM 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.8, MWFRS(Sir), 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 T T T 3-06-10 3-11-07 4-04-11 4-04-11 3-11-07 3-06-10 T (+118.801# T T '1 +1118.80# 1' 12 12 8.so 7 M-4x8 Q 8.50 M-4x8 M-3x8 M-3x8 M-3x8 2 3 9 5 T2 MOM Flfy a cr. M. 4.7 1`'� 8 9 D 11 12 7 0 IM-3x8 M-5x6 M-3x4 0.25M-3x4 M-5x6 M-3x8 r- o M-7x8(S) y 3-06-10 y 4-02-15 >L 4-01-03 y 4-01-03 y 4-02-15 )- 3-06-10 y / 0 PR Of'4.6N 1 23-09-08 y 64�?`�J �GItJ �rR /0 15, :9782PE "TC'. JOB NAME : 17-D POLYGON - Cl • .ii/ Scale: 0.2713 , WARNINGS: GENERAL NOTES, umsu otherveae noted: [ow I ` E�©N Truss: C 1 1.Builder and erection contractor should be advised of at General Notes 1.mis design is based only upon upon the parameters adorn and I.kr an Individual ' • and Wammgs before construction commences. building component.Applicability of design parameters and proper 4+/ ��([[```aa.� 2.244 compression web bracing mud be Installed where shown 4. incorporation of component Is the responsibility of the bidding bre destgner. .y V al r � � 3.AddXbnal temporary bracing to Insure stability during construction 2 Destgn assumes ms lop end bottom chords to be laterally braced al 7 �1 J Ie the responsibility of me eroaar.Additional permanent bracing of T o.a.and d 10 Dasa reapedNaty unless braced throughout their length by /a+ DATE: 11/2/2015 me overall structure is the responsibility of the building designer. Wminuou.sheathing or such es plywood mumma(re s armor dryvnp(Bc). "t jA.U t �}` b 4.in impact bion ridging or thehteral bracing reqlity uired the rehere shown+. i., SEQ.: K1504985 a.taNo roadsere dmlbe ele nlaany time should until loadeller all s hand 4.Design ufstrieare to be useoftheospective contractor. fasteners an complete and at no time any boas greater than 5.Design assumes trusses are k be used In a non-corrosive environment, TRANS ID: LINK design wads be applied to any component. and Sr.for"dry condition"of use. 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility forma S.Design assumes Nfl bearing at ail supports Mown.Shim or wedge N EXPIRES: fabrication.handling.shipment and Installation of components. 7.Design scomes adequate drainage is provided. November 3,2015 8.This design Is furnished subled to me limitations set forth by 8.Plates shall be located on bath facet of truss,and placed w their center TPWOTCA In SCSI.wpbs of whlch will be furnished upon request. fines cokdde with(olio canter linea. - uTrue Software 7.6.6 qL 9.Digits Indicate Wm of plats In Inches. MiTek USA Inc./Com p ( ).E 10.For beds connector plate design value.see ESR-1311,ESR-1988(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/Cil=1.00 TC: 2x6 KDDF 416BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1225) 477 8- 9=( -169) 220 8- 1=(-3059) 1079 11- 5=( 0) 916 2x9 KDDF B16BTR T1 2- 3=(-1041) 426 9-10=(-2150) 4969 1- 9=( -889) 2557 5-12=(-1882) 953 BC: 2x6 KDDF 1116BTR 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) 9- 5=(-6680) 2738 11-12=(-2737) 6917 9- 3=(-4490) 1973 6-13=(-4939) 2114 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.01= 69.0 PLF 0'- 0.0" TO 2'- 0.0" V 5- 6=(-4914) 2011 12-13=(-1826) 4249 3-10=( -270) 1325 13- 7=( -383) 281 2x9 KDDF @16BTR B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 0.0" TO 35'- 8.0" V 6- 7=) -60) 64 10- 4=(-1444) 769 2x4 KDDF STUD C BC UNIF LL( 0.0)+DL( 40.01= 90.0 PLF 0'- 0.0" TO 35'- 8.0" V 4-11=( 0) 240 TC LATERAL SUPPORT 24"OC. UON. TC CONC LL) 83.3)+DL( 23.3)= 106.7 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1193/ 2953V -124/ 138H 5.50" 4.72 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 8.0" -1253/ 3018V 0/ OH 5.50" 4.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 = 0.339" @ 18'- 6.3" Allowed = 1.738" a. 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: 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=1.6, Truss designed for wind loads in the plane of the truss only. 1-11-11 33-08-05 1-11-1,//1 15-08-05 18-00 1' 8-02 6-08-14 6-08-14 6X08-19 6-08-14 7-00=06 f fir 106.704 T T '' T T 12 8.50 p M-5x6(S) M-4x62 M-63 10 =M-6x6 DM-6x6 M-6x10 M-3x6 M-7x8 WI e W w VP {} -� 0 rn N B 1 \7 \/ / A+ A 1 A of 1 Ai Nco'< NC1PNFE°; /01'BxM93x4 M-31x4 0.25 M-4x6 M-6x8 Myxlo a-8x8(s) yl l 1 fL 1-06-06 8-06-14 8-05=02 8=05-02 8-08-10 y 4,` s' !OG(- „�� 35-08 '� JOB NAME : 17-D POLYGON - D1 scale: 0.1181 /� WARNINGS: GENERAL NOTES, unleuetherwlse noted: C, 4) 1.Builder and erection contractor should be advised 01.1 General Notes 1.This design is based only upon the parameters shown end Is for an Individual ad, 1j4 O RECON u �.. Truss: D 1 and Warnings before construction commences. building component Appllabllity of design parameters and proper -F� Q 2.2x4 compreaston web bradng must be Installed where shown+. 4;11.S- incorporation of component la the roaponstbplly of the bulWing designer. [�y`,,.: IG 3.Additional temporary bracing to insure stability during constmction 2 Design assumes the top and bottom darn to be NIe h braced at 'l�" J Is the rosponsthiAry of the erector.Additional t bracing of 2'oto.and at 1d a.respectively unless bread throughout Meir length by permanent continuous sheathing such as plywood slheething(TC)aa/or drywal(BC). P A 1 1 l ^�\ DATE: 11/2/2015 the overall structure h the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where sown++ u'�1{../L SEQ.: K 15 0 4 9 8 6 4.No load ahould be applied to any component until after all bracing end 5.4.Design ion of ones truss is the s eto wblme f.enosdroioec ntraccler nen, taseners are complete and at no time should any bads greater thane TRANS D. LINK design loads beappledtoany componen. B. and are for"dry on bearingf use. rawn.shimerw<e ed 5.CompuTms has no control over and assumes no responsibility ler the s0 assumes atsupportsg EXPIRES: 12/31/2016 fabriation,handling,shipment and instalationofcomponents. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their anter TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint anter lines. 9.Digits Indicate sin of plata in Inches. MiTek USA Inc./CompuTrus Soilvrare 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(Mink) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IC, 2x6 KDDF #lb BT R; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x4 KDDF #1EBTR Ti SPACED 29.0" O.C. 1- 2=( -620) 214 9-10=(-182) 201 9- 1=(-1551) 412 6-13=( -939) 300 BC: 2x6 KDDF #1&BTR 2- 3=( 0) 0 10-11=(-795) 2471 1-10=( -320) 1268 13- 7=( -73) 820 2- 9=( -517) 203 11-12=(-899) 3323 10- 2=( -17) 158 7-14=(-2967) 616 WEBS: 2x9 KDDF STAND; LOADING 9- 5=(-2739) 679 12-13=(-833) 3209 10- 9=(-2233) 580 14- 8=( -191) 106 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3335) 774 13-14=(-563) 2122 4-11=( -18) 669 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2459) 579 11- 5=( -730) 207 TC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -56) 63 5-12=( 0) 160 BC LATERAL SUPPORT <= 12"OC. UON. 12- 6=( 0) 272 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -236/ 1488V -129/ 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. w* For hanger specs. - See approved plans OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" MAX HORIZ. TL DEFL= 0.076" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22ft, 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. 3-11-11 31-08-05 4 1 4 3-11-11 13-08-05 18-00 1-08-02-03-09� 4-05-05 6-08-14 6-08-14 6-08-14 7-00-06 T 4 4 4 1' 1 '1 1 2-00 T T 12 8.50 3 M-4x6 M-3x8 M-3x4 M-5x6(5) M-3x4 M-3x8 M-1.5x3 /...+1-9X91. 4.r 4 6 6 7 8 f- B o t o N A A co o A o PM \ I m .B :mal r P /- 9*. 10 11 'f 12 13 *u14 M-1.5x3 M-3x4 0.25" M-3x4 M-3x8 # M-4x10 M-7x8(5) 1-(0 P c 1-06-6 8-06-14 y 8-05-02 y 8-05-02 y 8-08-10 C ' �G�NE�19 t�/° 35-08 4.47.:( 89782PE �c JOB NAME : 17-D POLYGON - D2 `• �,.� Scale: 0.1665 4 .,/' !� _„•.••• WARNINGS: GENERAL NOTES, unless othervasa noted ((''�� /'� Truss: D2 t.Builder and erection contractor Mould be advised of General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ay 17 RE G O N ry N. a" and Warnings before consboction commences. building component.Applicability of design parameters and proper `E„�y V `; 2.2x4 compression web booing must be Installed where Mown+, incorporation of component Is IM responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at q k'V '` v/; Is the responsibility of the erector,Additional permanent bracing of 2'o.c and at 10"o.c.respectively unless braced MrougMuttinklength by l �a DATE: 11/2/2015 the overeg structure la the responsibility of the buildkr designer. continuouseipactMggienng such as bradng to sheathing(TC)where sown•dryweA(BC) fY,a Q. S3.In Impact bridging or the lateral required where siwwn++ /"'f„� SEQ. : K 15 0 4 9 8 7 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss la responsibility of the respective contractor, fasteners are complete and al no time should any bads greeter than N.ledge assumes hisses are to be used Ina nontarrosNs environment, TRANS I D: LINK design bads be applied to any component. and ere for"dry condition"of use. 5.CumpuTrus has no control over end assumes no responsibility for the 6. egµaswmes Nit bearing at al supporta Mown.Shim or wedge if EXPIRES / 1 01 6 hbrlcatlon,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both/aces of truss,and placed so their anter November 3,2015 TPW,TCA In BCSI,copies of which will be furnished upon request. linea coincide win pint canter linea. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9,Digits indicate she of pieta In inches. 10.For basic connector piste design values see EBR•131 t,ESR-1086(MuTek) 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=(-1348) 352 8- 9=(-134) 180 8- 1=(-1451) 391 5-11=(-135) 758 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1051) 367 9-10=(-294) 1803 1- 9=( -216) 1150 11- 6=(-218) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1921) 541 10-11=(-325) 1919 9- 2=( -2) 421 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2146) 526 10- 4=( -59) 157 TOTAL LOAD = 42.0 PSF 4-11=( -647) 200 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 LIVE LOAD AT LOCATION(S) 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 PSF. `" For hanger specs. - See approved plans 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= 1.738" 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 wrndforce-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=l.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 19-08-10 9-11-11 T T T 5-11-11 6-06-02 6-08-05 6-08-05 4-08-08 5-01-01 T T T T T T 1' 12 ''':::18.5o 12 M-5x6(S) 8.50 p M-4x6 M-4x6 Q 8.50 M-3x4 0.25" 3 ). MM M-1.5x3 M-3x5 }. } • I N inI O y NT kMa 10 Ya 11 **7 o f 8 **M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 i �cO PROr M-5x8(S) y 4 4% G'�E. ?" 5-07-12 10-02-04 10-02-04 9-07-12 \ y y 35-08 :9782PE f JOB NAME : 17-D POLYGON - D3AA, ./ Scale: 0.1821 r r�r S WARNINGS: GENERAL NOTES, unless otherwise noted V (tp /:�/ 1�1 1.Builder end erection contractor should be advised of all Genera)Notes I.This design is based only upon the parameters shown end Is for an Mdivlduel ()F7 GOf I 1;. Truss: D3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2s4 compreplon web bndng must be Metalled where strewn o. incorporation of component is the responsibility of the building designer. '7 qm y:1 b 3.Additional temporary bracing to insure stability during constructbn 2.Design assumes the lop and bottom drake to bs lalenity braced et y Is me respnnlbllty of the erector.Additional permanent bracing f 7 nlin and et ee 0 n rsuch cc ply anises braced(7C)anthroughout their oll(B). S o 7 c.c.and si10'o.cq such ti ptywnle s braced and/or drywength b, Pl.qti;\ DATE: 11/2/2015 the overall structure lame responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown" S E K 15 0 4 9 8 8 4.No bed should be applied to any component until after all bndng end 4.Installation mtriot Isthe are to responsibility e uwd In a resile Neve moor. 4• astenanare complete and at no time should any loads greater then and ere for^dry condition'.of use. TRANS I D: LINK design Mads be applied to any component. 8.Design assumes NA bearing at all supports shown.Shim or wedge If E CampuTrua has no control over and assumes no responsibility for the ,,,ry. EXP I R ES: 12/31/2016 31. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is hantehed sub)ed to the limitations eel forth by e.Plates shall be located on both faces of truss,end placed so their center TP WOTCA In BCSI,copies of which will be furnished upon request. O.lines coincide with size of placenter minches. Digitsindicate hes. MITek USA Inn./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,EOR-1888(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 M168TR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 435 10-11=(-134) 181 10- 1=(-1451) 468 BC: 2x9 KDDF 916BTR SPACED 29.0" O.C. 2- 3=( 0) 0 11-12=(-385) 1809 1-11=1 -286) 1149 WEBS: 2x9 KDDF STAND 2- 4=1-1061) 423 12-13=(-429) 1914 11- 2=1 0) 430 LOADING 4- 5=(-1926) 629 13- 9=(-440) 1628 11- 4=(-1075) 328 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1528) 539 4-12=1 0) 425 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=1 0) 0 12- 5=1 -59) 157 TOTAL LOAD = 42.0 PSF 7- 8=(-1926) 602 5-13=( -655) 209 8- 9=(-2146) 626 7-13=1 -136) 752 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 13- 8=( -210) 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED ------ - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX SORE BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -266/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) 0* For hanger specs. - See approved plans 35'- 8.0" -261/ 1511V 0/ OH 5.50" 2.42 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 = -0.093" @ 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=l.6, 7-11-11 15-08-10 11-11-11 Truss designed for wind loads f 1' T ,' 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 ,r T T T T T T T 6-00 10-00 4 4 3 6 4 4 12 M-4x6 M-5x612 e.so 2 M-3x9 0.2Q 8.50 ot 9 ,k 5 ...e \\ ,,,/1* 1.5X M + •f- r 8` efts I 10** 11 13 M-1.5x3 M-3x8 0.25"2 M-3x8 M-3x5 *� M-5x8(5) o �,i 0 P 13 Fe b l 1 1 1 e3 `GINS' s y 5-07-12 10-02-04 10-02-04 9-07-12 N ` ,� �Z . ,L• k� 35 08 89782PE �r JOB NAME : 17-D POLYGON - D4 • • Scale: 0.1696 .?/ _ 1. il05: G.This design uNeupontheparee noted:t (17 43 OREGON I.BuilderItand.beret contractor Mould be etivlaed ea General Notes 1.This design Ia tient.only upon the parameters shown and is for an IntlNldust •elf ^s'1/4 Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2 2e4 campreealen web bradng must be Installed where Moven*. Incorporation of component is the reeponaiblllty of the building designer. 9,r+6/ 4/9 3 Additional temporary bracing to Insure stability during conetructlon 2 Design assumes the top and bottom chords to be latently braced al 7 Is the reaponstblNty dila eraser.Additional permanent bracing of Z c.c.and at 17 o a reapectNely unless brewed throughout their length by UL DATE: 11/2/2015 the overall structure b the reeponeibility of the buildingde continuous sheathing such as acing re uir a where shown angor drywaN(BC). x'A U M.. signer. a. Imp.a bddpirc or leterel ersdng ty aft s whereI,s ee++ SEQ.: K 15 0 4 9 8 9 4.No load should be applied to any component until after an broang and 4.Installation of truss Is the responsibility of the respealve contractor. fasteners are complete and at no Urns should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied W any component. end are for"dry dondtion"of use. " 5.CompuTrue has no control over and assumes no reeponeibllgy for the S.Destgn aswmsa NN beating at al supports shown.Shim or wedge g necessary. EXPIRES: 2/ 01 6 fabrication,handling,shipment end Installation of camponente. '.Design assumes adequate drainage is provided. November 3,2015 6.This design 1a furnished subject to the limitations set forth by 9.Plates shell be plated on both faces of buss,and placed so their center TP6W1 CA m BCSt.coplee of which will be furnished upon request. Imes coincide with joint center lines. uTrus Software 7,6.6 1L 9.Digits Indicate alae of plate In Inches. MiTek USA,Inc./Cam P ( )-E 10.For basic connector plate design values see ESR-1311,ESR-1606(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 #160TR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 467 1- 8=(-289) 1680 8- 2=( 0) 281 6-11=(0) 281 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=1-1672) 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=1-288) 1619 9- 4=(-219) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1672) 490 11- 7=(-287) 1621 4-10=(-218) 107 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2140) 467 5-10=(-153) 613 TOTAL LOAD = 42.0 PSF 10- 6=1-470) 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 PSF LIMITED STORAGE 0'- 0.0" -214/ 1498V -236/ 236H 5.50" 2.40 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- B.O. -214/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 00 For hanger specs. - See approved plans 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 = -0.077" @ 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 n 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 6-08-14 3-10-05 4-00-08 6-06-12 7-02-13I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1' 1' 1' 1 1' T 1' Truss designed for wind loads 12 12 in the plane of the truss only. 8.5o 7 M-4x6 M-3x4 M-4x6 3 8.50 M-3x9 M-3x4 2 t: t X. {- rn on o 0 I i 6 wr i.0 ren $ I o 1 ' 8 9 10 11 •*7 0 I M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 1 0 0 M-3x5(5) y 7-01-01 y 6-06-12 k 8-04-07 y 6-06-12 y 7-01-01 y tL �0 PR.OFtt-6, y15-08 y 20-00 y �c2;•" , �3GINE if? 35-08 17 :9782PE JOB NAME : 17-D POLYGON - D5 Scale, 0.1750 WARNINGS: GENERAL NOTES, tides otherwise noted: O" OREGON c/^�/'y A' �() 1.Builder and erection oontrador should be advised of at General Notes 1,This design A based only upon the parameters Moven end C for an individual -V.OREGON (') �. Truss: D5 and Warnings before construction commences. building component.Applkabi By of design perimeter.and proper I V Z 2.254 compression web bracing must be heisted where shorn s. Incorporation of component Is the responsibility of me building designer. eT �Aln V. A'S 3.Additional temporary bracingtoInure.tabsty during consirutlon 2.Design assumes the tap and bottom chords to be laterally braced a1 Is the respensibltty of the erector.Additional permanent bracing of continuo sheathing such as eplywood sir elhing(TC )and/or drywel Bthroughout their length). PAUL+1 1 DATE: 11/2/2015 the overall structure A the responsibility of the building designer. 3.2t Impact bridging or lateral braang required where shown s o �'{U"" SEQ.: K 15 0 4 9 9 0 4.No bed should be applied to any component until seer all bracing and 4.o.tee�..wtrims i s h thh...eio sibSrybe used tt.eoo respective contractor.r fasteners are complete and at no time should any loads greater man and arse for"drycotisses of use. TRANS ID: LINK design loads be applied to any component. G Design assumes WN bearing at aII supports drown.Shim or wedges 5.CornpuTn,s hes no control over and assumes no reaponsibNity for then.aa.ry. EXPIRES: 12/31/2016. fabrication,handlkg,shipment and lnete8elion of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished subject to me limitations set forth by 8.Plates shell be baled on both faces of truss,and placed so their anter TPWOTCA In SCSI.copies of which will be furnished upon request. lines coincide with pm center lines. 9.Digits indicate she of plats In Inches. MITek USA,Ino./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values as ESR-7311.ESR-1988(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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 578 1-10=(-382) 1687 10- 2=( 0) 281 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-1672) 604 10-11=(-383) 1685 2-11=(-469) 229 WEBS: 2x4 KDDF STAND 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( 25.0)+DL( 7.0) 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 PIF 7- 8=(-1672) 604 12- 8=(-469) 229 8- 9=(-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 CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIVE LOAD 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) Iv 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 = -0.077" @ 17'- 10.0" Allowed = 1.737" 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" 15-11-11 3-08-10 15-11-11 Design conforms to main windforce-resisting / 1' 1 I system and components and cladding criteria. AJ / 7-02-13 6-06-12 2-02-0B-10-0510-05-02-03 6-06-12 7-02-13 j' '' 1 1 f "I . Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14-00 14-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=l.6, 1' f 4 6 Truss designed for wind loads 12 M-9x6 7M-4X6 12 in the plane of the truss only. 8.50 17 3 M-3x4 8,50 5 M-3x4 M-3x4 2 8 es oo o o -IS r. czi w. S -r(cI 0 1 cow 10 11 12 13 w.9 I M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 �i 0 0 M-3x5(8) l 7-01-01 y 6-06-12 1 8-04-07 y 6-06-12 l 7-01-01 y 4 � P R pF�s y 15-08 l 20-00 l c ' c.5. 19. �GINE '{n,., l w pry 35-08 :973GPE -.-- JOB NAME : 17-D POLYGON - D6 • . Scale: 0.1625 v ' XIIIWARNINGS: GENERAL NOTES, unless othercdssnoted: R GIC7N '-- Truss: D 6 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and le for an Individual i (�'-- and Wamings before construction commences. building component Applicability of design parametere and proper 4//, (�- 4"' 2.2x4 compresdon web bredng mutat be Installed where shown 5. Incorporation of component k the responsibility of me bulWing designer. (/ V 3.Additional temporary bracing to Insure stability during consfrualon 2.Design assumes the top and bottom chorda to be Nteraly braced at 11 4 �k Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19 o.o,respedsely unless braced throughout their length by 7[{' DATE: 11/2/2015 the overall structure is the r. continuous sheathing Ruch as plywood sheathing(TC)anNor drywaq(80). ` �'/i 1 +` �\ .ponstbnny of building designer. 3.a,Impact bridging or lateral bracing required where shown,w A V L SEQ. : K 15 0 4 9 91 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Inc non.eorrosNe environment, TRANS ID: LINK design leads be applied to any component. and are ret dry condition eta... 6.ComWTrva has no control over end assumes no responsibility for the 6.Design assumes NI bearing at a8 supports shown.Shim or wedge If fabdmton,handling,shipment and rogation of components. Ce°naassumes adeden drainage la trussded., November 3,2015 B.This design is Nmlanea:fabled to the limitations set forth by B.Plates shall be located on both races onmas,and ptoses w rusk center TPI.MTCA in SCSI,copies of which will be furnished upon request. lino coincide vMh(°let center lines. 0.Digits indicate We of plate In Inch.. MITek USA,Inc./CampuTrus Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR4e80(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/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2118) 465 1- 9=(-279) 1812 2- 9=(-254) 229 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1909) 500 9-10=(-172) 1516 9- 3=( -71) 499 WEBS: 2x4 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) 479 10- 5=(-654) 289 BC.LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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 hanger - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 PSF. 35'- 8.0" -282/ 1616V 0/ OH 5.50" 2.58 KDDF ( 625) 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 = -0.086" @ 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 = 0.044" @ 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 T ' 1' 1 1' 1' 1' system and components and cladding criteria. 12 12 M-4x6 8.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,e-,( Truss designed for wind loads st\ in the plane of the truss only. M-5x6(5) M-5x6(S) 0.25" 0.25" M-1.5x3 111/Al\ AllOpp.M-1.5x3 rn rn 0 0 d ^ "\ I1* M-3x5 M-3x4 0.25" M-3x4 M-3x5 Io fG o R()Fe M-5x8(S) F"M-5x8(S) .� S : 9-01-05 8-08-11 8-08-11 9-01-05 ' '7 y y y17 35-08 1-00 m9732PE r° JOB NAME : 17-D POLYGON - D7 -"wer Scale: 0.1557 - WARNINGS: GENERAL NOTES, udesa othervAse noted Cot OREGON J^��/+a �lir. 1.Builder and erection conbader should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual "s" _OREGON © ,. Truss: D7 and Warnings before construction commences. building component Applicability of design peremeters and proper -/// 2.2a4 compression web tenting must be Installed where shown+. Incorporation of component la me responsibility of the building designer. '4i `„ ,y 1� V 3.Additional temporary bracing to insure stability during construction 2.Design sesamese s.top end bottom chests to be laterally braced et -e �! '1 J _4 y Is the responsibility of the erector.Additional permanent bracing of conn u and sh athingrsuch as ep ywunless od s braced nN drywal(r BE) /1 V` DATE: 11/2/2015 the overall structure la the responslbEty erne building designer. 3.2a Impact brldging or lateral tenting required where shown++ ^�.0 LS E K 15 0 4 9 9 2 4.No bad should be applied to any component anti ager all bradng and 4.Instadadon of trust Is the reeponsibtidy of me respective contractor. P 4• fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in it non-corrosive environment. design loads be applied to any component. and are for^dry condition'of use. �/ c q/'{(t].A),+�/�.4 TRANS ID: LINK 5.Compurma has no control over and assumes no responsibility for the 6.Design ayasumes NA beating at al supporta Mown.Shim or wedge If EXPIRES: IG/47 l/GV t fabrication,handling,shipment and installation ofcompenenta. 7.mummy. ealgn cumin adequate drainage is provided. tel 3,2015 6.This design h furnished cabled to the limitations set forth by 6.Plates shall be boated on both faces of truss,and placed so their center TPIWTCA In SCSI,copies of which veil be furnished upon request. lines coincide with Joint center line. 9.Digits indicate size of piste In Inches. MITek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1968(MuTek) 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 gl6BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=1-251) 1809 3-10=(-251) 206 BC: 2x9 KDDF @1SBTR SPACED 24.0" O.C. WEBS: 2x4 RODE STAND 2- 3=(-2116) 445 10-11=(-171) 1513 10- 4=( -51) 493 3- 4=(-1902) 479 11-12=(-171) 1385 4-11=(-659) 289 LOADING 4- 5=(-1379) 466 12- 8=(-263) 1599 11- 5=(-353) 1188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1374) 466 11- 6=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1903) 479 6-12=1 -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=1-2116) 495 12- 7=(-251) 206 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 65 LL = 25 PIE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD 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" -281/ 1612V -329/ 329H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -281/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) Iv 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" f ' MAX TL CREEP DEFL = -0.003" @ 36'- B.0" Allowed = 0.133" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 T '� '� '� .r ,/ ,r MAX HORIZ. LL DEFL = 0.093" @ 35'- 2.5" 12 MAX HORI 2. TL DEFL = 0.069" @ 35'- 2.5" 8.50 p M-4x6 12 . 8.50 54 " Design conforms to main windforce-resisting :f` system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Al••••••••••" ( l Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-5x6(S) M-5x6(S) load duration factor=1.6, Truss designed for wind loads 0.25" 0 2s" in the plane of the truss only. 4 Vie` :♦ M-1.5x31(kk A M-1.5x3 3 o, mo ((� l Yc 1 I 12 o M-3x5 M-3x9 10.25" M-3x9 M-3x5 .o 0 M-5x8(S) 4 4 p R .„ l l lc. l y 9-01-05 8-08-11 8-08-11 b 9-01-05 1y-00 l c., ' tJGINEr� ;,b1-00 35-08 C ® 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 #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=1 0) 250 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1875) 645 16-18=(-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 POE 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=( -34) 300 8-10=(-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 10-11=(-1770) 616 18- 8=(-123) 124 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- B=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM 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) M-1.504 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 "oc spacing. 15-11-11 '''' 3-08-10 15-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-09 9-06-09. 9-06-09 1-07-12 9-08-03 3-00-072-02-03 5-06-12 6-02-13 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed= 1.737" f f I 'I 'I 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" T f f f MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed= 0.133" 12 M-9x6+ M-3x8 M-9x6+ 12 MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" ► 8.50 8.50 17 M-3x9 ,-a��r.. MAX HORIZ. TL DEFL= 0.110" @ 35'- 2.5" M-9x6 ,410 I`M-9x6 Design conforms to main windforce-resisting 5 5 o system and components and cladding criteria. M-5x6(5) M-5X6(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), 0.25" load duration factor=1.6, 4 0.25" Truss designed for wind loads 0. 1 in the plane of the truss only. 44 M-3x9 3 0, M-3x6 �I�. 111F41111^ -,(o -e 15 18 "��inin 3-I'a 1 M-3x9 M-3x8 0 17 19 o u "� o M-5x6 o M-1.5x3 M-5x6 0.253' M-1.5x3 M-3x5 1 0 0 WEDGE WITH 2)M-1.5x3 TYPICAL M-5X8 {{y'�j'� d 3.75 M-5X8(5) �,cO rn°FP„A 12 CC JV ) ) ) . ) ) . ) ) �NGINEe- , /per 2-05-08 4-06-04 9-08 1-11-09 9-11-02 5-06-02 5-06-12 6-01-01 l l 1 09-05-08 10-11-12 y 22-02-12 y 00 :9782P E l y 1-00 35-08 1-00 JOB NAME : 17-D POLYGON - D9 Scale: 0.1494 Wir 40 R-/ WARNINGS: GENERAL NOTES, unless othelwlss noted �=v,, OREGONN. if'M, R 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end Is for an Individual (/ Pry Ab V�ix" Truss: D9 and Warnings before construction commences building component.Applicability of design parameters and proper _,4,C'.' \ 2.204 compression web bracing must be installed where shown e. Incorporation of component is the responsibility of me building designer, �} 3.Additional temporary bracing to insure stability during construction 2.Design sesames the tap and bottom chords to be toughy t t braced at • p/(.UL T o.c.and at 10 o.c.respectively unless braced throughout their length by ��"""'{{ L. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywvod aheatMrg(TC)and/or drywnll(BC). DATE: 11/3/2015 the overall structure is the responsiblity of the building designer. 3.24 Impact bridging or lateral bracing required where shown.o • SEQ.: K 15 0 4 9 9 4 4.No load should be applied to any component until after all bradng end 4.Installation of truss is the responsibility of the respective contractor. p 12/31/2016!�fj !�/�4 fasteners are complete and at no time Mould any loads greater then 5.Design assumes trusses are to be used In.non-corrosive environment, E P TIES: 1 GI J 1/G V I design lads be applied to any component. and are assumor Wyes NI b a bearing of use. TRANS I D: LINK 5.CompuTrua hes no control over and assumes no responsibility for the 6.recesssign aswmes Nl bearing al all supports shown.Shim or wedge if November 3,2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 6.This design Is furnished tubed to the limitation set forth by S.Plates shall be billed on both faces of truss,and placed so their center TP1MITCA in SCSI,copies of which v411 be furnished upon request. lines coincide with pint center lines. 9.Digits indicate sire of plats in inches. MITek USA,I0R./CompuTIUS Software 7.6.6(1L(-Z 10.For besic connector plate design values see ESR-1311,ESR-1988(Malik) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 941R/DDF/Cq=1,00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 19- 3=(-145) 832 20-11=(-368) 173 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3257) 819 19-15=(-542) 2321 3-15=(-592) 170 11-21=) 0) 250 WEBS; 2x9 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 4=( 0) 292 LOADING 9- 5=(-1875) 695 16-18=(-314) 1567 9-16=(-466) 179 TC LATERAL SUPPORT 0= 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"00. UON. DL ON BOTTOM CHORD = 10.0 PIP 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 92.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 8-10=(-1351) 559 21-12=(-398) 1636 17-18=( 0) 80 NOTE: 2x9 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 CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-215B) 583 19- 8=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM 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" -396/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-06-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 13_11_11 7-08-10 13-11-11 ,r MAX LL DEFL= -0.102" @ 13'- 7.0" Allowed = 1.737" T '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" T ' f 1' 'H' T T T 1' f 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' 1' MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 12 M-3:94 y 12 8.50 M-9x6M-9x6 Q 8.50 S 6 M_8x8 Design conforms to main windforce-resisting M-5x6(S) !% .1, system and components and cladding criteria. M-5x6(5) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 0.25" i7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 40.25" Truss designed for wind loads } + 1 in the plane of the truss only. +I M-3x9 \\,.., / 3 crl M-3x6 o c � 1 14 15 't18 -- -,f M-5x6 M-3x9 M-3x8 0 ti 17 19 ^a 21 `-N3 0 ,114-1.5x3 M-5x6 0.25' M-1.5x3 M-3x5 I 0 M-5x8 d 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8(5) � � P Ft 0�'FS 12 J. 2-05-0 y 4-06-04 1 4-08 1-11-y 4-11-02 l 5-06-02 1 5-06-12 l 6-01-01 y y �. " NGINEe,, s/0 1-oy os-08 10-11-12 22-oz-12 1-00 :9782pE -7yC 1-00 35-08 1-00 JOB NAME: 17-D POLYGON - D10 . / Scale: 0.1994 .y OREGON (�' WARNINGS: GENERAL NOTES, unless otherwise noted :. 7 l-1 4r��.J'V Off' Truss: D 10 1.Builder and erection contractor should be advised of all General Notes 1.This design IS based only upon me parameters shown and N for an individual '2 (r4,4Y A 6 and Warning.before construction commences. building componentApplicability of design parameters and proper ,,,Cis 2.2.4 compression web bradng must be insialled where shown«. Incorporation of component M the rospoesibANy Who building designer. -4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at PAUL ©'�V is the responsibility or the erector.Additional permanent bracing of Y o,c,end et 1 g c.c.rsosh a.sty unless braced throughout their length by L ` DATE: 11/3/2015 continuous sheathing such ae plywood sheathing(TC)anmor drywaA(BC). the overall structure is the responsibiley of ms building designer. 3.2.Impact bridging or lateral bracing required where Moven«« SEQ. : K 15 0 4 9 9 5 4.No load should be applied to any component until after all brodng and 4.Installation of hors Is the reaponelbgby of the respective contractor. fasteners are complete and al no time ahould any loads greater than S.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design load.be app8odte any sOrnpofleH. and are for"dry condition"of use. EXPIRES: 12/31/2016 6.Camper.has no control over and assumes no reapenalblllt forme 8.Design aawmes fug bearing at all supports sham.Shim or wedge g November 3,2015 fabrication,handling,shipment necessary.and InW gatlen of components. 7.Design assumes adequate drainage Is pravlded. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be batted on both faces of buss,and placed so their center TPUWfCA In SCSI,copies of which w9l be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 E E 9.Digits indicate sloe of plate In Inches. 1 P ( )' 10.For bask connector plate design values see ESR-1311,ESR-1988(Wok) 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: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 27-03-00 1- 2=( 0) 63 2-11=1-3114) 11919 11- 3=( -2208) 8499 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=1-13560) 3636 8-17=1-11658) 3186 BC: 2x6 DF 2400£ 3- 4=1-11919) 3177 12-13=1-8292) 31152 4-12=1 -2091) 8505 17- 9=1 -2430) 9459 WEBS: 2x4 KDDF k1SBTR; LOADING 4- 5=(-23553) 6273 13-14=1-9111) 34176 12- 5=1 -8874) 2427 204 KDDF STAND A LL= 25 PIE Ground Snow (Pg) 5- 6=1-31737) 8487 14-15=(-9111) 34176 5-13=1 -969) 4269 TC UNIP LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 9.0"6f 7=1-31515) 8442 15-16=1-8244) 30921 13- 6=( -2823) 792 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 71.9)+DL( 20.1)= 92.0 PLF 3'- 9.0" TO 23'- 6.0"7'i 8=)-23190) 6201 16-17=(-5895) 22200 14- 6=( -522) 2604 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 6.0" TO 27'- 3.0"8V 9=1-13191) 3492 17-10=1-3432) 13191 6-15=1 -3069) 843 BC UNI£ LL( 0.0)+DL( 28.8)= 28.8 PLF 0'- 0.0" TO 27'- 3.0"9V10=(-16542) 4332 15- 7=1 -984) 4347 BC UNI£ 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( 24.1)= 110.0 LBS @ 3'- 9.0" BEARING MAX VERT MAX HORZ BEG 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/ 590 5.50" 13.94 DF ( 670) OVERHANGS: 12.0" 0.0" 27'- 3.0" -2915/ 11346V 0/ OH 5.50" 16.93 OF ( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I Join together 3 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '',1'/ 9" oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL= -0.000" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top ohords, 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: 140 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-1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 20-01-02 3-06-15 4 f '1 1' 3-03-06 2-06-14 3-09-12 3-11-08 3-11-08 3-09-12 2-06-143-03-06 T 1+110# T f ' ' ' i1,,1!l0# ' 12 12 M-7x8(S) Q8.50 8.50 M-5x10M-5x8 M-3x8 0.25"M-3x10 M-5x8 M-5x10 3, • 4 5 6 ,,t, 7 8 ,JSP '1'2 - 13 11 /` M-5x10 M-5x10 / + �. " _ A . rn }y-- m J'- /-' car ', 9 - 7` - -I I 11 yy22 11 l 1b L {y o M LDx8 M-bx8 M-9z6 M-Jx6 0.25"15 M-bx8 M-bx6 10 0 c\O PPOpp y , 52953# ** , y MSHS 9y 18(S) l 1 l , , ' �. . 3-03-06 2-10-06 3-09-12 3-08 3-08 3-09-12 2-10-06 3-03-06 , J' yy 897 8 2 P E f 1-00 27-03 •v • • JOB NAME: 17-D POLYGON - El _. -" Scale: 0.1584 (� WARNINGS: GENERAL NOTES, uHeno therwdsenoted. si OOREG©Nr9 0,,T 1.SuHder and erection cootredor should be advised of el General Notes 1.This design b based only upon the parametersshown and Is for en lndlldual �� i V Truss• El and Warnings before conabuctIon commences. building component.Applicability of design parameters and proper } 4 • 2.2x4 compression web bracing must be Installed where shown+ incorporation al component Is the responsibility al the building deelgner, 3.Additional temporary bracing to Insure stability during construction Z Design assumes the lop and bottom chorda to be laterally braced at /� 1 Is the reeponsibltl !the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout their length by PA U x� � ty o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bredng required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1504996 fasteners are complete and at no time should any loads greater than 5.Design enamel trusses are to be andInanon-corroaeenvironmeM. EXPIRES: 1`�/ 1}Z 016 TRANS I D: LINK design bads be applied to any component. ensign ewmesosndlen'e use.supports wedge 5.CompuTrushas nocontrol over and assumes noresponsibility for the S Dnssicesaary Nlbearin 1 Mw riseMwn.Shimorwed l November 3,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is famished cabled to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed no their center TPIIWTCA in SCSI,copies olwhich will be furnished upon request. lines coincide with faint center lines. 0.Digits Indicate Axe of plate in intoes. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(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 #LSBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=1-527) 2545 11- 3=(-125) 823 16- 7=( -72) 139 BC: 2x9 KDDF #ISBTR SPACED 24.0" 0.C. 2- 3=(-3258) 693 11-12=1-980) 2296 3-12=1-538) 174 7-17=(-929) 113 WEBS: 2x4 KDDE STAND 3- 4=(-2268) 523 12-13=1-314) 1786 12- 9=1 0) 292 8-17=(-153) 653 LOADING 4- 5=1-1876) 526 13-15=1-200) 1568 4-13=(-465) 199 17- 9=(-376) 192 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1459) 484 14-16=( -7) 50 13- 5=1-234) 862 9-18=1 0) 250 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1568) 511 16-17=1-205) 1564 13- 6=(-492) 169 TOTAL LOAD= 42.0 PSF 7- 8=(-1352) 466 17-18=(-306) 1638 6-15=1 -23) 286 ---- 8- 9=1-1772) 504 18-10=(-304) 1640 14-15=1 0) 80 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2160) 976 15-16=1-199) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=1-106) 98 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(SI SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -270/ 1616V -207/ 219H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -229/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) ,, " For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 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 ' T T Design conforms to marwindforce-resisting 2-09 4-06-04 4-08-07 1-05-09 5-02-10 5-02-10 5-06-12 6-02-13 / system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 M-4x6 M-4x6 (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), 5 M-3x4 M-3x8 Q 8.50 load duration factor=1.6, 6 7 \ Truss designed for wind loads M-5x6(S) '" in the plane of the truss only. M-Sx6(S) 0.25" 4 0.25„ I + • ) +f + s M-3x9 3 ( M-3x6 .. o Da ch o c �11 12 1 �15 II- 1 ^n -g M-5x6 M-3x9 M-3x80 19 16 17 18 **10 0 I o M-1.5x3 M-5x6 0.25" M-1.5x3 M-3x5 ., 3.75 M-5x8 M-5x8(5) o 12 WEDGE WITH 2)M-1.5x3 TYPICAL 1'y(] ,, J' l ; l l l l •I' '1''Sr R p �61s y y-05-08y 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 J' ~C ENGIN SCR if 1 0)-05-08 10-11-12 22-02-12 y �� '�` 1-00 35-08 89782PE r JOB NAME : 17-D POLYGON - D11 • --., Scale: 0.1689 c.,, [� (�/y„I 4 WARNINGS: GENERAL NOTES, unless othervdss noted 7 OR E`.n OIM (.� 1 Builder and erection contractor should be advised o!all Omani Notes I.This design b based only upon the parameters shown and Is Mr an individual V Truss: D11 ��( Q�Y �� tf� and Warnings before construction commences. building component.Applicability of design parameters and proper 'T v 2.2x4 compression web bradng must be Installed where shown« Incorporation of component M the responsibility oldie building designer, (,,.. 1 3.Additional temporary bracing to Insure stability during conshudion 2.Design assumes the top and boham chords to be laterally braces at • PA UL 9N le the reapse b y of the ardor.Additional permanent bating of 2 o.c.and al 10'a.0.respectively unless brand throughout Meir length by i a DATE: 11/3/2015 the overall structure is the responsibility of the building designer. continuous sheathingen such l bs ock9 requiredplywood shoe where shown andlor drywaA(8C>. ^ IY 4.2s tmpti 0110 g I thlaere p nsib diwhpe col. SEQ.: K 15 0 4 9 9 7 4.No Iced should be applied to any component until after all bracing and 4.Installation of truss Is IM responsibility oldie respective contractor. �/{']{{� ry I] !� {�s fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be aced in a nenm^eeWe environment EXPIRES:11-1 5. �GI J�I LO I V TRANS ID: LINK design loads be applied toany component. and are for'dry condition.'of use. 5.Campalra nes no control over and assumes no responsibility far the 8,Design assumes Ng bearing at al support shown.Shim or wedge I! fabrication,handling.shipment and installation of components. Design ry' November 3,2015 6.This design Is furnished subject to Na limitations tlons set forth by 5.Design assumes adequate drainage Is prodded. 8.Plates shag be bated on both fans of truss,and placed so their canter TPLMTCA In SCSI,copies of which will be Nmlshed upon request. lines coMdde with joint center Imes. MiTek USA Inc./Com uTrus Software 1 L 7.6.6 9.Diggs Indicate sire of plate In Inches. P ( t o.For basic connector plate design valva an.ESR-7377,ESR-1988(Mlrek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-13=(-732) 2598 13- 3=(-185) 839 10-19=(-196) 833 BC: 2x4 KDDF I81&BTR SPACED 24.0" O.C. 2- 3=(-3318) 955 13-14=(-667) 2345 3-19=(-592) 278 19-11=(-117) 139 WEBS: 2x4 KDDF STAND; 3- 4=(-2258) 678 14-16=(-610) 2522 19- 9=(-166) 911 204 KDDF 414BTR A LOADING 9- 5=( 0) 0 15-17=( -29) 118 19- 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 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2514) 817 18-19=1-520) 2121 15-16=( 0) 82 BC LATERAL SUPPORT G= 12"OC. UON. TOTAL LOAD = 92.0 PIF 7- 8=(-2190) 716 19-12=(-955) 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 NOTE:2x4 BRACING AT 29"OC UON. FOR 10-11=(-1981) 625 7-18=(-360) 64 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2127) 640 18- 8=( -6) 345 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-873) 269 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG 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 "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= -0.196" @ 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 windforoe-resisting T T 1' 1' system and components and cladding criteria. 2-09 5-00-08 2-02-03 3-05-09 5-03 4-09-12 2-02-03-02-03 3-10-04 3-11-05 1 f .1' f 1 'f . 1' 1' 1' Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 load duration factor=1.6, ''r 5 9 Truss designed for wind loads 12 M-5x8(6) M-9X6 12 in the plane of the truss only. B.sa p 9 M-9x6 M-3x9 6 7 0,7 M-3x9 g Q 8.50 M-1.5x3 M-3x5p 3 \\\:\ M-3x6 , o> A --(o� 13 19 r 16 =- -7 -YaI M-3x8 0 15 17 18 19 **12 0 oI M-5x6 o M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 to a3 75 M-5x8 M-5x6(5) 12 WEDGE WITH 2)M-1.5x3 TYPICAL 0) PROF l l y l 1 l C , 2-05-08 5-02-04 5-11-04 4-11-08 4-08 4-09-12 7-07-12 etJGINF rp y y )' y ; - t 1 4'/0y-05-08 10-11-12 22-02-12 y 89782PE "'7C,,,, 1-00 35-08 JOB NAME : 17-D POLYGON - D12 Scale: 0.1689 WARNINGS: GENERAL NOTES, unless otherwise noted. ! ."74,OREGON( - ` I.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters showend Is for en Individual „� 60'-4 R Y V Q, Truss: D12 and W.mings before comtruction commence, building component.Applicable),of design paremelera and proper _+ 2.2x4 compression web bracing must be Inkalbd whet.shown e. incorporation of component isap the reontblily of the building designer. V 3.Additional temporary bracing to Insure eteblllly during construction 2.Design assumes the top and bottom chorda to be i teraly braced al r f' �e U t L 2 o.c.and al 10 sc.reapedNaly unless braced throughout their length by !'"f'� '{ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where show+ 4.No load should be applied to any component red after.8 bracing and 4.Installation ochres is the responsibility of the respective contractor. SEQ.,: K 15 0 4 9 9 8 fasteners are complete and et no time should any wads greater than 5.Design assumes trusses are to be used In a non-oormwe environment, EXPIRES: 12/31/2016 l{ t� !�/ {�! design beds be applied to any component. and are for'dry condition'of use. !2/31/L0 1 6 TRANS I D: LINK 5.cempulrus has no control over and assumes no responsibility for the G.Design assumes full bearing at el supports mown.Shim or wedge if November 3,2015 neeeeeary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is hxnlehed subled to the limitations set forth by 8.Plates shall be located on both faces of trust,end pteeed so theft center TPBW1CA in SCSI,copies of which yell be furnished upon request. Ones coincide with loins center Ones. 9.Digits indicate sire of plate in indee. MITek USA,Inc./CompuTrUs Software 7.6.6(1L(-E 10.For basic connector plate design values we ESR-7311,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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-11=(-637) 2598 11- 3=(-156) 839 16- 7=( -13) 345 BC: 2x9 KDDF #1aBTR SPACED 24.0" O.C. 2- 3=(-3318) 807 11-12=(-581) 2345 3-12=(-590) 294 7-17=(-873) 238 WEBS: 2x9 KDDF STAND; 3- 4=(-2258) 541 12-19=(-477) 2522 12- 4=(-144) 911 8-17=(-179) 833 2x9 KDDF #1a8TR A LOADING 4- 5=(-1761) 503 13-15=( -23) 118 12- 5=(-992) 271 17- 9=(-129) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2514) 685 15-16=(-436) 2371 5-19=( 0) 285 TC LATERAL SUPPORT <= 12"OC. 005. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2140) 602 16-17=(-388) 2121 13-14-) 0) 82 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-1560) 962 17-10=(-373) 1604 14-15=(-415) 2269 8- 9=(-1981) 510 19- 6=( -50) 205 LL = 25 PSF Ground Snow (Pg) 9-10=(-2127) 530 15- 6=(-162) 146 NOTE: 2x9 BRACING AT 24"OC UON. FOR 6-16=(-360) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) en For hanger specs. - See approved plans ICOND. 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" 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 = -0.299" @ 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=23,9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), T T 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 T f f f f f T T f in the plane of the truss only. 12 8.50 p M-4x6 M-5x8(S) 12 y M-5x9 ,6 g" M-3x9 M-4x6 8.50 f P13 \N1.5x3 M-3x5 3 A o M-3x6 ... o o ,( Wit A '/ rn d, 12 r 114: �0 o M-5x6 M-3x8 o I` 13 isn 16 0 o M-1.5x3 M-3x8 0.25" M-3x8 M-3x510 0 0 d 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 M-5x6(S) 12 y y > y y > y �e3 EE9 '2 y 2-05-08y 5-02-04 5-11-04 l 4-11-08 4-08 4-09-12 7-07-12 y 1-0E-05-08 10-11-12 22-02-12 �lr h p C 1-00 35-08 y �' :9782PE p� JOB NAME : 17-D POLYGON - D13 • Scale: 0.1684 ... OREGON /�A�' 40 WARNINGS: GENERAL NOTES, unless otherwise noted ,J Of7EGO M s". Truss: D13 t.Builder and erection contractor should be advised of all General Notes t.This design la bssed only upon the parameters shown and Is for an individual �J , s and Warnings before construction commences building component.Applicability of design parameters end proper ' "'.�F]V 4j (`� 2.254 compression web bracing must be instilled where shown i. incorporation of component Is the responsibility of the building designer, aT ! _t'�j` 3.Additional temporary bracing N Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at /+. �j`*�l I.the responsibility of the erector.Additional pemrenent bracing of 2 o c.and at 10 c.c rerpecthety unless braced throughout melt length by !'". U�. T`" structure Is the recontinuous sheathing such as plywood sheathing(TC)an,or drywaA(8C). DATE: 11/3/2015 the overall structure spondbillly of the building designer. 3. Impact bridging or lateral bracingrequired Mere shown t SEQ.: Ki5 0 4 9 9 9 4.No load Mould be applied to any component until eller all breiedng and 4.eatandlon of truss is the reepomlPiltty of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes Pusses are to be used In a noM1cemoshe environment, EXPIRES: 12/31/2016 A!3�Je�.A/r�(� p TRANS ID: LINK deAgn mads be applied a any component. and are for"dry condition"of use. EXPiR CC: I G!7 1/201 V 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sesames NA bsatlrp at al supports shown.Shim or wedge if November 3,2015 !l GaT C.47 LV V fabrication,handling,shipment and installation of components. necessary' S.The design is furnished subjectto the limitations set forthb by 7.Design assumes adequate oreinage is provided. 8.Mates shall be located on both laces oltrus*,and placed so their center TPIM?CA in BCSI,copies of which vett be Nmished upon request. lines coincide with Joint center line. MiTek USA,Inc./Compulrus Software 7.6.6(1 L}E S.Olga,indicate raze of plate In Inches. 10.For basic connector plate design values see ESR-7371,158-1 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-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 #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 69 2-11=(-2038) 5418 11- 3=( -602) 1690 15- 8=( -380) 1159 2- 3=(-6808) 2396 11-12=(-1840) 4889 3-12=( -640) 296 8-16=(-1672) 904 BC: 2x6 KDDF STANDR WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-5169) 1899 12-13=(-2578) 6210 12- 4=( -710) 2188 16- 9=( -618) 2 3 6 2x9 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 9- 5=(-9194) 1584 14-15=( -152) 376 12- 5=(-2618) 1316 9-17=(-4404) 1898 TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7530) 3110 15-16=(-2910) 5784 5-13=( -660) 1719 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) 3589 14-13=( 0) 112 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.01= 90.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(-6739) 2782 13- 6=( -529) 392 8- 9=(-9818) 1946 13- 7=( -398) 819 TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 6'- 0.0" 9-10=( -58) 68 13-15=(-2616) 6450 7-15=(-1174) 716 NOTE: 2T4 OPACIOR AT E9SOC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT HEING MET. OCATIOG MAX VERT MAX HORZ SIG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1038/ 3091V -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" 9.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 2x9 top chords, MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed = 0.100" t/t) 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" /lX/y'1X 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.239" @ 13'- 7.0" Allowed= 1.737" MAX TI CREEP DEFL = -0.944" @ 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 198 at time of manufacture. 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, 29-08-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 f load duration factor=l.6, 1 fEnd verticals) 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 T f ir32o# f f 1' 1' in the plane of the truss only. 12 M-5x6(5) 8.50 p M-4x6 M-3x4 M-1.5x3 0.25" M-3x4 M-3x8 M-1.5x3 4 5 6 1 7 8 9 10 -/ y - _ M-3x5 t 11111Irr/dllggllIllIllIllr- e.,,----7..--441PeiriNNIN,... o I n, n o a. M-3x6 „le I'll 12 13 T ill 17 -/ M-3x8 0 14 15 16 II =M-6x6 0 M-7x8 M-9x12 0.25" M-3x8 o 43.75 M-1.5x3 M-7x8(S) ((''��'"""/'�[� 12 WEDGE WITH 2)M-1.5x3 TYPICAL (2�V1✓/-�� 1 1 1 1 1 1 1 ti S 1 2-05-081 3-02-04 7-11-04 1 5-01-04 8-05 8-06=12 1 ‘AGINE- -"6 /42 1-0y-05-08 10-11-12 22-02-12 1 .<G $ � 17 35-08 • JOB NAME: 17-D POLYGON - D14 `►r AV Scale: 0.1706 Ge 17 s-EGONZd� WARNINGS: GENERAL NOTES, :slew otherwise noted i v EGON Y 1.Builder and erection contractor should be advised of al General Notes 1.This designb based only upon the parameters shown and is for an Individual '9 �,4 R Y �' �� Truss: D14 and Warnings before construction commences building component.Applicability of design parameters and proper 2.284 compression web bracing must be installed where shown*. Incorporation el component is the responsibility of the building designer. 3.Addhbnal temporary bracing to Insure stability during construction 2.Deign assumes the top and bottom chorda to be lalaroly braced at �'A.U L Vk• Y o.c.and at ee n.c.rsosh 5.ey unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor dryweB(BC). DATE: 11/3/2015 the overall structure is the re.ponslbBiy of the building designer. 3.231 Impact bridging or lateral bracing required odors shown** SE K1505000 4.No bad should be.ppliedtoany component until eller all brewing and 4.Installation i wftrsmaa�. spe oaneebetdithe rein a spenowenr coornent, Q•) fasteners are compete and at no time should any loads greater than and are for•ay.Doan..•of use. EX*P(RES: 12/3.1/201 H TRANS I D: LINK design beds be applied.any component. B.Design assumes tuB bearing at al supports shown.Shim or wedge if • 5.CompuTrushas nocontrol over and aseumesnoresponsibNByfor the ,,,rye November 3,2015 fabr.aBon,handling.shipment and inetalsuon of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished eubled to the limitations set forth by 8.Plates shall be bated on both faces of trues,and plead so their center IPPON-CA In SCSI.copies of which wW be furnished upon request. lines coincide with Joint anter line. 9.Digits indicate the of piste in inches. MITek USA,Inc./CompuTrus Software+7.6.7-SP3(1L)-E IN.For basic connector piste design values see EOR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1116BTR SPACED 29.0" 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( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.5ft, TCDL=9.2,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=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind 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. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 '' 3 -1 1 lIIlI 1 N oro I _® i 1 M-3x4 9 J• y y 1-06 8-00 <<., p P R OPCS ol4 89782PE fir' JOB NAME : 17-D POLYGON - I1 .! ...L' • • Scale: 0.6358 MN WARNINGS: GENERAL NOTES, unlessothervaw noted 9 OREGON I.. Truss: I 1 1.Builder and erection contractor should be advised of aN General Notes 1.This design,based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Appllcebllity of design parameters and proper 2.2a4 eompreeelon web bracing must be installed where shown.. incorporation of component b the responsibility of the building designer. 11,45), /.4 ,.ma,ayy �} 5 y+ 3.Additional temporary bracing to Insure aebitty during construction 2 Design assumes the top and bottom ion to be laterally braced at 7,[� Lq 1 /y'��' Is the responsibility of the erector,Additional permanent bracing of T a.c.end alt.0 0.0.respectively unless braced throughout their length by >�*T� DATE: 11/2/2015 the overall structure Is the n continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). r PA u L Q� epny eoeNy of the building designer. 3.2x Impact bridging or lateral bracing required where shown t♦ SEQ.: K 15 0 5 0 0 1 4.No bad should be applied to any component until alter all bracing and 4.Installation of hunts the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design mums hisses ere to be used Ina non.oanoshs environment, TRANS ID: LINK design bads be applied to any component. ends,.fxr'dry eandtlen"at use. 5.CompuTrus hes no control over and assumes no responsibility forme 6.Design assumes full bearing at al supports shown.Shim or wedge if _EXPIRES: 12/31/2016 2/31/2016 fabrication,handling,shipment and Installation of components. ac7.Design assumes d. 6.This design is furnished subject to the limitations set forth by 5.Plate shall be bateduon both face.of trussate drainage is ,and placed so their anter November 3,2015 TPI.MlPCA in SCSI,copies dr/filch vAI be furnished upon request. tines coinGde with)oiM center lines. MiTek US Inc./Com BTrua Software 7.6.7(11_)-E 9.Digits Indicate size of pets In inches. A, p10.For bank oomroctor pee design values we ESR-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 IC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=1-15) 262 6-3=( 0) 291 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-437) 98 6-5=(-15) 262 9-5=(-465) 63 WEBS: 2x6 KDDF STAND;; 3-4=(-394) 116 2x6 KDDF #2 A LOADING 4-5=( -21) 46 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI' BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 LL = 25 POP Ground Snow (Pg) 0'- 0.0" -103/ 577V -86/ 99H 5.50" 0.92 KDDF ( 625) SO'- 9.0" -53/ 951V 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 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. A" 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" f 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" f 12 12 IIsi-4x4Design conforms to main windfozce-resisting 8.50 17 '7,1,8.50 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, IIII (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, AIAIIII\l *ri Truss designed for wind loads in the plane of the truss only. M-3x4 -rM I o oI 5 I 1 M-3x4 M-1.5x3 M-3x8 J, ) 5-07-08 5-01-08 J, 1-00 1 10-09 1 -��EO PRQ�c�6'� �trC? "yGI N E4 /,�9 4t 89782PE r" JOB NAME : 17-D POLYGON - X2 . _-. {`/ • Scale: 0.4201 �„ "°'� WARNINGS: GENERAL NOTES, udeae otherwise noted: (.... 47 OREGON 4 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and Is for an individual 7i(. REGON p �.. Truss: X2 and Warnings before construction commences. building componentApplicability of design parameters and proper -K/. r,, 2.20 compression web bracing must be Installed where shown incorporation or component is the raeponstbwly Orme building designer. 4 q h Y 16 t 3.Additional temporary bracing to Insure stability during construction 2.Design and sty Me top end bottom unless ion to be IHmly brand al �T -4T✓ la the rawonstbiI the erecter.Additional permanent bracing of 2 o.c. at wig o.c.reuah es sly bowed throughout their langlh by t v 11y o continuous sheathing such as plywood shealhhq(TC)and/or drywall(BC). /"A, U L. r` ` DATE: 11/2/2015 the overall structure N the respondbwly of the building designer. 3.2s Impact bridging or lateral bracing required where shown n o 4.Na load should be applied to any component until after all boring end 4.Installation of tn.S h the responsibgby of the respective contractor. SEQ.: K 15 0 5 0 0 2 fasteners are complete and at no time shhould any loads greater man 5.Design assumes busses are to be used m a non.aanosle environment, TRANS ID• LINK design loads be applied to any component. and are assume condition'of use. EXPIRES: 5.CempuTNs has no control over and assumes no responsibility for the 6.Design a NI bearing al all sapped.shown.Shim or wedge if 12/31/2016 fabrication,handling,shipment end Installation ul components. 7.Design assumes adequate drainage le provided. 8.This design isfurnished aided tothe limitations set forth by B.Plates shall belocated anboth faces oftruss,and placed so their center November 3,2015 TP WOTCA m BCSI,copies of which will be furnished upon request. lines coincide with joint center tins. 9.Digits indicate sire or plate in inches. MiTek USA Inc./CompuTrus Software 7.6.7(1 L)-E II.For basic connector plate design values sea ESR-1311.ESR-1988(MITA) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-437) 102 1-5=(-16) 264 5-2=( 0) 241 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-396) 116 5-9=(-16) 269 3-4=(-467) 63 WEBS: 2x4 KDDF STAND; 3-9=( -20) 96 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 951V -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. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "0c 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 = 0.054" @ 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" T T r 5-07-08 3-09-13 1-08-11 Design conforms to main windforce-resisting 1' ' f 1' system and components and cladding criteria. 12 12 8.50 IIM-4x4 Q 8 50 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, End vertical(s) are exposed to wind, INTruss designed for wind loads in the plane of the truss only. M-3x9 ii•Al cn O 1-'. 21� i ** 5 ** 4 -,p M-3x4 M-1.5x3 M-3x8 1 y 1 5-07-08 5-01-08 J• 10-09 y 'ikt RR WpL+�C/ � 04y4GiN �r-R r0 r 89782PE vC JOB NAME : 17-D POLYGON - X4 •= �/ i ' Scale: 0.9260 ". \ _me WARNINGS: GENERAL NOTES, unless otherwise noted Co_ 42) Truss: X Bidder and erection contractor should be advised of all General Note. I.This d°alen is based only upon the parameters shorn and b for an individual y 17 OREGON s and Warnings before construction commences building component.Appkability of design parameters and proper GI., (IP Nr 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building designer. 1-y, 4 r J.Additionaltemporary bracing to Insure Nobility tluring st etradbn 2.Design assumes the lop and bottom chords to be later*bread at T 'l J ✓� is the reaponsiblNy of the erector.Additional permanent bracing of T o o and et t P a.c respectively unless braced throughout melt length by ` DATE: 11/2/2015 the overall alndore is the responsibility 2rImpatcontinuouchg01ng sue6h as pyvg reod airsheed 4,5,.s)hown tlrywel(BC). �* t (�\ .sora uy olthe building designer. 3.2a impact bridging of lateral bracing required where Shawn.♦ L e' SEQ. : K 15 0 5 0 0 3 4.No load should be applied to any component until atter all bndng and 4.Inebriation of truss Is the responsibility of the respective comradm. fasteners are compete and aloe time should any loads greater than 5.Design assumes trusses are to be used In a nontarroaNe environment, TRANS ID: LINK design loads be eppliad to any oomponarl end are for dry nendtien of use. EXPIRES: 5.CompuTrua has no control over and assentss no responsibility for the B.Design assumes mit bearing at all supports sitawn.Shim or wedge 1! y7,PIR E . 1213112016 fabrication,handling,shipment and installation of component, necessary. '.Design assumes elcaedonbothe la laws is November 3,2015 8.faThis design is furnished shipment n in limtttion sat faith by 8.Plates shall be stated atn bath laws o!Wse,and placed so their center TP WVTCA in BCSI,cops°of which MR be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 1 7.6.7 L 9.Digits indices size of plate in inches. p ( )-E 10.For basis connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-49) 58 3-5=(-282) 197 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-106) 82 5-6=( 0) 0 WEBS: 2x9 KDDF STAND 3-4=( -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. DON. DL ON BOTTOM CHORD = 10.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PIF 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 PSF Ground Snow (Pg) 8'- 0.0" -38/ 325V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL en For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.972" 6-10-04 1-01-12 MAX HORIZ. LL DEFL = 0.000" @ 7'- 9.2" ,r ' v( MAX HORIZ. TL DEFL = 0.000" @ 7'- 9.2" 12 4.00 D Design conforms to main windforce-resisting system and componentsand cladding criteria. 4 -/ 14-1.5x3 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (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. N .a N WAI I 1 2►� 5 6 o M-3x4 M-1.5x3 y ), 6-10-04 1-01-12 1 l l 1-06 8-00 ��,Ep PRQFFs� �` C3Gi1M �c� ♦0�� 'c' :9782PE JOB NAME : 17-D POLYGON - I2 -or '''° Scale: 0.5358 , ,, WARNINGS: GENERAL NOTES, sans othetwise noted. OREGON 1.Builder end erection contractor should be advised of el General Nobs 1.This design Is based only upon the parameters Mown end is for en individual -7 - rye' �.. Truss: I2 and Warnings before conslrudlon commences building component.Applicability of design parameters and proper -R! (P 2.244 compression web bradng must be Installed where Moven 0. incorporation of component la the roeponstbAlty of the bWldmg designer. .1/9, 4P`r ,{{.', 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the top and bottom cue for to be throughout t th i:alI f lathe responsibility of the erector.Additional permanent bract I T o c and at 70 a.c respectively wises braced througheN(heir length by y ng o continuous sheathing such es plywood shoe cohere)end/or drywall(BC). ir r-A U L r‘ � DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2,r Impact bridging or tablet bracing required where shown++ SEQ.: K1505004 4.Noload should beembed toany component until after all brewing and 4. atle6anoftisisthe ro6�.bStyyatthe respecivve contractor. tan=ners are complete and at no time should any loads greater than Design assumes design loads be applied to any component, ronment. end are for"dry condition"of uee. TRANS I D: LINK 5.compaTros has no control over and assumes no responsibility form. 8.Design mss NA beating at al supports shown.Shim or ridge if EXPIRES: 12/31/2016 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage le provided. November 3,2015 8.This design is furnished aided to the limitations set form by 8.Plates shall be Faceted on both feces of truss,and placed so their center TP WOTCA in SCSI,copes of which will be furnished upon request. lines coindde with Joint center lines. B.Digits Indicate tide of pale in inches. MITek USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For basic connector piste design values sus ESR-1311,ESR-1988(MITA) 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/Cg=1.00 IC: 2x4 KDDF #16BTR LOAD 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- 9=( -24) 81 WEBS: 2x9 KDDF STAND; LOADING 2x6 KDDF #2 A LL = 25 PSF Ground Snow )Pg) 3- 4=(-630) 221 8- 6=(-144) 568 4- 8=( 0) 161 4- 5=(-766) 249 5- 6=(-906) 247 TC UNIF LL( 50.0)+DL( 19.0)= 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)+DL( 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( 30.01= 30.0 PLF 0'- 0.0" TO 10'- 9.0" V BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA NOTE: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2x4 BRACING AT 29"OC UON. FOR TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 0'- 0.0" -213/ B02V -56/ 63H 5.50" 1.28 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 26.0)= 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 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" "* For hanger specs. - See approved plans MAX LL DEFL = -0.027" @ 7'- 3.0" Allowed = 0.992" 3-11-11 MAX TL CREEP DEFL = -0.053" @ 7'- 3.0" Allowed = 0.656" 3-03-10 3-05-11 '' f MAX HORIZ. LL DEFL = 0.004" @ 10'- 3.5" MAX HORlz. TL DEFL = 0.007" @ 10'- 3.s" 3-11-11 3-03-10 1-09 1-08-11 1' +1289 412e# 1' 1' 12 12 Design conforms to main windforce-resisting 8.50 Q8.50 system tem and ccladding components and criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 ,.."M-6x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, 40 MO Truss designed for wind loads in the plane of the truss only. IlLtishIM-3X4 `� �m cn (-i AtO ► .III �O p 8 6 0 M-3x4 M-3x4 M-1.5x3 M-3x8 J• l y l 3-09-08 3-09-11 3-01-12 1-00 10-09 y P R Ofic ,1cr �ss5 GIN4,. ,' 7 w� Co ' 89782PE r"' JOB NAME : 17-D POLYGON - XH1 Scale: 0.4451 , 'F WARNINGS: GENERAL NOTES, unless otherwise noted' V _J Truss: XH11.Builder and erection contractor should beadvised ofelGeneral Notes 1.This design Iebaseedonlyupon meparameters shown and hfor anIndividual -� OREGON dN and Warnings been construction commences. bulldmg component.Applkabllity of design parameters and proper �}. 2.2x4 compression web bracing must be installed where shown+. Inurporatbn al component a the responsibility of the bulking designer. ��y'(((yyy...... (',�,�` 3.Additional temporary bracing to insure stability during construction 2 Deign sesames the top and bottom chords to be laterally braced at �/+.s q \! Ab 1�Z.01;r" - Incorporation the responsibility of the erector.Additional permanent bracing of continuous ect ea and al l0 o c.respectively unlace braced throughout r d,y length by �+/.. r .`4l / DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3 20 mp ctbrIng sheathing such l bracing acing re aired he,.c and/or.drywag(BC) '1. p t3� SEQ.: K1505005 4.Noload should beappledtoany component until after all bracing and 4.eNalationofwusssktherol�sibNiystorerrespedi ePomr,dor. PA UL ul' 6` eNeners are complete and at no time should any bads greater than 5.Design mistimes trusses are to be used in a non.anoske environment, TRANS I D: LINK design bads be applied to any component. and are for"thy condition"of use. �/ p 12/31/2016!�f� )f�/{4 5.CampuTrue Ms no control over and sesames no responsibility for the 8.Design assumes NN bearing et all supports Mown.Shim or wedge N EXPIRES: 1 GI471/20 1�. fabrication,handling,shipment and Installation of component. 7.Desin assumes ry' 8.This design Is Belched subject to the limitations set forth by B.Ple es shall be touted one both facesdrainalo tries end placed so their center November 3,2015 TPWWCA in SCSI,copies of whkh vAI be furnished upon request. lines coincide lath)dm center Ines. MiTek USA,Inc./CompuTNe Software 7.6.7(1 L}E 9.Digits Indicate size of prate In Inches. IN,For bests 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 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) 54 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-53) 22 TC LATERAL SUPPORT <= 12"00. 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: 18.0" 0.0" TOTAL LOAD = 42.0 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4.00 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 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.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' End vertical(s) axe exposed to wind, Truss designed for wind loads in in the plane of the truss only. I r 0 I 2 1.0 f 4 M-3x4 y y •1 1-06 4-00 45‹, D PRQFFs 4z" 89782PE c' JOB NAME : 17-D POLYGON - 13 ., . . Scale: 0.7986 . O'dic :7*. . ,. NW WARNINGS: GENERAL NOTES, unless olhervd.e noted. ��OREGON N.1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters Moven end le for an Individual F h Truss: 13 and Warning.before construction commences, building component.Applicability of design parameters and proper // V 2.2x4 compreaeion web bredng must be Installed where shovel 4. incorporation of component is me reeponstbllty of the building destgner. '� Gig h`� 6 6 (e 3.Additional temporary bred^g W Insure stability during construction 2.Ded9n assumes the top end bottom dwrbr to be laterally braced et rI r 1 ,1 Yu/ Is the responsibility f the erector.Additional permanent bracing of T a.c.and at itl..a rsash es sty unless brocetl throughout melt length by ly o continuous aheething such es plywood ehealhing(TC)and/or drywall(BC). -q..0 L. ♦'� DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2.impact bridging or leterel bracing required where shown 0 4 SE K 15 0 5 0 0 6 4.No load ehouid be applied to any component until atter eli bradng and 4.Installatbrtes la the responsibility of the respective contractor. Q• fastener.are complete end at no time should any coeds greeter then 5.Designassumes trusses are to be used in a non-corrosive environment, design loads be applied to any component end are for"dry condition"of use. EXPIRES: TRANS I D: LINK 5.CompoTrus hes no control over end assumes no reaponsibllily for the 6.Design aryeaumea full bearing al NI support shown.Shim or wedge g EXPIRES. 12/31/2016 fabrication,handling.shipment and installation of component.. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design I.furnished subject to the limitations set forth by 8.Plates shall be located on both lases of true,and placed so their center TPVWfCA in BCSI,coples of which odd be furnished upon request. 9.Iines Dleti.elndddeindicetsize joint oi plate terl55.5. MITek USA,Inc.lCornpuTru.Software 7.6.7(1L)-E to.For basin connector plate design values we ES11•1311,ESR-11)88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-04-00 GIRDER SUPPORTING 9-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 TC: 2x6 KDDF 16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-192) 210 1-4=(-B4) 113 2-9=(-257) 233 8 BC: 2x6 KDDF 16BTR 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 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 0= 12"00. UON. BC UNIF LL( 96.9)+DL( 85.9)= 182.8 PLF 0'- 0.0" TO 6'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -144/ BOOV -71/ 144H 5.50" 1.28 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 4.0" -172/ 763V 0/ OH 5.50" 1.22 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. I2OND. 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 = 0.181" @ 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 f T '1 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 8.50 p M-1.5x3 3 ->✓ Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, o 0 0 I 0, m o 1=- -1 M-3x4 M-3x8 l ) l 6-00-04 0-03-12 l y 6-04 `x` :9782PE Q1-' JOB NAME : 17-D POLYGON - W1 • id Scale: 0.4857 ,.r 7.42 Illf WARNINGS: GENERAL NOTES, unless othervAsa noted `. �. Truss: W 1 1.Builder and erection wnlrador should be advised or all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual -57 �N 4 and Warnings before construction commend.. building component ApplicebilBy of design parameters and proper A 2x4 compression web breang must be Installed where shown 4. tiA Incorporation of component is the responsibility of the building designer. -9,9:4. �( 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top end bottom chortle to be latently braced al � tf '�J Ie IM responsibility of the erector.Additional permanent brecing of 2'o.c.and at IP o.c.respectively unless braced throughout thek length by DATE: 11/2/2015 the overall structure is them impact sheathing en suerlbacih es ng required sheathing(TG) tlrywaA(BC). "t f"'.,S C1� responsibility aorn y of the untils building designer. 3.20 Impact bridging or lateral bracing required where strewn++ PA C, SEQ. : K1505007 4.Na load should be applied to any component eller all bracing and 4.Installation of truss Is theresponsibnnyofthsrespectivecontractor. fasteners are compete end at no time should any loads greater than S.Design assumes trusses are to be used Inc nencerruews environment, TRANS ID: LINK design loads be applied to anywmponem. and are for'Ery condition.ofnee. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hO bearing at all support.strewn.Shim or wedge If necessary. E P' `sG,'' 12/31/2016/ 01 lebrlvanon,handling.shipment and installation of components. a.Thi.desgnbNmhhedaidedtothe'Imitationssetforthby 7.Plate sgn hauwlocat donbeothhlooseofrne..andplacedsotheircenter November 3,2015 TPINJrCA In SCSI,copies of which 001 be furnished upon request. line coincide 04th joint center line. MiTek USA Inc./CompuTlO6 Software 7.6.6(11_)-E 9.Digits indicate size of Ode in inches. to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-206) 187 1-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -82) 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) TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 238V -65/ 172H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 70V 0/ ON 5.50" 0.11 KDDF ( 625) LL = 25 POE' 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. 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 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" 3I -1 MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" 12 Design conforms to main windforce-resisting 8.50 system and components and cladding criteria. Wind: 190 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, WETS(Dir), load duration factor=l.6,1.1Truss designed for wind loads in the plane of the truss only. oo 0 CS VJ 0, O I1, Z1f YI 1►� 4 14 o M-3x4 1 s oo l 2-02-12 I y ��¢NGfi`„s/ (PROVIDE FULL BEARING;Jts:1 9,2,3 tr� r 017 4 :9782PE v JOB NAME : 17-D POLYGON - ADJ1 Scale: 0.4499 '^ WARNINGS: GENERAL NOTES, unless otherwise noted: lir f✓ 40 1.Builder and erection contractor should be advMd of d General Notes 1.This design N based only upon the parametersshown and Is for an individual11 -OREGON f^\�' Truss: ADJ1 and Warnings before construction commences. building component Applicability of design parameters end proper ff/V 2.D:4 compesion web basing must he installed where shown*. Incorporation of component Is the responsibility of the building designer. ��. A v: 3.Additional temporary bracing to insure stabile),during construction Design assumes the top end bottom chorda to be lateral!/braced at I tt 2 ac,end et 10 e,c,respectively unless braces throughout their length by lathe rospenalNAly of the erector.Additional permanent bracing �l o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..F+ T DATE: 11/2/2015 the overall structure Is the responsibilty of the bullPing designer. 3.2x Impact bridging or lateral bracing required where grown** +v 4.Na bad should be applied to any component until after all bracing and 4.Inetallatlen of Inns Is the responsibility dills respective contractor. SEQ.: K 15 0 5 D 0 8feeteners are complete end at no time should any bads greater than - 5.Design assume trusses ere to be used in a nonCerroeive environment. TRANS ID: LINK design loads beappliedto any wmponed. and .os.umesandbea a two 5.CempuTrus has no control over and assumes no responsibility for the 6.DesignNA bearing at A supports grown.Shim or wedge t EXPIRES: 12/31/2016 wary. fabricetlan.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. N Quem leer 3,201 5 6,This design Is burnished subject to the limitations set forth by 8.Plates than be bated on both faces of truss,and placed so their center TPIANMA in BCS(,copies of which wIl be furnished upon request, lines coincide Wth joint anter lines. 9.Digits indicate sine of plate In Inches. MITek USA,Ino,/CompuTfus Software 7.6.6(1L)-E to.For basic connector piste design values ewe ESR-1311.ESR-7988(MiTek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 98 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-208) 187 3-4=( -81) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 005. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 456V -72/ 230H 5.50" 0.73 KDDF ( 625) LL = 25 POE' 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 8'- 2.8" -12/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 4 -/ MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 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" )0) MAX HORIZ. LL DEFL = -0.002" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.002" @ 8'- 2.0" 12 8.50 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=23.5ft, 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 fox wind loads in the plane of the truss only. N o V7 N mel_ijlliIllIllMllIIMIIII 0 M-3x4 1 1 1-06 l 6-00 y 2-02-12 y <<,R1O PKR' Ope 06, 'PROVIDE FULL BEARING;Jts:2,5,3,4 ' t„NGi,V r ' " 9782P.E r- JOB NAME : 17-D POLYGON - ADJ2 .. �. Scale: 0.4480 ' WARNINGS: GENERAL NOTES, unless othervss 4noted: KI ` Truss: ADJ2 1.Builder and erection contractor should be advised of al •'f7'General Notes 1.This design 4 based only upon the parameters shown and for as Individual ♦" GO N N. and Warning.before construction commences. building component.Applicability of design parameters end proper 4/ 0 Q" 2.2x4 compression web bracing must be Installed where shown-v. incorporation of component Is the responsibility of the building dsaigner. oT AN 4 V (� 3.Additional temporary bracing to insure stability during construction 2.Design ad at 10 the top and bottom cho ler to be laterally braced at Is the roaponalblEy of the Broder.Additional permanent bracing of 2'cats and at 10 cast.respectNsly unless braced throughout their length by DATE: 11/2/2015 the overall structure is theresponsibo of designer. 2xImpousahgingorsuer lbas acngreod reqeheuired own•drywaA(BC). 'A 111... ` BYo g g 3.In Impact oftr s Is thlete re bracing ry of the respts respective contractor.SEQ.: K 15 0 5 0 0 9 4.Nla mad should bem appfete an ales any time until after all bracing end 4.Dela n an of truss Is the re to be smine olocordve a environment,fast.nera are complete and al no rima anould any loads greater man 5.Destgn mums tosses aro m be used in a nomcanoNve environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condemn"of use. �/{� p pfd ] /ry({{y� 5.CompuTnro has no control over and assumes no responsibility for the 8.Deng aeaumes NA bearing at all wppoN Move.Shim or wedge If EXPIRES:ES i 1 2/471!20 k 6 fabrication,handling,shipment and Installation of components, ry 7.Plates halassumes adequate bethdrainages is ptruss,d. November 3,2015 8.This destgn b furnished subject to the limitations est forth by S.Plates shall be Vacated on both feces of truss,and placed an their dna! TPW/TCA In SCSI,copies of which will be famished upon request. line coincide with paint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1 L E 9.Diggs Indicate size of plate in mdse.. P 10.For basic 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-150) 101 3-9=( -52) 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 PUP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.5" TOTAL LOAD = 42.0 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 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 SOPSF 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" 4 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" 7106=1.011 MAX TC PANEL TL DEFL = -0.114" @ 3'- 5.0" Allowed = 0.673" 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: 190 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 'O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 1 load duration factor=l.6, N Truss designed for wind loads 0 I in the plane of the truss only. rnojia0 l l ), ) 1-00 6-00 0-09-08 �0D PR.Q rL- !PROVIDE FULL BEARING;Jts:2,5,3 ! CCr L)co t4GINE.e. -41/© 89782PE <" JOB NAME : 17-D POLYGON - BDJ • ' • Scale: 0.5153 ilt / -... WARNINGS: GENERAL NOTES, unless otherwise noted. 4/' 4! I.Builder and erection contractor should be advised o1 ell General Note. 1.This design is based only upon the parameters shown and Is for an individual 94,OREGON V �N" Truss: B D J and W.mlrgs before construction commence.. building component.Applicability of deign parameters and proper 2.2x4 compression web bndng must be installed where sMvm*. Incorporation of component la the responsibility film.building designer. 1/ G��,.y`- 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the top and bottom chortle to M laterally braced at �l sl Y Ab -4 Is the rosponsiblAty of the erector.Additional permanent bracing of 2cofi.c.and al 1 O fisc respectively oh seplywood unbs.braced throughout,td,yeir length by V continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). r-A A A 1 � DATE: 11/2/2015 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. l,/1.. SEQ.: K1505010 4.Naload should b.applied toany component until after ell brodrgand 4.otalnineonftaibsthheroMMumameerwnpentlsoaetrds,.environment, fasteners are compete and at no time should any loads greater man and grass^dry trusses are use. TRANS ID: LINK dellen bad.he applied to any component. E.Desgn assumes Ng bearing at all supporta.hewn.Salm or wedge if 5.GormandManocontroloaeverandassumesnoresponsiblibyforthenefie...ry. EXPIRES: 1.2/31/2016. bbricatlsn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 B.This design b furnished cabled to the nmltatione set forth by a.Platas shall be located on both faces of truss,and placed so their center TP WOTCA in SCSI,copias of whkh will be furnished upon request. lines coincide with joint center line.. 9.Digits indicate size of pled in Indies. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea EER-1311.EER-1088(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/Cit=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-9=(0) 0 BC: 2x4 KDDF tl&BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+13L( 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" -59/ 299V -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 ROOF ( 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 k)ND. 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/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 f MAX BC PANEL LL DEFL = 0.003" @ 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 17MAX HORR. 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), 0load duration factor=1.6, Truss designed for wind loads ,O in the plane of the truss only. 0 I of 0 (31 o f ~ IIrigAIMMINIMINIMIll o /- O 11110.- 1111 4 M-3x4 l y 1-00 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,4 Q PRO s V (t` 89782PE '7 r" JOB NAME : 17-D POLYGON - CJ1 Scale: 0.6731 -! --...4 WARNINGS: GENERAL NOTES, unless otharddes noted _J. Truss: CJ1 1.Builder and erodbn contractor should be advised of all General Nose 1.This design is based only upon the parameters shown and is for en Individual OREGON f� and Wamings before construction commences, building component.Applicability of design parameters end proper 2.2e4 compression web bracing must be installed where shown+. incorporation of component is the responstbNlly of the building designer. rt. ttilc:C 3.Additional temporary bracing to insure stability during conetrudbn 2 Design assumes Me lop end bottom chords to be laterally braced at �/ ��\I A Is the responelblity of the erector.Addttional permanent bradng of 2'o.c.end at ID rospectivery unless braced(TC)en throughout their length by ✓�+ I f �� DATE: 11/2/2015 the overall structure is the nesponstbtttty of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywaA(BC). ]y {4 g 3.2a Impact bridging or lateral bradng where ehovm e P `` SEQ.: K 15 0 5 011 4.No load should be applied to any component until after all bradng end 4.installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition'of use. 5.ComWTrua has no control over and assumes no responsibility for the 6.De ign essarscumes NI bearing al all support shown,Shim or wedge if EXPIRES: �� /201 Nbnalbn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished su6Jea to the 8miletlons set forth by S.Plates shall be bested an both faces of truss,and placed so their center November 3,2015 TPUW1CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA InC./CampUTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1317.ESR-1906(Nick) PP 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: 2x9 KDDF #lasTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-85) 116 3-5=(-258) 238 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2_33=(-1955) 2133 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 BOG REQUIRED BRG AREA TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -77/ 909V -82/ 171H 5.50" 0.65 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 9.0" -65/ 265V 0/ OH 5.50" 0.42 KDDF ( 2 ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 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 = 0.948" MAX TC PANEL TL DEFL = -0.159" @ 3'- 2.5" Allowed = 0.672" 6-00-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" 12 M-1.5x3 4 8.50 7. 3 Design conforms to main windforce-resisting T system and components and cladding criteria. f Wind: 140 mph, h=21.4ft, TCDL=9.2,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 c rn I o1 o �� o M-3x4 M-1.5x3 y l l 6-00-04 0-03-12 y l-oo y 6-09 l `co4,0\- 1.4G N 4--, `‹" 89782PE JOB NAME : 17-D POLYGON - W2Scale: 0.4559 f✓f:: '• mi WARNINGS: GENERAL NOTES, uMess otherwise noted: -7+QR (:© N. t.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OREGON h �}„,. Truss: W2 and Warnings before construction commences. building component.Applicability of design parameters end proper �i �\ 2.2t4 compression web bradng must be inslallad where shown�. Incorporation of component is the responsibility of the building designer. _„. /� . y -r /. 3.Additional temporary bracing to Insure stability during oonMnution 2.Design assumes at 10 0.0 tap and respectively dams to d t!stored/bracedatrl I mo/ la the responstblty of me erector.Additional permanent bracing of T o.c.and at 1 d o.c.Cach es sly unless braced throughout their length by continuous sheathing such as plywood sheaming(TC)and/or drywal(BC). wr ph. UL c`� DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown C e SE K 012 4.No bad should be applied to any component until after all bradng and 4.Installation of truss k the responsibility of the respective contractor. Q• 15 0 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonroorroeNe environment, design loads be applied to any component. end are for"dry condition"nl use. I'J/ .l)f�/'�.4 TRANS ID: LINK ,pens 8.Design assumes full bearing al al supports shown Shim or wedgeH EXPIRES: �`l�31IKV 1 6.ComWTrus heed control over and assumes no responsibility for dcsesary. febdotlen,handling.shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located en both faces of truss.and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. S.linescoincide nidwith aithjoint oi Ode lines. Ie nee MiTek USA lnc./CompuTrus Software 7.6.6(1L).E to.For bask connector plate design values see ESR-1311.EBR-1880(MITak) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-83) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 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/ 95V 0/ OH 5.50" 0.07 RIDE' ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -59/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) 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 lOPSF 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 = 0.010" -I 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" 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. ,o o Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, M Truss designed for wind loads in the plane of the truss only. rn i- 0 c o o 4�� -' 1 M-3x4 J• l 4. 1-00 3-10-08 0-01-03 (PROVIDE FULL BEARINGIJts:2,4,3 C��N NGINEfiR f0 c 89782PE fir" JOB NAME : 17-D POLYGON - CJ2 • ` ,.� Scale: 0.6744 ''-'!-� " / / l WARNINGS: GENERAL NOTES, unless otherwise noted: (� /'y Truss: C J2 I.Builder and erenlon contractor should be advised of a8 General Notes 7.This design Is based only upon the parameters shown and h ler en individual "� OREGON ©55 end Werntrps before construction commences. building component.Applicability of daeign parameters and proper Z.2e4 compression web bredng must be Installed where shove,. Incorporation of component bins responsibility of the building designer. .ey [� 3.Addftionel temporary bracing ie Insure debility during construction Z-Design names the top and bottom choftls to be laterallyha braced et 7� (14 ii y At 5 X� is the respendbtity of the erector.Additional permanent bracing of 2 a.e.and at 10 o rr ra.sly Wen bated throughout their length by Y� DATE: 11/2/2015 the overall structure is mere continuo.sheathing such tee plywood sneamae(TC)and/or a Bc '1.- 1. ,y'1 U responsibility Dery y of the building del lgner. 3.Dt Impact bridging or lateral bracing required where dawn e arywa( ). SEQ.: K 15 0 5 0 13 4.No load should be applied to any component until after all bracing and 4.Installation of truss Id/the responsibility or the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses are to be used ina noncorrosive environment, TRANS ID: LINK design badabe applied to any component, and are...dry condition'of use. 5.ComWTrushasnowntnelovarand seumesnoroepensibllftybrme GDeed sums 5d bearing ataIsupports sir art Shim orwedge# EXPIRES:: 12/31/2016 fabrication,handling,shipment and installation of components. neoewry. II,�, 6.This design is furnished sub)ed to the limitations set forth by 7.Design oate n fcehprusided. i oVP.mijer 3,2015 8.Plates shell be located both heed of truss,and placed w Meir colder TPWVTCA In SCSI,copies of which will be furnished upon request. Ines coincide with)Dint center lines. MITek USA,Inn/CompuTrus Software 7.6.6(1 L}E 5.Dig.Indicate size or plate In Inches. 70.For beck connector plate design values see ESR-1371.ESR-7886(Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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 29.0" O.C. 3-4=(--55) 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -51/ 159H 5.50" 0.50 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -124/ 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 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 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" 712 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), v1o load duration factor=l.6, Truss designed for wind loads r in the plane of the truss only. 0 cIoIl 0 yy 1-00 3-10-08 2-01-03 OF [PROVIDE FULL HEARING;Jts:2,5,3,9 �Acj� NG 4700 N GI y �� :997782PE "St'' JOB NAME : 17-D POLYGON - CJ3 Scale: 0.5465 �-�'� • • ' lir WARNINGS: GENERAL NOTES, unless otherwise noted C., /'�I� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn and is for an Individual ,s_ ' .OREG V I J (^1'-� �,},. Truss: CJ3 and Warnings before construction commences. bulking component.Apploabiliyal design parameters and proper +�+ �/�� () 2.gas compression web bradng must be Metalled where shown•. Incorporetlon of component Is the reyronsibgly of the bulking designer. +'�/ v 3.Additional temporary bracing In Insure stability during consvuctlon 2 Design assumes the lop and sly unless to be throughouty DOSaced et le the responelblgty of the erector.Additional permanent bracing r 2 go.end at ea o.c respect.ely unless brecetl their length by 4014(/ rac g o continuous sheathing such es plywood aheething(TC)sndior drywall(BC). 1--A U L. S` DATE: 11/2/2015 the overall structure is the responsibility of the bulling designer. 3.2x impact bridging or lateral bracing required where shown•• 4.Na load should be applied to any component ung alter all bracing and a.Installation oft nus la the raaponaroglly of the respective connector. SEQ.: K 15 0 5 014 fastener.are compete and at no time should any keds greater than 5.Design assumes trusses era to be used in a non-concerns environment, design loads be applied to any component. and are for"drynantllba ri of use. ��//t� t� e] !�/�.I c TRANS ID: LINK6.Design assumes Ng bearing at at supports ono n.Shim or wedge if EXPIRES: 12/31/2016 S.CompuTrua hes no control over ani assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of inns,and placed so their center TPNMCA in SCSI,copes of which wil be rumiehed upon request. 9.lines coincide oioc indicate lth(oint a plate in lines. inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" 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: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-238) 213 3-9=( -88) 60 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 92.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 29BV -66/ 20281 5.50" 0.98 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" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 "or ill (- psf) uplift at 29 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" A MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.9" Allowed = 0.269" MAX BC PANEL TL DEFL = -0.005" @ 2'- 0.6" Allowed = 0.197" 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. N Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads ') in the plane of the truss only. rn o c .t 5 10,--4110 M-3x9 l l l y 1-00 3-10-08 4-01-03 ti?Eo PR Ore 14 GIN Ek- , PROVIDE FULL BEARING;Jts:2,5,3,9 2 ` 89782PE max- JOB NAME : 17-D POLYGON - CJ4 !'. .r.' • Scale: 0.9682 WARNINGS: GENERAL NOTES, unessotherxlw noted' r...,Truss: C J4 1.Bainter end arodbn contractor.roue be advhed of el General Nates 1.This design Is based only upon the parameters shown and a for an individual ,y 40 aillir -V OREGON b and Warnings before senstrudion commences. building component.Appllcablldy of design parameters and proper e Add4.1•"Q'"Q' 2.2a4 compression web bracing must be installed where shown+. incorporation of component a the responsibility of the building designer. ,ay� ��: 3.Additional temporary bracing to insure during construction 2 Design manes the top and bottom chords to be Modify braced at 7l Is the respomlbil y of the erector.Addabnet permanent bracing of 2'0.0.and et 1 a1 o a rsuch,,ey unless eathls throughout their length by DATE: 11/2/2015 the overall structure Ie the responsibility of the building designee m acus sheathing or web pywwoe required hate s aoerand/or drywep(BC). ' t �` Sy' 3.le Impact bridging or lateral bracing .rsepe shown•t a• 1.. SEQ.: K 15 0 5 015 4.Na bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses ars to be used in a rwncorrosNe environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"of use. 5.ComWTmShas nocontrol over and assumes noresponsiNRyfor ma 6.Da&gnaswmesf flbeanrpatalwpportsehovm.Shlmorwedgeg EXPIRES: 12/31/2016 fabrkatlon,handling,shipment and installation of compomnle. 7. do sac umes 6.This design is furnished aided to the limitations sot forth by B.Plates shall be bceteduon both ate ifaces nage io ftruss,aand placed so heir carter d. November 3,2015 TPLWFCA in BC51,copes of which will be furnished upon request. lines coincide with Joint center Imes. 9.Dlghs indices size of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.6(1L)-E IN.For baste connector plate design values sea E512-1311,ESR-1 g88(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: 2x9 KDDF d16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-307) 280 3-4=(-172) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING4-5=( -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 POE 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" -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" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 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. 5 OND. 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 = 0.009" @ 1'- 10.0" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.50 0 A Design conforms to main windforce-res is sing 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=1.6, I Truss designed for wind loads oin the plane of the truss only. r 3 A( 0 c MI I1 o M-3x4 ) ) ) ) , cO PROFFS 1-00 3-10-08 6-01-03 C:St '6 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ttJ `j. GIN E 9 '2; 'L` 89782PE C' JOB NAME : 17-D POLYGON - CJ5 -.- . -'t'""'" • • Scale: 0.4072 --p /yak' 1141, TES, unless erwise M1�Bulldldeer and erection contractor should be advised of al General Notes GENERAL1.This design based only upon the paremetters shown end Is for an Individual .1 4,OREGON n� Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper . Y��J � 2.2a4 compression web brodng mull he installed where shown«. incorporation of component la the responsibility of the building designer. 'T i4 E.y`-.. AS • 3.Additional temporary bracing to Insure atablllly during construction 2 7 s o.assumes the tap and bottom chords to be laterally braced et i/y� �l al�+ :7 is the rerW MNy of the erector.Additional permanent bracing of 7 o.c.end at 1 P o.c respedNsly unless braced throughout their length by •.� �"1 �� ePecontinuous sheathing such es plywood sheathing(TC)and/or drywa9(BC). p `` DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or'sterol bracing required where shovm«« 4.No bad Mould be applied to any component until after all bracing and 4.Installation of Was Is the rosponsiblly of the respective contractor. SEQ.: K 15 0 5 016 fasteners are complete and at no time should any loads greater than 5.Design assumes truss..are to be used in a non-corrosive environment, design beds be applied to any comported. and are for^dry condmon.of use. (] (� �^+ f� .fj.l){�/'{ Q TRANS I D: LINK 5.CompuTrue has no control over and assumes no responsibility for the B.Design assumes NI bearing at al supports shown.Shim or wedge e EX rR ES: 1 2/3 112016 fabrlution,handling,shipment end mstalatlon of components. 7.Desgn assumes adequate drainage is prodded November 3,2015 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truce,and placed so their center TPIM/TCA in BCS',copies of which will be furnished upon request. lines coincide with joint center linen. 9.Digits indicate size al plate In Inches. MITek USA,Inc./CofnpuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MIT.k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 1#16BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF d/1&BTR SPACED 24.0" O.C. 2-3=(-359) 336 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-239) 199 LOADING 4-5=( -91) 56 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 PSF Ground Snow (Pg) 0'- 0.0" -14/ 307V -101/ 3039 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) REQUIREMENTS 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/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14,; 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 17 q Design conforms to main windforce-resisting system and components and cladding criteria. v lel Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, .-I Truss designed for wind loads co in the plane of the truss only. 0 OD 3 rn o t o 0101 O M-3x4 y 1-00 y 3-10-08 y 7-11-03 y ,.t ( 'Q PR.D,cFss -... 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 1^,N (j'�G'N . J4 fl,/ 89782PE v"" JOB NAME : 17-D POLYGON - CJ6 • Scale: 0.3611 WARNINGS: GENERALNOTEA unleaeamemisenorod 777 �� 11 ,F. -^^ Truss: CJ6 1.Builder and erection contractor should be advised of all Genesi Notes 1.This design is based any upon the parameters snows and is bran individual 4. - ' OREGON N. and Warnings before construction commence.. building component.Applicability of design parameters and proper (� 2.2t4 compression web bracing must be Installed where shown+. Incorporation of component la the reaponstbWdy of the building designer. V 3.gtletilonal temporary bracing to Insure stability during conenuctlon 2•Design assumes the top and bottom chords to be laterally braced at "'4ja 4 C'f`� A6 ¢�. Is the responsibility of the erector.Additional permanent bracing of 2'o c.end at 10 his rsunk en sty unless braced throughout their length by I?'//� r� UL DATE: 11/2/2015 the overall structure h the responsibility continuous sheathing such es plywood sheet whereC)and/or dryvng(BC). rt � {�` 8y of the building designer. 3.2i Impact bridging.r lateral bracing required show„+• T SEQ. : K 15 0 5 0 17 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector. fasteners are compete and at no time should any loads greater men 5.Design assumes trusses are to be used Ina nen•cormetae environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"efuse. 5.I mpuUrn has no control over end assumes no responsibility kir Sre 8.Design assumes NB bearing at all supports shown.Shim or weeps If EXPIRES:. 12/31/2016 febdcetlon,handling shipment end installation of components. wry' 6.This design la furnished subject to the limitations set forth by 7.Plates eaaumeloaded on drainage faces is gravidae, N oven IJ r 3,201 5 B.lines be bated on both faces of buss,and plead w their canter TPWIFFCA in BCS',copies of which will be furnished upon request. Imes coincide with joint center Imes. MITek USA,Inc./CompuTrue Software 7.6.6(1 L}E 9.Digits Indicate size of plate in inches. 10.Far bate connector plate design values see ESR-1311,EBR-1986(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: 2x4 KDDF ff1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-53) 96 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(2-3=(-183) 36 80) 24 5-7=(-85) 148 5-3=(-150) 90 ) 50 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 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" -47/ 352V -34/ 113H 5.50" 0.56 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL= 25 PSF 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 ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. I 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" MAX LL DEFL = 0.000" @ 5'- 5.6" Allowed= 0.078" 1MAX BC PANEL TL DEFL= -0.002" @ 3'- 12.0" Allowed= 0.164" 12 MAX HORIZ. LL DEFL = -0.006" @ 5'- 5.6" 8.50 1MAX HORIZ. TL DEFL = 0.008" @ 5'- 5.6" �) Design conforms to main windforce-resisting (j system and components and cladding criteria. M-4x6 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,,-I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� I load duration factor=l.6, oTruss designed for wind loads I in the plane of the truss only. A N 0 of m o M-1.5x3 M-3x9 o o I M-3x4 M-3x5 y y 1 y 2-03-12 3-01-13 0-06-07 t1 --- y 1-00 l 2-05-08 y 6-00 3-06-08 y ��`� PROFF (PROVIDE FULL BEARING;Jts:2,4,7 I f.�C ' ( N E. 3I$O' Ct' :9782PE ?� ,ll• i/ _ JOB NAME: 17-D POLYGON - DCJ2Scale: 0.5448 r �, �Y 11,j, •R GON d'� Q` WARNINGS: GENERAL NOTES, udwo olhem se noted /'. 1.Builder and erection contractor should be edvbed of all General Notes 1.This design b based only upon the perameters shown and Is for an Individual ��,("k� Fig�. ,{GJ f• Truss: DCJ2 andwammgs before eonwedien commences. building componentAppgesbilly of design parameters and proper ,T al f �� ,,, 2.2e4 compression web bracing must be Installed where shown s. 2.Debs sumecomponent a toe ane bottoresponsibility chords io be Iaterelyiydbrac g d atner. 3.Additional temporary bracing to insure stability during anarudhn z u.c.and at 10'o.n respednely unless braced throughout their length by PAUL Is the responsibility of the erector.Additional permanent bracing or continuous Maathing such ea plywood sheathing(TC)aMAr drywa8(BC). DATE: 11/3/2015 the overall structure Is the responsibility or the building designer. 3.2s Impact bridging or federal bracing required where shown• SEor neibility of Berespective contractor. Q•( fasteners are complete and at no time should any loads greater than 5.Design mums trusses4.No load should be applied to eny component until after all bracing and 4.Installation of truss is tha are to be used in a nen.aee.tse environment, EXPIRES: 12/31/2016 design loads be applied to any component. and aro se"dry NU bet'of use. I.� TRANS ID LINK 8.eDeNgnsoeee ryeumesNgbea ng etagwppo sahaven.Shlmarxedgslf November 3,2015 • 5.ComWTrvs Me no control over and sones no reeponslbility for the necessary. fabrication,handling,shipment and Insfalatlee of components. 7.Design aswmo&adequate drainage Is provided. 6.Tina design h furnished cabled to the limitations set forth by B.Plates shall be bated on both laces ortruss,and placed so their center TPW,ICA In SCSI,copies of which veil be rumiehed upon request. (I S. nes einslde slrh(vInt of center flees. Digit Indicat MiTek USA Inc./CompuTrus Software 7.6.6(1L)-Z 10.For bees connector plate design values sae ESR-1311,ESR-1888(Moak) 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 elsBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-138) 172 6-5=( 0) 18 BC: 2x9 KDDF H1aBTR 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 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIF 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" -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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF 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 = 0.013" @ 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 c77 '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), r,., load duration factor=l.6, Truss designed for wind loads I in the plane of the truss only. M-4x6 .-t 44 11111111bftI\ boa 0 c -m'i r M-3x4 M-1.5x3 0 0 1 �� 6 O O 1 M-3x4 M-3x5 l l , l 2-03-12 3-01-13 0-06-07 b l ) y O PROF 1-00 2-05-08 6-00 13-06-o8 � nir " 3INE' -�,/ (PROVIDE FULL HEARING;Jts:2,7,9 -'�f p 6 � :8 782PE JOB NAME : 17-D POLYGON - DCJ3 Scale: 0.4797 yr,- " � (gyp WARNINGS: GENERAL NOTES, unties otherwise noted. 7 OREGON p`N. Truss: DCJ3 1.Builder and erection contractor ahold be advbed of al General Notes 1.This design a based only upon the parameters shown and Is for Individual '14), G4 fi Y 5 12.4z! and Warnings before constmdlan commences. building component.Applicability of design parameters and proper 'GY 2.204 compression web brewing mud be Installed where shown 5. Incorporation of component le the responsibility of the balding designer. 3.Additional temporary bracing to Insure etabilay during eonarudlon 2.Design assumes the top end bottom chords la be lalarally braced at is me responsibility of the erector.Additional permanent bracing of conte and al ltl o c.respectively,.plywood unless braced throughout their length by ��UL. `` DATE: 11/3/2015 the overall structure Is them responsibility continuoussheethingsuchas plywoodained g(TC)and/or drywall(BC). epon ay of the building designer. 3.201mpact bridging or lateral bracing required where shown«« SEQ. K 15 0 5 0 19 4.No load should be applied to any component until aper all bracing and 4.Installation of truss Is the responsibility of the respective cogged°, fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used In a noncurrodve environment, TRANS ID: LINK design bade be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2(S1 6 5.CampuTrus has no control over and...times no responsibility forme 6.Design assumes NO bearing et all suppose shown.Shim or wedge if November 3,2015mmula fIGJ G«.7 7LV febdntion.handling.shipment and Installation of components. ry' 8.This design h Nmehed saNect to the limitations sat forth by 7.Design"cornea adequate drainage le provided. 8.Plates Shall be located on both faces of truss,race.c and pieced so their canter TP WJfCA in BCS(,copes of which will be furnished upon request. lines coincide with Joint ceder Imes. 9.Digits Indicate size of plate In mites. MlTek USA,Inc./CompUTfU8 Software 7.6.6(11}Z 10.For basic connector plate design values see ESR-1311.ESR-1888(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 LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(-101) 156 7-6=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-239) 97 6-8=(-160) 292 6-3=( 0) 50 3-4=(-162) 130 3-8=(-257) 170 WEBS: 2x4 KDDF STAND LOADING 4-5=( -58) 25 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 = 42.0 POE 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" -30/ 383V -68/ 207H 5.50" 0.61 KDDF ( 625) 5'- 5.6" -8/ 126V 0/ OH 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. POND. 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" IMAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed= 0.339" MAX HORIZ. LL DEFL = -0.011" @ 5'- 5.6" MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" 12 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x(- /7, ", iM-3x9 M-1.5x3 x5 y Jr y Jr 2-03-12 3-01-13 0-06-07 ; y ), y �RcO P R Oi 1-00 y y 2-05-08 5-06-03 C."C. GINE cj 6-00 y 1-11-11 <e'� /� �� (PROVIDE FULL BEARING;Jts:2,8,4,5 IkJ( " GS f1'7 CS 217 L'. ��"" I�.0• • JOB NAME: 17-D POLYGON - DCJ4sale, 0.3827 r WARNINGS: GENERAL NOTES, unless otherc4ae noted '(�.e �4t O, REGONIff©� 1.Builder and erection contractor should be edvieed dell General Notes 1.This design Is based only upon the parameters shown end Is for an individual V� `,,: {� V Truss: DCJ4 and Wandngs before construction commence. buliding component.Applicebiitty of design parameters and proper � Y ' 2.2a4 compression web bndng must be Insialbd where Maven i. Incorporation of component b the rosponeiblity of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me lop and bottom chords to be laterally brood at p Jh u t �� is the responsibility f the erector.Additional permanent bracing of c ntinc.and al f e hino.creach as ply unless a braced(TC)smiler their dry el(B). PAUL Ay o Pa continuous sheathing each as plywood shsalMnB(TC)andro!drywaA(BC). DATE: 11/3/2015 the overeg structure M the reeponeibllty of the building designer. 3.2a Imped bridging or lateral bracing required Aber.shown c a SEQ. 4.No Toed should be epplbd to any component until after all bracing and 4.Insfapatlan of truss b the responsibility of the respective contractor. TRANSID: LINK fasteners ere compete and at no time should any loads greater than 6.Design assumes trusses are to be used b e nonSanoWe environment. EXPIRES: 12/31/2016 design beds be applied to any componentt antero for assudry mes NI use. G/t7 GV t� I D: 5.CompuTne has no control over and assumes no responsibility for the e.recesssign assumes Nl bearing al all supports shown.Shim or wedge g November 3,2015 leery. fabrication,handling,shipment end bsieletion of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be located on both fads of truss,and paced so Meir center TPWOrCA M SCSI,copes of which will be famished upon request. lines coincide with Joint center linea. 9.Digits indicate eke of pate in inches. MITek USA,Inc./CompaTrae Software 7.6.6(1L)Z t0.For bask connector plate design vetoes see ESR-1311,ESR-7888(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 B16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 RODE 818BTR 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" -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 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. 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 = 0.078" 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=1.6, Truss designed for wind loads in the plane of the truss only. ut rn ti 1111111111110020 NEM04 M-3x4 l y l 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,4 mac ' ,GN$.• :9782PE JOB NAME : 17-D POLYGON - K1 ,,,� Scale: 0.6725 'T- WARNINGS: GENERAL NOTES, dd..otherwise noted V ,`/ EGON Builder and erection contractor should be iodised of al General Notes 1.This design h based only upon the parameters Moven and H ler an Individual -7 - • EGON ,,•� N. Truss: K1 and Warnings before construction commence. building component.Applkabilby or design parameters and proper -{r 1J 2.204 compression web bracing mast be metalled where show„e. Incorporation of component I.me responsibility Orme building designer. �/,/�y r. ,�5 (�'. 3. • Additional temporary bracing to tenure stalky during construction Z Design and at 10 the lop.ct bottom choaCe braced la be laterally braced at 'l is the responalbltty of the erector.Additional permanent bracing of cess and at e.o.c.respectively unless braced throughout their length by { (� DATE: 11/2/2015 the overall struomre H the re alba f the buildingde Zn Int continuous sheathing such es plywood required ng(TC)and/or drywall(BC). PA UL ; spoil sy o signer. 3.2s Impact bridging or lateral bracing where shown+. SEQ.: K 15 0 5 0 21 4.No mad should be applied to any component until after all bracing end 4.Installation or hose la the responsibility of the respective contractor. Wieners are complete and al no time should any mads greater than 5.Dealgn assumes trusses are to be used in a non-corrode environment, TRANS ID: LINK design bade be applied to any component. etre are ror"dry eanenkn^otuse. ID: 5.CompuTrua has no control over and assumes no responelbitty ler the 6.Design assumes awmes NN bearing at at supports down.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation or components, ry. 7.Design haw adequate trna..d. November 3,2015 S.This design Is furnished subject to the limitations est forth by S.Platen shell be kilted on both faces of truss,and placed w thele center TP W*TCA In SCSI.copies of which all be furnished upon request. line coincide with joint center lines. MITek USA Ince/Com uTrus Software 7.6.6 1 L 9.Digits late con sin r pdesignts inches.values P ( FE 1 Dor bait connector sin plate values see E8R•1377.ESR.i gee(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: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=( -84) 149 7-6=( 0) 18 BC: 2x9 ROOF H16BTR SPACED 29.0" O.C. 2-3=(-224) 98 6-8=(-133) 231 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-236) 199 3-8=(-296) 142 LOADING 4-5=( -90) 59 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 = 42.0 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" f I MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed= 0.254" 5 -/ MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed= 0.339" MAX HORIZ. LL DEFL = 0.010" @ 5'- 5.6" P MAX HORIZ. TL DEFL = 0.013" @ 5'- 5.6" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.50 17 Wind: 140 mph, h=24.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, tiTruss designed for wind loads in the plane of the truss only. cn0 tip M-4x6 3 WINIIIINIMIN ' �O .. _, o A I-- ---- e� d M-1.5x3 o = 7 I I M-3x4 M-3x4 M-3x5 y l l l 2-03-12 3-01-13 0-06-07 ,c iD PROF $N 1-00, 2-05-08 7-06-03 y ��j N(jiIN4-- /0 6-00 y 3-11-11 (,? 9 'PROVIDE FULL BEARING;Jts:2,8,4,5 1 . 8782SE • • JOB NAME: 17-D POLYGON - DCJ5 ,✓�G' ` 'M Scale: 0.3331 ,,ye �y �r WARNINGS: GENERAL NOTES, unless°therseenoted. +�,,. �2 OREGON 9' 1.Builder end erection contractor Should be advised of e1 General Notes 1.This design Is based only upon the parameters shown end is for an individual X.,,tJ ^ r V�� Truss: DCJ5 and warnings before cooMuction commences. building component.Applicability of design parameters and proper 7 'l J 2.204 compression web brectng sad be**tilled where shown+. Incorporation of component Is the responsiblity of the building designer. /♦�•e. 3.Additional temporary bracing b Inure stebdty during conettudbn 1.Design assumes the lop and bottom chords to be laterally bracod et "1 P w U Lz ad �` Ie the responsibility of the angor.Additional permenerl bracing of osntls and et 1m n.o.reapectWely unless brined throughout their length by J4{ DATE: 11/3/2 015 the overall structure is the responsibl f the buildin designer. Mmuoue Mgingl or Weis l b pdng requirede sheathing(TC)where s ownandr+drywaA(BC). responsibility e g A 2a tinged bridging or Wesel bredng there shown++ S E K 15 0 5 0 2 2 4.No bad should be applied to any component until after all bredng end 4.Installation of buss Is the responsibility of the respective contractor. f p 12/3112016! /Y�1 ry({{�! 4' feetenere are complete and et no time Mould any bade greater man 6.Design e.wmo trusses are to be used in a non-corrosive environment, EXr f R ES: i G/J 1 LL4J 1 V. esign bade be applied to any component. end are for^dry condition'of use. TRANSD.S ID: LINK 5.CompuTrrushes nocontrol over and assumes noresponsibiinyfor the 8.DesigneeumesNNbeatlnpateAwpporiashown.Shlmorwedgaif November 3,2015 essry fabrication,handling,shipment end instanetion al components. 7.Design sewmeladequate both Page Is prodded. 6.This design h furnished coped to the limitations set forth by e.Pietas shell be located on both faces of truss,and pieced w their canter TPIIWICA in Blot.copies of which MMI be furnished upon request. lines coincide with joint center lines. 9.Digits indicete size al plate in inches. MiTek USA,Inn./CofnpuTrus Software 7.6.6(1L)-2 10.For bated connector piste design values see 680-1311.ESR-1988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" TC: 2x9 KDDF 5l&BTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=10 2-9=(0) 0 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-87) 63 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 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE 0'- 0.0" -37/ 333V -31/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSI' 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 pal) 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 12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 8.50 V MAX TC PANEL LL DEFL = 0.032" @ 2'- 5.9" Allowed = 0.285" 3 -/ MAX TC PANEL TL DEFL = 0.030" @ 2'- 5.9" 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: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (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. M Ic- O M-3x4 J• 1 y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 .<(''''IL3GlZE?: (51.:f0 " 89782PE 9< JOB NAME : 17-D POLYGON - K2 "... Scale: 0.6723 ", Coe WARNINGS: GENERAL NOTES, unless chemise noted: N. Truss: K2 1.Ballast and erection contractor should be advised of all General Notes 7.This design is weed any upon the parameters Shawn.nab for en Individual OREGON and Warnings before construction commences. building component.Applkabllly of design paremetent and proper O 2.2x4 compression web bracing must be instated where shown s. incorporation of component b the responsibility of he buliding designer. 3.Additional temporary bracing to insure stability during construction 2 2. s e,and sl i D the top and bottom choke to be laterally braced at 'g/,.v �q R y 4 e Is the responsibility of the erector.Additional permanent bracing of 7a.c.and al l0 oc.such unless braced throughout their length by +r� 1 DATE: 11/2/2015 the overall structure Is the respunsIblty of he building designer, 3 continuousctr sheathing ng such ae plywood requiredsheething(TC)antlror dryweA(BC). �y '.+t SEQ. : K 15 0 5 0 2 3 4.No bad should be applied to any component until after all bradng and 4.Installation or truss N heIsterelsponsibiiybracing the respective where l"mndor, lJ L fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nonarrssN.environment, TRANS I D: LINK design toads be applied to any component. and are for'dry contlhlon^of use. 5.Comp-Fru,nee no control over and assumes no responsibility forms S.Design assumes Mi bearing at al supports shown.Shim or wedge if EXPIRES:. 12/3112016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.Thbdesign is furnished subject tothe limitations set bnhby S.Plates shall belocated enboth faces oftruss,and placed so their canter November 3,2015 7piMlrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Mi7ek USA,Inc./CompNTrus Software 7.6.6(1L}E 9.Diggs indicate size of piste h inches. 70.For bask connector plate design values see ESR-1311,ESR-1088(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 65 2- 8=(-100) 160 8- 7=( 0) 18 SPACED 29.0" O.C. 2- 3=(-267) 151 7- 9=(-157) 248 7- 3=( 0) 50 WE: 204 KDDF ST&NDA 3- 4=(-291) 257 3- 9=1-269) 167 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-163) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP 5- 6=( -54) 25 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 LL = 25 PDF Ground Snow (Pg)OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -27/ 379V -103/ 3078 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.6" -13/ 123V 0/ 0H 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 KDDF ( 625) 9'- 11.2" -137/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 11'- 11.7" -22/ 36V 0/ OH 1.50" 0.06 KDDF ( 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 f '1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 6 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 windforceresisting 128. system and components and cladding critezla. Wind: 140 mph, h=29.Bft, TCDL=4.2,BCDL6,0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ^nload duration factorl.6, Truss designed for wind loads o in the plane of the truss only. M-4x6 50o-, OMMEMMEMONM /7,, ." M-1.5x3 8413x4 M-3x5 Jr y l l 4,<(:" �v0 P R oFt. 2-03-12 3-01-13 0-06-07 y1-00, 2-05-08 y , 9-06-03 y <C �NGI(V fiR J°�. 6-00 5-11-11 8'782PB 1` 'PROVIDE FULL BEARING;Jts:2,9,4,5,6 I JOB NAME: 17-D POLYGON - DCJ6 Scale: 0.2904 GENERAL NOTES, unless olherwdee noted �l 1'J/' OREGON N. WARNINGS:: w 1.andderend s before contractor shouldsen be!idolised of el General Holes 1.This building is based only upon the perameters shown and is for an Applicability of design parameters and proper individual .11 A L`y n: ' '6 Truss: DCJ6 and warm tie b.o e.onan dlea commences. incorporation of component le the reeponsibNy elfin.building designer. I kii r7 2.204 compresalon web bndng must be Installed where shown v. 2.Design assumes the lop end bottom chords to be laterally braced at • .�. L '� 3.Additional temporary bracing to insure stability during construction7 c.c.and at/0 o.c.respedivey cantata braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryea8(BC). DATE: 11/3/2015 the overen eWsture Is the reeponeiblty of the building designer. 3.20 Impact bridging or Mterel bredng required wines shown w• SEQ.: K 15 0 5 0 2 4 4.No load should be applied to any component unto eller a8 bradng end 4.Installation of truss is the responsibility of the respective contractor. C fasienera are complete and et no time should any loads greater than 5.Design assume.trusses are to be used in a noncorrosive environment, EXPIRES: 12/31/2016. d=eign loads be applied to any component. end are assumor'dryes condition.Wars of use. TRANS ID: LINK sons 8.DseignaxumesNnbsertngalelsupports Mom.Shim orwedge d November 3,2015 5.ComWTro•M.ne control over and wanes no responsibility for m. November fabdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitatlene set forth by 8.Plate..hell be located on both lases of tone.end placed so their center TPUWTCA in SCSI,copies of which wit be furnished upon request. lines l Jointth Bi . Digits of nes S. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}Z 18.For basic connector plate design values see E5R-7311.ESR-1888(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=( _ BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 49 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. DON. 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: 18.0" 0.0" TOTAL LOAD = 42.0 PIF 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) 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. I BOTTOM CHORD CHECKED FOR 10PSF 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" T f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 8.50 17 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, "V (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. N CDI rn CD 1 ? ti 1 o 11111.-- 1R44 M-3x4 1 l ) y 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 16-00 <<' ,i1,Ep PR 0s6' NGIN ,`T r0 4t :9782PE ��` JOB NAME : 17-D POLYGON - DJ1 • �,, Scale: 0.6434 ,.. WARNINGS: GENERAL NOTES, urges.otherwise noted, 7 �. 17;:!iir Truss: DJ1 I.Builder and erection contractor should be advised of all General Notes 1.This design Ie based only upon the parameters shorn and h for an individual y R N V� and Warnings before construction commence° building component.Applkebllty of design parameters and proper 2.1x4 compression web bracing must be Instalbd where shown• Incorporation of component la the responsibility of the building designer. ...[) �+ 3.Additional temporary bracing to Insure°bbglty during construction 2.Design assumes the rap and bottom...b,to be laterally braced et 7�(*/ �. '�J k the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10 a.0.respectively unless braced throughout their length by •F DATE: 11/2/2015 the overall structure k the re continuous sheathing such as ptyheod sheathing(TC)and/or drywad(BC). t'.1� responsibility of the building designer. 3.2e Impact bridging or Wend bractng required whore shown•♦ `y SEQ.: Ki5 0 5 0 2 5 4,No load should be applied to any component until after all bracing and 4.Installation of true°Is the responabiny of the reepedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonaorrostve environment, TRANS ID: LINK design loads be applied to any component. and are for^dry condition.of use. 5.Comma=has no control over end assumes no responsibility for the 6.De qgn assumes NI bearing al all supports shown.Shim or wedge I! EXPIRES: ' e / /201_ fabrication,handling.ehipment and Installation of components. cessary' 7. assumes adequate drainage leprovided. November 3,20156.Ibis design b furnished subject to the limitations eel forth by S.Plates Mail be orated on both faces of truss,and placed w their center TPINJICA In BCS',copies of which wll be furnished upon request. lines colndde with joint center lines. MiTek USA Inc./Com uTrue Software 7.6.6 IL 9.Digits Indicate We of plats in inches. p ( 10.For bask connector phle design values see ESR-1371,ESR-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/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF )15BTR SPACED 24.0" O.C. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"OC. SON. 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 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 O'- 0.0" -36/ 902V -50/ 155H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.7" -90/ 160V 0/ OH 1.50" 0.26 ROOF ( 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 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 -/ 12 , Design conforms to main windforce-resisting 8.50 �) 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 in the plane of the truss only. N O r I To I li -, 1,,, 1 1 1 1-00 6-00 ,0 PRppps� (PROVIDE FULL BEARING;Jts:2,9,3 Nr _`G INEl;) �/ 1. J 88j9782 P E 17 <' JOB NAME : 17-D POLYGON - DJ3 • -. • Scale: 0.5081 / WARNINGS: GENERAL NOTES, unless other0Aee noted Gr' OREGON (ll }41 --^ 1.Builder end erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and is for an indivldual /f "9,4,,,OR. OI I t� dye,. Truss: DJ3 and Warnings before con.trudlon commences building component.Appllcabllfy of design parameters end proper + �J ,,s 2.2s4 compression web bracing must be Installed where Mown i. Irworporatlon of component h ms raeponstbltiy of the building designer. �' Al�j v .{ = - • 3.Additional temporary bracing to Insure stability during construction 2.Design sant I N the top and bottom choles to be laterally braced at '7 al ! Is the rasponstMlly of the erector.Addtibnal permanent bracing of 2 o.c.and at 10 cox.rsapectNey unless braced throughout their length by t genions continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PA U w"e' *'' DATE: 11/2/2015 the overall structure is the responsibEty of the building designer. 3.2a Impact bridging or lateral bracing required where shown c o 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the reaponslblity of the respective contractor. S E Q e K I S 0 5 0 2 6 fasteners ere compete and at no time should any loads greater then 5,Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. .ed are assumes n. of use. 5.CompuTrus hes no control over end assumes no responsibility for the 0.Dos/ho assume,mit bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 B.ThIs design is furnished subject to the limitations set forth by B.Plates shell be located on both faces aquas,end placed so their center TPIWECA kr BCS),copies of which w91 be Nmlehed upon request. lines colndde with taint center Ones. B.Digits Indicate etre of pieta in Inches. MITek USA,Inc./CompiTrus Software 7.6.6(1L(E 10.For baste connector plate design values see ESR-1311,ESR-1888(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 k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF 61&BTR SPACED 29.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -29/ 378V -67/ 2005 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" -187/ 338V 0/ OH 1.50" 0.43 RODE ( 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 g (- 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" wMAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.672" I MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 8.50 I7 3 Design conforms to main windforce-resisting Wsystem and components and cladding criteria. I Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, No Truss designed for wind loads I in the plane of the truss only. 0 0 cn o f1 c I� o �s0 8�� 0 M-3x4 y 1-00 1 6-00 y 1-11-11 y PRQFFs. 'PROVIDE FULL BEARING;Jts:2,5,3,4 I , r(5', ..°. `.c 9782PE '7 PE JOB NAME : 17-D POLYGON - DJ4 • y. Sale: 0.9684 ,y alfWARNINGS: GENERAL NOTES, otherrnee ted y • EGON N. Truss: DJ4 1.Builder and erection contractor should be advised of all General Notes 1.his design a based only upon the parameters shown and is for an Individuale" and Warnings before construction commences. building component.Applicability of design parameters and proper r0 2.2.4 compreWon web bracing must be Installed where shown.. incorporation of component Ie the responsibility of the bn01eg daalgner. ,�[) ''''IP 4 (,+ E Design assumes the top and bottom chords to be IateroD/braced at .T 'l 'J NI 3.Additional temporary bracing to Insure.tacitly during construction Y o c.end et I0 o.c respedNaly unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bredng required where shown a e /�.l J.,,,,. SEQ. : K1505027 4.No load should beapplied toany component until alter all bracing and 4.Inelaletion of Ire.,I.the reepanisbRty of the neeped/ce 005,505,. fa.tenere are complete and at no lime should any loads greeter than 5.Design eseumes hews are to be used in a noncarroehe environment, TRANS ID: LINK design lads be applied teeny component. end.,.far"dry eondltlon of ass. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes NI bearing el all supports shown.Shim or wedge If EXPIRES:: 12/31/2016 fabrication,handing,empment and Inaleletlon of components. necessary. '.ad.shallgn b el adequate ooth face Is provided. November 3,2015 8.Thle design la furnished pment la In limitations est pon by 8.E Plates shall be located n both laces of rrus,and placed eo their venter TPWVTCA in SCSI.topics of which vnl be furnished upon request. lint coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 1 7.6.6 L S.Digits Indicate else of plate in Indus. F ( )"E f B.For bask connector pate design values see ESR-7311,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 #1&BTR 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=(-267) 244 3-4=( -98) 45 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -84/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PDF 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -I 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 = 0.047" @ 3'- 9.9" Allowed = 0.448" �� MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 711°11111111.T. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=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 oin the plane of the truss only. I N0 rn0 c I 1o y y ) 1-00 6-00 3-11-11 ,- 9b _`GIEe. / (PROVIDE FULL BEARING;Jts:253,4 � t., 89782PE r JOB NAME : 17-D POLYGON - DJ5 ... ..-..."<?':. """ • Scale: 0.4074 - MIN WARNINGS: GENERAL NOTES, unless otherwise noted C OREGON 10 1.Builder and erection contractor should be advised of a8 General Notes 1.This design i based only upon the parameters shown end is for an individual 17 - c;',. �. Truss: DJ5 and Warnings before construction commenced building component.Applicability of design parameters end proper {� �y 2.2,4 compression web brsdng must be installed Where shorn v. incorporation of component is the responsibility of the building designer. .9 �AO u4 AY ,'t FJ 2 3.Addronel temporary bracing to insure stability during consirucllon 2.Design assumes me lop and bottom drorde to be laterally braced et Is the responsibility f me erector.Additional permanent bracing of T o.c.and at 10 0 o.resped.ely unless braced throughout their length by Ry ocontinuous sheathing such as plywood sheath ing(TC)end/or drywal(BC). �+ A 1 I l '�' DATE: 11/2/2015 the overall structure k the responsiblily or the building designer. 3.5 Impact bridging or lateral bracing required wnere shown•+ �"'1 l/L SEQ.: K1505028 4.No load should be applied to any component until after all bracing end 4.Installation ofPusnhsthe e�nsibbe�Myaftinanfeo��tivve contractor. environment, fasteners are complete and at no time should any bads greeter than g end are for"dry condition"or use. TRANS I D: LINK design loads be applied to any component. 5.CompuTms has no control over and assumes no responsibility for the s.Daren ary me.lad bearing at al supports shown.Shim or wedge if 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 subled to the limitations eat forth by 8.Plates shall be iodated on both faces of tons,and placed so their center TPPWTCA in DC51,copies of which'Alba furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E to.For bale 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 9'- 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 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-346) 243 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-201) 91 LOADING 9-5=(-131) 0 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" 24.0" 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/ 389V -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 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. 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" 9 2'- 11.9" Allowed = 0.672" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" 12 8.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, oEnd vertical(s) are exposed to wind, russ designed for wind loads in the plane of the truss only. 1014,,,,,7, M-3x4 ) 1 y h 1-00 6-00 5-11-11 y co�� G N �ssr�j 'PROVIDE FULL BEARING;Jts:2,6,3,4 I f.. 15) I_ 9782PE mac"` JOB NAME : 17-D POLYGON - DJ6 .r ,,,, Scale: 0.3565 WARNINGS: GENERAL NOTES, unless otherwise noted p/ Cl')M Truss: DJ6 1.Builder and erection contractor should be advised elaA General Nates 1.TIM dsapnI.treed any upon the parameters.Frown and is term individual ORE ON N. and Wamings before conMuction commences building component.Applksblley of design parameters and proper 2 2.Di4 compression web brodng must be ketelbd where shown« Incorporation of component is me responsibility of me building designer. y/�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top ash bottom shores to be laterally gha braetl et �/A 4P �I d ¢�. Is the re°ponPbllly of the erector.Additional permanent bracing of 7 o.c.end at IS c.c.respedNey unless braced throughout their length by I�+ i f DATE: 11/2/2015 the overall structure lathe ro continuous sheathing such as plywood ehealhing(TC)and/or drymc9(BC). [] eponcblgy of the building designer. 3.24 Impact bridging or the Were'bracing required where shown..• PA UL ``� SEQ.: K 15 0 5 0 2 9 4.No bad should be applied to any component until ager all brodng and 4.Installation of true h thresponsibility of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes Misses are to be used in a non-conoeNe environment, TRANS ID: LINK design tsadsbe applied teeny component. and a,.Iar'dty onndlttan at a... 5.CompuTrue has no control over and assumes no rsoneibllay for the 6 nneceegy' sse••^'^°'ml bearing al ail supports Nom.Shim or wedge B EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. e.This design S furnished°ubl•c to m•limitations set forth by S.Platesnsassumes all be loadequate f due both rags o truss, nd placed so their center November 3,2015 TPIMTCA in SCSI,copies of which will be furnished upon request. time coincide with joint center lines. Wel(USA,Inc,/CompuTrus Software 7.6,7(1LFE 9.DOM lndicsle ales of plata In inches. 70.For beak connector plate design value.see ESR-1311,ESR-1958(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 #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. 3-4=(-227) 182 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -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 POP 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" -24/ 378V -121/ 3605 5.50" 0.60 ROOF ( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 5 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 system and components and cladding criteria. 12 8.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, Truss designed for wind loads to o in the plane of the truss only. I co 0 3 0 .-i rn 0 I Ilea 6".vim I M-3x4 ¢0O PROp y S y y y 7-11-11 )5,? 'PROVIDE { \G1NE�(T ei '� 1-00 6 00 V (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I :.9782 P E r. JOB NAME : 17-D POLYGON - DJ7 �G3e_ie�! G Scale: 0.3124 • ,, WARNINGS: GENERAL NOTES, unless otherwise noted ." ('1,p C'f�/11�1 Ay� 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an Ind:vauel /14,,,,,,, v VOREG 1GOJ�)VVr" Truss: DJ7 end Wamings before construction commences building component.Applicability or design parameters and proper �_ �,3T,� 2.2a4 compression web bracing mud be Installed Where shown*. DesignIncorporation of component la the m responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumesat19 the lap and respectively bottom chords ler to d throughout aterally braced enby _l la the responsbllty of the erector.Additional permanent bracing of T oen ant et a hin.rsuchas ply unless breced)TC)enitheir length). k PA U L Q' continuous sheathing such as plywood sheathing(TC)anNor drywaA(BC). `` DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral brsdng required where shown w a S E K 15 0 5 0 3 0 4.No bad should be applied to any component until ager all braang and 4.Inetaudion of truss is the respondbiny of the respective contractor, 4• • fasteners ere compete and at no time should any bads greater than 5.Design assumes trusses are to be used in e non-corn/eke environment design bade be applied to any component. end are ler"dry condition"of use. TRANS ID• LINK 6.Design ateume.Nibearing atalsuppodsshasmShim orwedge g EXPIRES: 12/31/2016 8.CampuTrue hes no control over and assumes no responsibility ler Me necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished ped M the limitations set beth by a.Plates shag be located on both feces of truss,and placed so their center TPNMCA in BCSI,copies of which sill be fumbhed upon request. 9.(Diels minicab ncide lth jai t int cea terllines. MITek USA,Ina./COmpuTnus Software 7.6.6(1L)-E I0.Far basic connector plate design values see ESIf.131t,ESR•1S88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1=2=( 0) 65 2-7=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-451) 431 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=(-283) 290 LOADING 4-5=(-166) 131 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+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 = 92.0 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/ 414H 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" -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 1OPSF LIVE LOAD. TOP 13'- 11.2" -150/ 231V 0/ OH 1.50" 0.30 ROOF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -21/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 8-01-08 7-10-03 d 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" MAX TC PANEL LL DEFL = 0.051" @ 3'- 7.9" Allowed = 0.449" MAX TC PANEL TL DEFL = -0,061" 8 2'- 11.9" Allowed = 0,673" MAX HORIZ. LL DEFL = -0,008" @ 15'- 10.9" MAX HORIZ. TL DEFL = =0,008" @ 15'- 10,9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.50 4 Wind: 140 mph, h=26.2ft, 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, N Truss designed for wind loads a in the plane of the truss only. 00 0 I 3 , o, o I M-3x9 C ft i`9, � PROFA.,,� 1-0a 6-00 j.)' 9 11-11 y C>NG(NE��9 ,/p (PROVIDE FULL BEARING;Sts:2,7,3,9,5,6 I -$7 89782PE v- JOB NAME : 17-D POLYGON - DJ8 . •` Scale: 0.2684 _w1 r WARNINGS: GENERAL NOTES, unless otherwise noted /7. Truss: DJ 8 1.Builder and erection contractor Mould be advised of an General Notes 1.This design Is based only upon the parameters shown end h for an lndlvmuel ,/ OREGON '' and Warnings before construction commences building componentApplkabllly of design parameter.and proper Q �}. 2.244 compression web bracing mart be inhaled where shown.. incorporation of component k the reeponsibEty of the building designer. .,a) 3.Additional temporary bracing to Insure rtabllMy during canshocllon 2.Design down Sl i p the top and bottom chords to be laterelfy braced at 'Ar 4 L,gRY A 5 2 '' Is the responsibility of gra erector.Additional permanent bracing of 7 a.c.and et 10 o w raapsdwaty unless braced IhroughoN Ihelr length by Thi. DATE: 11/2/2015 the overall structure k the re continuous sheathing such es plywood sheetmng(TC)and/or drywm(Bc) `' 4'.+L C3 responsibility of the building designer. A I d/Impact bridging or lateral bracing required where Mown++ 11 SEQ.: K 15 0 5 0 31 4.No load should be applied to any component until after an bracing and 4.Installation of truss k the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used in a non<orrosWe environment, TRANS ID: LINK design had,be applied to any component. and are lon'dry aondEon'of see. 5.CompuTrus hes no control over and assume no roeponaibllity for the 6. Design egn...sswmes full baring at al supports Mown.Shim on wedge H EXPIRES: 12/31/2016 fabrication.handling,Mnl ipmeand Installation of components. ry' 8.This deign is furnished subject to the limitations set forth by 8.plates shalt be locateduon both facesdrainage'o truss,and placed so their center November 3,2015 TPUWICA In SCSI,copies of which will be fumkhed upon request. lines coincide with Join canter lines. ts MiTek USA,Inc./CompuTfus Software 7.6.6(1 L} to.For E 9. b mdlofa size of plate In Inches, basic connector piste 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 #103TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 3-4=(-333) 292 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-229) 190 BC LATERAL SUPPORT <= 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 PUP 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 -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 ROOF ( 625) 9'- 11.2" -157/ 228V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -193/ 2910 0/ OH 1.50" 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -65/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. $-01-0$ 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" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=26.9ft, TCDL=9.2,BCOL6.0, ASCE 7-10, 12Exp.B, MWFRS(Dir), 8.50 load durationfactorl.6,'7/ Truss designed for wind loads 0 in the plane of the truss only. 0 M-3x5(S) 3+ N 3 0 CD ra �y oo I M-3x4 _ �`0 c PROF&, l y l y 6 4, (IV S CR V/0 1-00 6-00 11-08-15 /y, «/y ,,�yv }1+- 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 4`. 8.9 82 P` r- • JOB NAME : 17-D POLYGON - DJ9 .t..• Scale: 0.2451 �ry WARNINGS: GENERAL NOTES, unless otherwise holed ., OREGON f4 1.Builder and erection contractor should be advised of el General Nates 1.This design is based only upon the parameters shown and Is bran individual 7 OR GON V f^� tC}.. Truss: DJ9 and Warnings before construction commences. building component.Applicability of design parameters and proper 04 V 2.284 compression web bracing must be Installed where shown+, incorporation assumes a component la the responsibility a the auim g designer. temporary bracing to Insure stabil) during construction 2.Design assumes Iha tap and bosom choNs to b•laterally braced H J.Additional tem N z ox.and at 19 o.c.respectively unless braced throughout their length by AY A5 Sl Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhOp(TC)and/or dryval(BC). /r PA U1. `, DATE: 11/2/2015 the overall sbudure la the responsibility of the building designer. 3.2<Impact bddging or lateral bracing required where shown++ SEQ. : K1505032 4.No toad should be applied to any campooent untIl aCer all bracing end 4.Installation tsga8 of ge buss Is fthe h neaau�eventracto. fasteners aro compete and at no time should any loads greeter than and are for^dry condition"of use. TRANS ID• LINK design CmpuTandresponsibilityadsbeappliedtoanycomponent. 8.Design aseameefulbearingatallsuppodsshown.Shim orw,edgeB EXPtRES: 12/31!2016 6. ampuTrus has rw control over eassumes noresponsibility for Ne ndeepary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subled to the limitations set forth by 8.Plated shall be located on both faced of truss,and placed so their center TP WJTCA in SCSI,copied of which MI be furnished upon request. lines lines. 9.Digits Indicate of plate t Melte.. MITek USA,lnciCompuTrue Software 7.6.6(11_)-E M.For bask connector piste design values see ESR-1311,ESR-1988(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 LOAD DURATION INCREASE = 1.15 1-2=(-376) 357 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-215) 169 3-4=( -79) 55 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -112/ 3039 5.50" 0.38 KDDF ( 625) LL = 25 PIP 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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -154/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -60/ lOOV 0/ OH 1.50" 0.16 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. ' 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" MAX HORR. LL DEFL = -0.006" @ 13'- 6.8" MAX HORR. 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=4.2,BCDL=6.0, ASCE 7-10, 8.50 .1 (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 0 0 I 0 ti rn 7, p v.-. - 5'-'• -/ O M-3x4 QD PR ppSy y y G ' 6-0o 7-07-08 „,0 4 '7rp 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 ' w ..�",1, 8.782PE c` JOB NAME : 17-D POLYGON - EDJ /// /� • Scale: 0.3221 . • .4• � ' t' _ WARNINGS: GENERAL NOTES, unless°therutea noted 47 (y Truss: EDJ 1.Wider and erection cantrador should be advised of all General Nates 1.ThIe design Is based only upon the parameters shown end k for an Individual a "$? OREGON HT1 �.. end Warnings before construction commences building component.Applicability of design parameter.and proper " �(yy 2 2a4 compression web bracing must be Installed where shown+. incorporation of component Is Me responsibility of the building designer. (.+ . 3.Additional temporary bracing to inure slabilty during canstrudbn 2 Design assumes the top and bottom unless for to be laterally braced at 7�('+h Y '�J Is the roaponsibllty of the erector.Additional permanent bracing of 2'o c and at f CI o.c respectively unless braced throughout their length by •T DATE: 11/2/2015 the overall structure is the responsibility of the buildingdesigner. 2x Imps to sheathing later l b plywood required ethwhere)and/or n orywag(BC), V1/4 g 3.2a Impact bridging or latent bracing e siewn++ P/�..0 L , SEQ.: K1505033 4.Na bad should be applied to any component until after all bracing and 4.Instillation of bust le the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nantanoshe environment, TRANS ID: LINK design loads be.ppaed teeny rem nest and are for dryondnbnolusa. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes NA bearing at all supports nom.Shim or wedge if Po.ry. EXPIRES: 12!31!2016 fabrication,handling.shipment and Installation of components. 7,Design assumes adequate drainage le provided. November 3,2015 8.This design Is furnished cabled to the limitations sat forth by 8.Plates Mall be boated on both faces of buss,and placed so their center TPWAN1CA in SCSI,copies of rAyS will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indkate ales of plate In Inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1L}E 10.For beak connector plate design values sea EBR-1311,ESR-1988(MITek) 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 R16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF k1&BTR SPACED 29.0" 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 HORZ BEG 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 PSE 0'- 0.0" -60/ 293V -17/ 69H 5.50" 0.47 RODE' ( 625) 1'- 10.9" -59/ 5871 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. OND. 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" ..f fMAX 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=9.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r 0 Truss designed for wind loads in the plane of the truss only. N O o1 O ti m f o I of 0 1 M-3x4 l l l 1-00 3-07-04 (PROVIDE FULL BEARING;Jts:2,3,9 I 45.0) PROFr 89782PE <" JOB NAME : 17-D POLYGON - EJ1 Scale: 0.6746 ...,..e. - _.. WARNINGS: GENERAL NOTES, unessothetwiea noted 6/ OREGON/'y(�� 40 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Moven and is for an individual J O REGO A V (^�E �}„ Truss: EJ1 and waminga before conatrudioncommerwas. building component.Applicability of design parameters and proper �r''6 ff, v [ 2.2.4 compression web bracing must be installed where shown.. Incorporation of component m the responsibility of the building designee `�� q �.:.:,� ` t'. 3.Additional temporary bracing to insure stability during conrnrction 2.Design and 0119umes the top and bottom cholla m be Irately braced et _4'Cr lathe responsibility of the erector.Atltlglenal M bracing of T o c.and at id o c.ranch Oe respectively unless baud throughout their length by V germane contmuous sheathing ouch as plywood ng(TC)and/or drywell(BC). A I I l DATE: 11/2/2015 the overall structure h the responsibility of the building designer. 3.2,Impact bridging or lateral baling required where shown.. �"1 V 1". SEQ.: K 15 0 5 0 3 4 4.No bed should be applied to any component until alter all bracing end 4.oste iln goon oomwesryesths responsibility ya the respective contractor.n a for nem, fasteners are complete and at no time should any beds greater thea and are for"dryes crusecondition.of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports Moven.Shim or wedge H 5.CompuTrus has no control over and assumes no responsibility for the a sari, EXPIRES: 12/31/2016 fabrication,hendling,shipment and Installation of components. 7.Design assumes adequate drainage A provided. November 3,2015 6.This design Is furnished cabled to the limitation set forth by e.Plates shag be located on both faces of truss,and placed so their venter TPINJTCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Diggs indicate size of plate in Inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 1o.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'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 810BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=2-9=(0) 0 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=(-83) 58 TC LATERAL SUPPORT <= 12"OC. DON. 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD = 92.0 PSF 0'- 0.0" -51/ 329V -32/ 108H 5.50" 0.52 KDDF ( 625) 3'- 4.5" 0/ 99V 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 29 "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 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" 3 MAX TC PANEL LL DEFL = 0.024" @ 2'- 3.7" Allowed = 0.264" 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" 6 Design conforms to main windforce-resisting system and components and cladding criteria. 57 o Wind: 140 I mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. of ,y- 0 I o 1 M-3x4 l l 1 , 1-00 3-07-04 0-04-07 (PROVIDE FULL BEARING;Jts:2,4,3 I OPR t.,\GIN / 2 9782PE -57v'" JOB NAME : 17-D POLYGON - EJ2 'ry Scale: 0.6749 IrWARNINGS: GENERAL NOTES, unless othenwiae noted. _J. Truss: EJ2 1.Builder and erection M ancontradar Mould be adviseddaft General Notes 1.This design Is based Dray upon the parameters shorn and h for an Individual 7 OREGON ', and Waminge beton construction commences. building component.Applicability or design pameten and proper 2 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction Z•Design at i l the top and bottom choke to be htanly braced et 'Cr/* - \I +�5 f� Ie the reaporMMiy of the erector.Additional permanent bracing f 7 ex.and at 10 o w rply unless braced(TE)and/or throughout their length by '�+/,,. ! Yf • DATE: 11/2/2015 the ovens structure is me napanshu g a 20continuous sheathing such as plywood Meemmg(rc hear,C arywag(Bc). '1. �(,I L OL 8y of the building designer. 3.Zt Impact bridging or lateral bracing required where Mown♦+ T SEQ. : K 15 0 5 0 3 5 4.No load should be applied to any component until after all bndng and 4.Installation of truss is the responsibility of the respective contractor, fasteners era complete and al no time should any loads greater than 5.Design assumes trusses are to be and In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end ere ten dry ceydylen"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design�aswmes Nu bearing al ail supports shown.shim or wedge if /�/ "� �j fabrication,handling,shipment and ln9Metlon of components. 7.Design saline.,adequate erelnega is provided. EXPIRES: 12/31/201" 8.This design is furnished subject to Me limitations set forth by 8.Plates Mall be located on both faces of Miss,and placed so their center November 3,2015 TPVWICA In SCSI,copies of which will be furnished upon request. lines colndde vMh Joint center lines. MiTek USA InciCompultus Software 7.6.6(1L(-E 9.Digits indicate ales of plata In inches. 10.For basic 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 4'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 WE: 2x4 KDDF 81613TR SPACED 24.0" O.C. Design conforms to main windfoxce—resisting system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, TOTAL LOAD = 42.0 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-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members (lion). 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 T 12 4.00 17 M-1.5x3 4 —/ . 3 ilt v1 1 r 0 I 2 .+ N m I 1 _I�� M-3x4 M-1.5 5x3 1 it I. 1-00 4-00 PRO R ppFssC �GINE� > c� R ,ct. :9782PE C` JOB NAME : 17-D POLYGON - Z1 . Scale: D.6405 WARNINGS: OThis dedesign iNOTES, uMaupon ae notedramete �v' 7?OREGON ON�yr7,� 1.Builder and erection contractor should be advised of all General Notes 1.This destgn b based only upon the parameters shown and 0 for an IndMklust G F1 Yt�4J�V �`JJ Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper [?s z.2a4 compression web bracing mus be Installed where shown Y. Incorporation or component la the responsibility Orme building eesgner. ARY 1 3.Additional temporary bracing to Insure stability during eensttucfon 2.Design and at1assumes the by and bottom chords b ba laterally brecad al .l Is the responalbllty of the erector.Addaionst permanent bracing of c ntinc.end N 1 g hin.reach pty unless braced(TC)and/or melt length). �l pe^^s^s continuous sheathing such as pywood sheathing(TC)endlor dryrnA(BC). � /•"�UL L`� DATE: 11/2/2015 the overall structure is the reaponcbllty of the building designer. 3.2x Impact bddging or lateral bradng required where shown•e S E K 15 0 5 0 3 6 4.No bad mould be applied b any component until after all bradng end 4.Installation of buss la the responsblity of the reepedlve contractor. 4•:° fasteners ere complete and at no time should any leads greater than E.Design assumes trusses are to be used in a non<onoewe environment, design beds be applied to any component. and ere for"dry condition"of use. /r��3.lc TRANS ID: LINK 6.Design assumes ful bearing at al supports shown.Shim or wedge if EXPIRES: 231120 IV 6.compuTrua has no control over and assumes no responsibility for me nscassa, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished suited to me limitations set forth by 6.Plates shall be located on both faces of toss,and placed en their center TPlWTCA in SCSI,copies of which MI be furnished upon request. iines coincide Dlesoi Digits nbete sin load center of inrlines. inches. nness. MiTek USA,inn./CompuTrus Software 7.6.7(1L)E I N.For basic connector plate design values see ENR-7317,ESR•1B88(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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 144 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -55) 25 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 BAG 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) 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. '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 TC PANEL LL DEFL = 0.007" @ 1'- 10.0" Allowed = 0.264" 12 MAX BC PANEL TL DEFL = -0.007" @ 1'- 9.5" Allowed = 0.179" 8.50 f7 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 3 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), cs load duration factor=1.6, I Truss designed for wind loads h o in the plane of the truss only. , 0 , Kn./ X105 o M-3x4 l y y y 1-00 3-07-04 2-04-07 )PROVIDE FULL BEARING;Jts:2,5,3,9I �.,„0 PR-Oppss �N , GIN �A? f0 1. `Z-' 89782PE t" JOB NAME : 17-D POLYGON - EJ3 .s''� -.4.1,,. • Scale: 0.5465 WWI WARNINGS: GENERAL NOTES, unt...otherwise noted' _J. Truss: E J3 1.Builder and erection contractor should be advised of a9 General Notes 1.This design Is based onh upon the parameters shown and le for an individual s -74,,OREGON 47:(�h, Q` and Warnings before conahuceon commences. building componentApplicability of design parameter.and properY 2.2x4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure abblllty during construction 2.Design assume.the top set bottom e..ler to be laterally bread at 9A 'gR!' A 5 ti Is the respensiM4 !me erector.Additional permanent bracingf 2 c.c.and at 10'o a rssp.ctNely unless brewed throughout their length by DATE: 11/2/2015 the overall structure la the re ° continuous sheathing such ea wphrwooding required Mea yn,ra a and/or drywau(BC), A'..+t ...,•1/4,4 aponeerr y of the building designer. 3.2s Impact bridging or lateral bracing required where shown Ct ee lJ i.. SEQ.: K 15 0 5 0 3 7 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes truss.s are to be used In a noncorrotoe environment, TRANS ID: LINK de.ign sad,be applied a any cernpenent and ere for"dry..dMon"ofuse. 5.Compel-not Mea control over and assumes no responsibility forma 8.Design assumes MI bearing et all Wpporb Mown.Shim or wedge I! EXPIRES:. 1 /3112016. fabrication,handling,shipment end InstelNtlon of components. 7.Design assumes adequate drainage is provided. e.This design Is tumien.d cabled to the limitations set forth by 8,Mates Mag be bated on both faces of truss,and placed.o their center November 3,2015 TPVWICH In SCSI,copies or which will be furnished upon request. lines coincide with joint canter line. MiTek USA Inc./CompuTfUa Software 7.6.6 1 9.Digits intlbate size of plate in inches. (L)'E 10.Per basic connector plate design values sea ESR•1311,ESR4988(MITek) 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/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.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) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 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. '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 = 0.014" @ 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 '( 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=l.6, 9 -/ 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ut I r 0 1 ri i l ffill111111/111/11111gii ri o 1 j 21118.-- 1 5 o M-3x4 M-1.5x3 y . )' 3-08-04 0-03-12 1 ,6 l 1-00 4-00 ..,p PRO ,_44, 4GINF d9 srO 89782PE 1-- JOB 'JOB NAME : 17-D POLYGON - Z2 Scale: 0.6209 / WARNINGS: GENERAL NOTES, unless°therwtee noted v OREGON �4 1.Budder and erection contractor should be advised of aft General Note. 1.E isdesiglding design based nt.onlyupsnha tl parameters nreign t remoownand vis foore Individual , 9j� ("., (7� Truss: Z2 and Warning.berore construction commence.. Incorporation of(*mooned Is me responsibility or the building designer. Ah�R �j V C 2.254 compression vele bndng mug be installed where shown v. 2.Design assumes Me lop and bottom chords la be hleraly braced al "�7 r A 3.Additional temporary bracing to Insure stability during construction 2'u.c.and at 10'o.a respectively unless braced throughout the.length by h the responsibility of the erector.addgbnal permanent bracing of continuous sheathing such as plywood aheething(TC)and/or dryweft(BC). r-A UL 0 DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown a. 4.No load ehauld be applied to any component untn after all bracing and 4.Installation or Inns la the naponslbnny of the respective contractor. SEQ.: K 15 0 5 0 3 8fastenerser.complete and at no time should any loads greater than 5.Design assumes buss.s are to be used In.sontorroete environment, design loads be applied to any component. and are for^dry oondoion'of u... !'J(t� )ry/{ p TRANS ID' LINKnu responsibility 6.Design assumes MI bearing at aft supports shown.Sinks or wedge If EXPIRES: G/47 /2016 5.Command has no control over and assumes no re alNl for the necexe fabrication,handling,shipment and IndaleOen of components. 7.Design mum..adequate drainage la prodded. November 3,2015 e.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed ca their center TPI5MCA In BCSI.copies of which will be fumhhed upon request. 9,IlInacDigitoiinncide vdth dts sheoint of plcee ter lines. MITek USA,Inc.ICompuTrus Software 7.6.7(1L}E 10.For bade connector plate design values see ESR4311,ES11•1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-239) 212 TC 3-4=( -88) 60 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" 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 PIF 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" 0.14 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 "on 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=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 o Truss designed for wind loads 'I) in the plane of the truss only. m mI 0 �� 500E10 O M-3X4 l l y y 1-00 3-07-04 4-04-07 ;) PR (PROVIDE FULL BEARING;Sts:2,5,3,9 I _ J� V G1N E h/0 f. CJ 89782PE mac' JOB NAME : 17-D POLYGON - EJ4 Scale: 0.4682 ---''f WARNINGS: GENERAL NOTES, unless otherwise noted: / C /" --- Truss: E J4 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameter.shown and is for an Individual 17 OREGON dam, and W.rnings before construction commences. building component Applicability et design parameter.and proper 2.204 compression web bredng must be Inetalbd where shown+. incorporation of component is the responsibility of building designer. "T A y A 6 ,.4��. 3.Addtional temporary bracing to insure stability during construction 2 Design assumes me top sof bottom chords to be laterally braced at Pty _+ Is the responsibility or the erector.Additional permanent bracing of 2'4.c.and at ID o c.reach.s ply unless braced throughout their length by tT' I DATE: 11/2/2015 the overall structure is the responsibility of the buildingcontinuous sheathing or later l b acing re Mea edrere)and/or tlrywall(BC). "{. h� ('S` designer. 3.2s Impact bridging or lateral bracing required where Mown++ P UL S SEQ. : K 15 0 5 0 3 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective conned°, fasteners are complete and at no time should any loads greater than 5.Design satsumas trusses are to be used In.nonaerroehe environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition-of use. 5.CompuTrue has no control over and assumes no respondbllty for the 6.Design assume.NA bearing et all supporta shown.Shim or wedge If EXPIRES: Y 7 `. 12, /20 fabrication,handling,shipment and Instalatienofcomponents. 7. --,sign November 3,2015f� 5.This design is famished subject to the limitations set form by 8.Plates shell be hated on both faces of Wss,and placed so their center TP WJTCA In 0051.cools.or which coil be furnished upon request. lines coincide with joint center hes. 9.Digits Indicate she of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For baho connector plate design values see ESR-1311,ESR-1558(MRek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 69 2-10=(-1074) 5236 10- 3=( -10) 108 2- 3=(-6810) 1486 10-11=(-1074) 5236 3-11=( -120) 364 WE: 2x6 ROOF #1&BTR WEBS: 2x9 ROOF STAND; LOADING 3- 9=(-6762) 1538 11-12=(-1088) 5390 11- 4=( -60 ) 2790 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5290) 1258 12-13=(-1066) 5290 9-12=(-2304) 562 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=1-5294) 1258 13-14=(-1300) 6198 12- 5=1-1404) 5920 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=1-6619) 1504 19- 8=(-1312) 6250 12- 6=(-2089) 512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 920.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-8170) 1804 6-13=( -539) 2454 8- 9=( 0) 64 13- 7=(-1128) 280 BC LATERAL SUPPORT c= 12.0C. UON. ASDL: BC CONC LL+DL= 3018.0 LBS @ 6'- 0.0" 7-19=( -416) 1966 OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1031/ 4618V -144/ 1448 5.50" 7.39 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 16'- 5.5" -1518/ 6698V 0/ OH 5.50" 10.72 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, ICONS. 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" @ 5'- 10.3" Allowed= 0.777" ,r 1' '( MAX TL CREEP DEFL = -0.136" @ 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" 4 f f I ' f ' MAX TL CREEP DEFL= -0.001" @ 17'- 5.5" Allowed= 0.133" 12 12 MAX HORIZ. LL DEFL = -0.016" @ 16'- 0.0" 8.50 r.77 8.50 Q 8.50 MAX HORIZ. TL DEFL = 0.035" @ 16'- 0.0" 4.0" 5 ,f ( Design conforms to main windforce-resisting AL system and components and cladding criteria. @ HANGER BY OTHERS TO Y CONC. LOADS) EQUALLY TO ALL MEMBERS. M-3X6 M-3X5 Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �r - load duration factor=l.6, A Txuss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 3 1 M-5x10 M-5x10°' �i.� . fin' n T 4111k. � -�r-no ; ior o 1 10 11 `12 13 14 -�6 • O I I M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 Wedge required aty G heel(s) , , 3018# @ l y " P R OFc' l y 3-02-13 2-07-07 2-04-12 2-04-12 2-07-07 3-02-05 cc,N.� �0,INE �' l y y /Q 1-00 16-05-0e l-oa y .L.C.k..- 8 782P E z. i NAME: 17-D POLYGON - ZGIRD 77 s ��7<7. -" JOB Scale: 0.30 �}- �} WANNINOS: GENERAL NOTES, unless otherwise noted -17+/�OREGON 'N- 1, s, 1.Builder and erection contredor should be edvhed of el General Note. 1.This design Is based only upon the peramelere shown end Is for an Indlwdaal Vq[�`�:; V Truss: ZGIRD and Warnings before eonsbudion commoneee. building component Applicability of design parameters and proper a l r¢ • 2.214 compression web bracing must be Installed when shown+. Incorporation of componentIs the responsibility of the building designer. /[{. /+tA, 116U 3.Additional temporary bracing to Insure stability duffing oonstructP ion 2.Destgn assumes the tap and bottom chords to be laI 116 bread at ` U{ + 2 o.c.and at 10'oc.rd throughout apectNely unless braced Ihelr length by L Ie the responstbNs ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN8C). DATE: 11/3/2015 the overall Nnrdare lath.rosponsblky of the building designer. 3,24 Impact bridging or lateral bredng required where shown++ SE K 4.Na bed should be applied to any component until alter all bredng end 4.Insttletion of truss la the responstblity of the reapedise contractor. 4• 15 0 5 0 4 0 Oaten..are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES: 12/31/2016 aeNgn loads be applied to any component, and are mmor"dryNIbe condition"g use. TRANS I D: LINK 5.CompuTrue hes no control over end assumes no responsibility forme 8.lie Nag ammo NI beadng at est supports shown.Shim or wedge# November 3,2015 n fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is Nmished caged to the limitations set forth by S.Plates shell be bated on both faces of truss,and placed so their canter TPIWFCA In 6001,copies of which WN be furnished upon request. lines coincide with Dgss Indicate of plate in joint erlines. g, inches. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1666(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-307) 279 3-4=(-172) 136 TC LATERAL SUPPORT 0= 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 = 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/ 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) REQUIREMENTS 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 CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 IC OND. 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" 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" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 8.507 e 1( 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, I Truss designed for wind loads ut o in the plane of the truss only. r j) rn o c Plii 0 M-3x9 y 1-00 y 3-07-04 y I 6-04-07 y ~,CL N ��/ PROVIDE FULL BEARING;Jts:2,6,3,4,5 c `'e '7 . Co w :9782PE �r JOB NAME : 17-D POLYGON - EJ5 � Scale: 0.4072 WARNINGS: GENERAL NOTES, unless otherdse noted: Eve. 40 Truss: EJ5 1.Builder and erection contractor should be advised ofauGeneral Notes 1.This design Is basedonyupontheparametersshownandlalaranindividual �REGO� B., and Warnings before conetuakn commence. boding conponent.Apphaabllly of design parameters and proper (' 2 2a4 compression web bracing meet be installed where shovel e. Incorporation of component la me responsibility or the building designer. „��,:(� + (Z. 3.Additional temporary bracing to Inure stability during construction z.2 o.n.assumes the top end bosom charas to he laterally braced n / is gra responsibility of the erecter,Additional permanent lancing of T o.c.and at 10'o.c,napscasely unless braced throughout their length by DATE: 11/2/2015 the evens structure lathe ra continuous sheathing Etch as plywood sheathing(7C)motor drywetl(BC). yNy/� a�^+A� early component of the until a ng designer. 3.In Impact of truss or lateral bracing requiredof the where shown.a J"'�..0 L.. •' SEQ.: K1505041 4.No load should be applied banycomponentuntilafterall bracing and 4.Installation of torsIntthe natebe Meyoftherespemveconractor. Wieners are complete and at no time should any loads greater then 5.Design assumes busses ere to be used In a non-oormeive environment, TRANS ID: LINK design bads be applied to any component. and era tar'dry condition•of use. 5,Com Trus has no control over and assumes no responsibility 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 W aponsidltiy forlhe wary. fabrhtlan,handling,shipment and inAagat:onofcomponents. 7.Design assumes adequate drainage is provided. November 3,2015 6.Tills design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and planed so their center TPIIWICA In SCSI,coplea of which will be furnished upon request. lines coincide vdth)elnt center lines. 9.Digits indicate ales of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,For bask connector plate design values see ESR-1311,EBR-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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 65 2- 8=(-307) 1372 8- 3=) -30) 938 BC: 2x6 KDDF #16BTR 2- 3=(-1802) 500 8- 9=(-396) 1511 8- 4=(-262) 195 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1372) 447 9- 6=(-298) 1372 9- 9=(-262) 195 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1372) 947 9- 5=( -29) 438 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-1802) 500 BC LATERAL SUPPORT <= 12"OC. DON. 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( 19.0)= 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: 2x9 BRACING AT 24"OC DON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 10'- 5.5" 0'- 0.0" -342/ 1933V -100/ 100H 5.50" 2.29 KDDF ( 625) 16'- 5.5" -342/ 1933V 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 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/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" 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 f '1 Design conforms to main windforce-resisting 5-09-08 2-05-04 2-05-04 ,y 5-09-08 system and components and cladding criteria. f f+320# f i320# f 12 12 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 M-3x4 Q 8.50 load duration factor=1.6, 3 Truss designed for wind loads 4 in the plane of the truss only. I0 rn c �! c I I o /X4 M-3x9 M-3x9 M-3x9 o l 5-09-08 l 4-10-07 y 5-09-08 y li\cO PROF y1-00y 16-05-08 y1-00y �Cz .�NG1NEE' cs/ 97882 P E JOB NAME : 17-D POLYGON - ZH1 Scale: 0.3202 �r�, WARNINGS: GENERAL NOTES, uceupotheeparanoted ete Co,7 40 1.Builder ash cradles contractor Mould be advised of all General Notes 1.ThI.design Ic basad only open the parameters Mown and a hr an individual -7 OREGON ham" Truss: ZH1 and Warnings before consbuaon commences. building componentAppikabillty of design parameters and proper 41, 2.214 compression web bracing must be Installed where shown+. incorporadon of component is me responsibility of Be building designer. -TT �R f7 y:A'(.� V 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at al `{ k the responsibility of the erector.AddMbnal m Mad f T o c.and at 10 sc.resp.ctNely unless braced throughout their length by `V permanent bracing o continuous sheathing such as ptywood sheath ln0(TC)anther drywal(BC). -Ji 1 1 l DATE: 11/2/2015 the overall stnwdua Is the rasponebNXy of the building designer. 3.2i Impact bridging or lateral bracing required where shown•a �"1�,1 1.. 4.Na bad should be applied to any component until after all bracing and 4.Instagatlon of truss I.the responsibility of the respective contractor. SEQ.: K 15 0 5 0 4 2 fasteners as compete and at no time should any Tads greater than 5.Design assumae truss.s are k b.used In a nencurroeNe environment, TRANS ID" LINK design loads be applied to any component, and are for"dry conditionof use. " 5.CompuTrus has no control over and sears no responsibility kr the 8.D��gn�assumea NN aadno at al supports shown.Shim or wedge g EXP I RES 1 2 31/201 6 ry, C/�(( Il t7 I G/t7 / 4t fabrication,handling,shipm.rd and installation of components 7.Deslgn assumes adequate drainage Is provided. November 3,2015 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be bated on both feces of truss and placed so Meir anter TP WOICA In SCSI,caps=of whkh will be furnished upon request. lines ceindde with joint center Thea. 9.Digits indicate arae of plate In tooth,. MITek USA,Ino./CompuTru6 Software 7.6.6(1L)-E 10.For basic connector pate design value see ESR-1311,ESR-1988(MIT.k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-359) 334 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-239) 197 LOADING 9-5=( -90) 55 BC LATERAL SUPPORT <= 12"OC. DON. 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 PIF 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 STORAGE 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/ 111y 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OMD. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 5 -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ja) 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 HORIZ. LL DEFL = -0.005" @ 11'- 8.2" 12 MAX HORIZ. TL DEFL = -0.005" @ 11'- 8.2" 8.50 17 4 Design conforms to main windforce-resisting �r) system and components and cladding criteria. tm Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 'I Truss designed for wind loads I in the plane of the truss only. 3 o c o .,.- M-3x9 1-00 y 3-07-04 y 8-09-07 y c ' GIN�x'Fss/. !PROVIDE FULL BEARING;Sts:2,6,3,4,5 ! }I��1 `'♦"j` R l✓�y- cc` 8.782PE JOB NAME : 17-D POLYGON - EJ6 .. Scale: 0.3564 • 4. " - . WARNINGS: GENERAL NOTES, unless otherwise noted 4 Truss: EJ6 1.Builder and erection contractor Mould be advised of all General Not.. 1.This design is based only upon the parameters shown and Is for an Individual -V OREGON h''s and Warnings before construction commences. building component.Applicability of design parameter.end proper4. V 2.204 compression web bracing must be Installed where shown.. Incorporation of component is the roeponstbNtiy of the building designer. ,,,a j 3.Additional temporary bracing to Inure debility during construction 2 Design assumes.110 the top end bottom scone to be lalarally brewed at ] � lI"' '� hi Is IM responsibility of the erector.Additional permanent bracing of z c.c.end al 1 O o.c,each..sly unless braced throughout mak length by DATE: 11/2/2015 the overall Mucture is the responsibility of the budding designer. continuous sheathing each l b acing requirede a where)and/or 4*rywsA(BC). Y`.� �1. S 3.In Impact bridging or lateral bhang neepe strewn.♦ /" UL `s SEQ. : K 15 0 5 0 4 3 4.No bad should be applied to any component until after all bracing and 4.Installation oftrues is the rasponalbdlty of the respect.contractor. listeners ars complete end at no time should any loads greater than 5.Design assumes truss.s are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are for^dry condition'of use. 12/31/2016 le /r� ISR 5.CompuTNs Me no control over and assumes no napone:sllly for the 6.Deep assumes rule bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/ 1/LQ t V fabrication,handling,shipment end installation of components. ry' 8.This design is furnished subject to the limitations set forth by 8.DesignltMaassumes l be loaded adequate face iofttrruuvss,and placed so their center November 3,2015 TPIIW1 CA In SCSI,copies of whish will be furnished upon request. lines coincide with Joint center line. MiTek USA,Inc.ICompuTfUe Software 7.6.6(1 L}E 9.Digits Indicate sin of plate In Inches. 1 D.For beew connector piste design values see 608.1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(0) 0 BC: 2X9 KDDF #1fiBTR SPACED 29.0" O.C. 3-4=(-286) 249 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-157) 121 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -53) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 309V -117/ 349H 5.50" 0.49 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 9.5" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3'- 6.2" -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 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 6.4" -16/ 26V 0/ OH 1.50^ 0.04 KDDF ( 625) 6 OND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. I 41 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 8.1" Allowed = 0.139" jr) MAX BC PANEL TL DEFL = -0.007" @ 1'- 11.0" Allowed = 0.179" MAX HORIZ. LL DEFL = -0.006" @ 13'- 5.7" MAX HORIZ. TL DEFL = -0.006" @ 13'- 5.7" 12 8.50 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, ,-i Truss designed for wind loads 'I in the plane of the truss only. co 3 S al o I o .191M111Milll -, o M-3x4 __. 0p °Ff. y y y < NG'INSE` `r/p 1-00 3-07-04 9-11-03 [t�.�I,� ., •T ,f, {J 'PROVIDE FULL BEARINGts:2,7,3,4,5,6 I wV �� "7' .. JOB NAME : 17-D POLYGON - EJ7 Scale: 0.3260 /�Gr WARNINGS: GENERAL NOTES, unless otherrim noted OREGON �� I.Builder and cradles contractor should be advised of all General Notes 1.This design Is based only upon me parameters Moven end Is for en individual ORl OSI VV O Truss: EJ7 and Warnings before construction commences. building component.Applicability or design parameters and proper �/ 2.2x4 compression nab lensing must be Installed where shown.. incorporellon of component b the responsibility of the building designer. 11/3) Gift h y ♦6 3.Additional temporary bracing b insure stability during construction 2 Design aaeumes the top and bottom dorsi.b les lelerelty braced etf, 1 _l b the rsepondbfty of the erector.Additional permanent bracing of oenllnane at eahbnrsuch as plyunited.braced(TC)ad/mal'angth). V Mc.and tIGongsuch ti eplyvnle Meacedt throughout hoot t air length y PAUL ``\ DATE: 11/2/2015 the overall drudure Is the raaponalblllty of the building designer. 3.2a Impact bddging or Mend bracing required where Moven*. SE : K 15 0 5 0 4 4 4.No bad should be applied to any component until alter all bradng and 4.Instar rion at truss is the rsaponsiblllty of the respective contractor. 4• feeteners are complete and at no time should any bads greater than 6.Desit saes are to be used in a non.corro•he environment, design loads be applied to any component. and era for^dry condition.of use. TRANS I D: LINK 5.Com Trus has no control over and assumes no reeye ads lty for the S.Design namesuft bearing at I supports ah 55 Shim or wedge It EXPIRES: 12/31/2016 nemmabriation,handling,shipment and mdabatbn of components. 7.Design assumes adequate drainage Is provided. November 3,2015 B.This design Is fumaMd acted a the limitations set to*by 8.Plates shall be boated on both aces of truss,and paced so their center TPIANTCA In BCSI,copies of v4tkh will be Nmished upon request. linea coindde with Joint center lines. 9.Digits Indicate sire of pate in inches. MITek USA,Inc./ConrpuTrua Software 7.6.6(11-E 10.For beak connector plate design values we ESR.1311,ESR.1988(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: 2x9 ROOF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-157) 592 10- 3=( -50) 239 BC: 2x6 KDDF 1#16BTR SPACED 24.0" O.C. 2- 3=1-835) 310 10-11=1-231) 649 10- 5=(-122) 139 WEBS: 2x9 KDDF STAND 3- 4=1 0) 0 11- 8=(-173) 592 5-11=(-122) 190 LOADING 3- 5=(-592) 316 11- 7=( -50) 239 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-592) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=1-835) 309 8- 9=( 0) 65 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF 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 REQUIREMENTS 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/ 101H 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. 04-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 7-11-11 0-4:102 7-11-11 MAX TL CREEP DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" f f f ,r 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 2-02-03 2-02-03 5-09-08 MAX TL CREEP DEFL = -0.003" @ 17'- 5.5" Allowed= 0.133" 1' . ' . f 'f 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" f1' MAX HORIZ. TL DEFL = 0.008" @ 16'- 0.0" 12 9 6 12 8.50 Q 8.50 Design conforms to main windforce-resisting M-9x6 M-9x6 system and components and cladding criteria. 3 M-3X4 Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), •ook11 4� load duration factor=1.6, Truss designed for wind loads Mg II in the plane of the truss only. m o oo vv m c 0. sn T 0 1 1. o o M-3x9 M-3x4 M-3x4 M-3x9 0 l l 1 l �� s4 �d P f3 O,re y .1' 5-09-08 4-10-07 5-09-08 ' 1-00 16-05-08 .1. ;•y LLQ 'S' 0 - 897827E c JOB NAME: 17-D POLYGON - ZH2 Scale: 0.3202 WARNINGS: GENERAL NOTES, unless othena's noted 4. '9 OREGON ©'S .}. Truss: Z H2 Builder end erection oenlrador should be Mined of ell General Neta. This design N based only upon the parameters shown and Is or en MdI Wusl (�� .° ` end Warnings before construction commences. building component.Applicability of design pemmeters and proper . 2.2x4 compression web bracing must be Installed where shorn+. Incorporation of component Is the responsibility of the building designer. 3.AtldNbnel temporary bracing b Insure elebllNy during construction 2 Design assumes the top and bottom chords to be laterally braced al (^j Is the responsibility of the erector.Additional permanent bracing el a o.c.and al 10 o.c.respectively unless braced throughout their length by Ir �A L. `4` DATE: 11/3/2015 the overall ebuclu,e is the reepensibNNy el the building designer. continuous sheathing such as plywood eheethelnet.)and/or drywall(BC). 9 g 3.24 Impact bridging or lateral bracing required r..pe shown.it SEQ. : K 15 0 5 0 4 5 4.No pad should be spelled to any component until ager all being and 4.Installation of trues Is IM rosponsiblay or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Mese.are to be used In a noncorrosive environment, �/ �i q t�( /ry/� TRANS ID: LINK design loads be spelled to any component. and are for%by bondlllon"of use. EXPIRES. 2/ 1/201 6 5.CompuTrus Me no control over and assumes no reeponslblllty for the 8.Design assumes MN bearing et all supports shown.Shun or Madge N November 3,2015 fabrication,Se ndlirp installation and el components. mmmry. 6.Thus design Is furnished subject to the llmltet:ens set loris 7.Design assumes adequate drainage Is provided. by S.Plates shall be bated on both faces of Mss,and placed w their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. MITek USA Inc./CompuTrus Software 7.6.6(1 L)-E 9.DI9Ns indicate.Ise of plate In Inches. 10.For basic connector MN design vela.see ESR-1311,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 LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-9=( -82) 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 PIP 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" -24/ 378V -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/ 340V 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 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. 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 = 0.072" @ 2'- 11.8" Allowed = 0.449" ) MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.673" I MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" Prid 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 8.50 I/12 3 Design conforms to main windforce-resisting 6w system and components and cladding criteria. j Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Loi Truss designed for wind loads in the plane of the truss only. 0 m m 1 o I M-3x4 J• l y 1-00 y 6-00 (PROVIDE FULL BEARING;Jts:2,5,31411�11 �At��ti ��a�N PRO/zee, �' :9782PE 41 r JOB NAME : 17-D POLYGON - J4 .410" i Scale: 0.9682 ''� WARNINGS: GENERAL NOTES, unless otherwise noted. 'o' OREGON �},. 40 1.Builder and erection contractor should be advised of a6 General Notes 1.This design is based only upon the parameters shown and la for an Individual S Truss: J4 and Warnings before construction commence.. building component.Applicability of design parameters and proper /l r". 2.2a4 compression web bredng must be Instal ed where shown+. Incorporation of component is the responsibility of the building designer. G"Q A`y f 3.Additional temporary bracing to Imre stability during construction 2.Design and at I N o r.lop and bottom chords to be laterally braced al1:4 -`�l ,..1{`r/ is the responsibility of the erector.Additional l boring of 2'co.and at 19 o c.respectively unless braced throughout their length by /+a 1l permanent antlnuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PA U L [e\ DATE: 11/2/2015 the overall structure is the reeponeiblily of the building designer. 3.2s Impact bridging or lateral bracing required where shown+a SEQ.: K1505046 4.No load should beapplied nad tany component anyleed greater than 4.ledgeBOSOm eww..ambeclodin.no�ctive contractor. ctor.environment, ddgereare amgea,eeny omposhould,rryroaagrederthan and are for"dry condiion"of use. TRANS I D: LINK design roads be applied to any component. B.Design assumes NA bearing at ail supports shown.Shim or wedge if G CempuTNs has no control over and assumes no responsibility for the a„ary. EXPIRES: 12/31/2016 febriation.handling.shipmentandInstallationofcomponents. 7.Design assumes adequate drainage is prodded. November 3,2015 B.This design Is fumiahed tabled to the limitations set forth by B.Plates Meg be located on both faces of truss,end planed so their center TPWJICA In SCSI,poples of which will be furnished upon request. S.IOless ines oiedle sin of jointdde with pcenste ter den s. indMiTek USA Inc./CompuTrus Software 7.6.6(1L)-E fN.For basic connector plate design values see ESR-1311,ESR-1988(MRek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-267) 245 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -98) 45 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 NORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 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 PSF Ground Snow (Pg) 5'- 11.2" -224/ 376V 0/ OH 1.50" 0.48 LODE ( 625) 9'- 11.7" -53/ 87V 0/ OH 1.50" 0.14 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 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 TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.060" @ 2'- 11.9" Allowed = 0.672" 3 -1 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 1( e Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.50 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. 0 N 0 cb O / 'IIS Plgl of 1.6=7". 41.6.---. -f o M-3x4 J 6-00 y 3-11 u I 1 �� t4G N tri+,/ I PROVIDE FULL BEARING;Jts:1,4,2,3 J l, f! "4J 4Z" :9782 " E JOB NAME : 17-D POLYGON - J5 . ...., Scale: 0.3958 WARNINGS: GENERAL NOTES, unless°theme'se noted l/ / MINI 1.Builder end erection contractor should be advised oral General Fees 1.This design b based only upon the parameters shown and Is for en Individual "� OREGON Truss: J5 and Warnings before construction commences. building component.Applcabilityofdesign parameersand proper Q 2.2a4 compression web bracing must be installed where shown e. incorporation or component la the reeponslbugy of the building designer. ,.y �/. y. r yy/� 3.Additional temporery bracing to Insure eebility during construction 2.0 n.e.becomes the top and bottom drorde to be laterally braced at 7� V'7 ;J � `.. Is the respondblHty or the erector.Additional permanent bracing of 2'o.c,end at 1 P o o,re rah cc ply unless braced throughout thele lengm by /fes_ DATE: 11/2/2015 the overall structure le the recontinuous shgingior later as acing re neerl )end/or an•drywap(BC). ` '} (,�` epor.Addit of the building designer. 3.oo2.Impact bridging or such brednp id ah ad where Mown*+ 4 UL s- S EQ.: K 15 0 5 0 4 7 4.No load should be applied to any component until aper all bredng end 4.Installation or buss Is the respondbilty of the respective conkedo, fasteners ere compete end at no time should eny bads greater then 5.Design assumes trusses are to be used In a non<orroste environment, TRANS ID: LINK design load.beapplied toany component. and are ror"dry condition'of use. 5.Camputrus has no control over and assumes no reepenawgty forth. B.Design.seumea fog bearing at ala supports shownsem or Wage if EXPIRES: 1 213 11201 6 hbricetlon,handling,shipment and IneeAmlon of components. 7.mommry. e.me design Is furnished suited to the limitations set forth by B.Mates shall be located on both faces et Miss,assumes adequate drainage Is enplaced so their center November 3,2015 TP WETCA in SCSI,copies of which WO be furnished upon request, linea coincide with joint center lines. MITek USA Inc./Com uTrus Software 1 L 7.6.6 E 5.Digits Indicate elm of pee in inches. P ( )- 1 O.For basic connector plate design values see ESR-1311,ESR-1898(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 KEEP g1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-327) 307 1-5=(0) 0 BC: 2x9 ROOF k1&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. DON. 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 TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -97/ 26111 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" 0.06 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 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" e MAX HORI Z. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 3 Design conforms to main windforce-resisting 12 %( system and components and cladding criteria. 8.50 Wind: 140 mph, h=23.4ft, 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 in the plane of the truss only. N 2 cd I 0 lel I 2 O „.I 1�_- 5.�� O M-3x4 1 l l ipPPOFk- 6-00 5-11-11 Wc�~� ty,oIN LrR /0 (PROVIDE FULL BEARING;Jts:1,5,2,3,9 ct, 8"782PE C"'- JOB NAME : 17-D POLYGON - J6 ,// Scale: 0.3553 d' -...e WARNINGS: GENERAL NOTES, unlace othenoea noted C,e' '< I.Builder and erection contractor should be advised of a8 General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual J�}-V r1EGOI V ©s"` Truss: J6 and warnings before construction commences, Wilding component.Applicability of design parameters end proper (��J R5 2.2a4 compression web bredng mut be Installed where shown o. incorporation of component Is the rseponsibNtiy of the building designer. + �/,'(7`�:A 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords ion to be(alertly braced et A e�l T •}\ Is the responsibility of the erector.Additional permanent basalsof 2'o.e.and at ee0 o a reepeaivey unless braced throughout their length by I� \ g contthuous sheathing such as plywood Meethtrp(TC)and/or drywall(BC). PA U "� DATE: 11/2/2015 the overall structure h the responeibAM/of the building designer. 3.20 Impact bridging or lateral bracing required where Mown« SEQ.: K 15 0 5 0 4 8 4.No load tromd be applied to any component until atter all braang and 4.Installation of truss I.Me responsibility of the respective contractor. fasteners are Droplet.and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design bads be applied to any component. and are for"dry condition of use. TRANS I D: LINK B.CompuTrrus has no control over end assumes no responsibility for the 8.Deign assumes NII bearing at Cl supporta shown.Shim or wedge If EXPIRES: 12/31/2016 2/31/201 6 fabrication,handling.shipment and installation of components. 7.o;un assumes adequate drainage is prodded. November 3,2015 J /L V t V S.Thh design Is furnished Cabled to the limitation set forth by 8.Mates shall be located on both faces of truce,and placed era their center TP WITCH In SCSI,copies of which w1l be furnished upon request. Imes coindde with foist center lima. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For beck connector plate design values we ESR-1311,EBR4988(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-387) 368 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-227) 182 3-9=( -86) 61 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 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) LL = 25 POP 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 STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -165/ 263V 0/ OH 1.50" 0.34 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 CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FIOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" 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. 12 3 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 17 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. N O l') O O • cn O t KAMINIIIIIIIIII -I O 1=_.. 5=_-' O M-3x4 t� 0, PRope y 6-00 y 7-11-11 y �� GI N �r0 (PROVIDE FULL BEARING;Jts:1,5,2,3,4 I 'e./ .4t' 89782PE r" JOB NAME : 17-D POLYGON - J7 , ..0<'' '-..•' • • Scale: 0.3113 WARNINGS: GENERAL NOTES, unless otherwise noted G• TrussJ7 1.Builder and erection contndor should be advised of all General Notes 1.This design labasedonly upon the parameters shown end is for an individual 174,OREGON ''s Truss: and Warnings before construction commences. building component.Applicability of design parameters end properi(�V 2.2x4 compression web bredng must be batelkd where shown.. incorporation of component la the responsibility of the building designer. ^ r (! 3.Additional temporary bracing to insure stability during con0rucilon 2.Design assumes the lop end bottom ns ion to be laterally braced et 7� 'l�Y '�J �r Is.the responsibility of the erector.Additional permanent bracing of continuo.o c end et 10 c.c rasped plywood y unless braced throughout Meir length by ` DATE: 11/2/2 015 the overall structure Is the ro sbN 2Impactridging or such b pywg re airedtheatWaal'..and/or tlrywnu(BC). �" t \ appy itY of the building designer.n 1.Zx Impact bridging or the lateral bracing required where shown.. L SEQ. : K 15 0 5 0 4 9 4.No bed should be applied to any component until ager all bradng and 4.Installation of truss Is thresponsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes busses are to be be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for•dry condition.of use. 5.CompuTnn has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ery. EXPIRES: 1213112016 fabrication,handling,shipment and installation of components. 7.Desiemgn assumes adequate drainage is provided. November 3,2015 8.Thio design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPYNTCA in SCSI,copies of which nil be(umlehed upon request. lines coindde with joint center lines. 9.Digits indicate size of plate in Indus. MITek USA,Ino./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-951) 431 1-6=(0) 0 BC: 2x9 KDDF #109TR SPACED 29.0" O.C. 2-3=(-283) 290 3-9=(-166) 130 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -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/ 240V -133/ 369H 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" 0.46 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" -144/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -19/ 32V 0/ OH 1.50" 0.05 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 -i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.448" MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.672" 4 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=29.8ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, „7 8.50 I/7 (All Heights),.Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N 0 co 0 I 2 .. ch o c 1: ItIgmmmommmmmommom -. 0 1- 6._. o M-3x4 0�� p PR Or Li y 6-00 y 9-11-11 y �NGINE�9 ''O 'PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I ,,_44., 87 AC'S Q C. �`"' JOB NAME : 17-D POLYGON - J8 F� f/7/OL! G • Scale: 0.2820 /„ /' WARNINGS: GENERAL NOTES, unlessotherwisese noted OREGON 43 1.Bulkier and radion contractor strould be advised den General Notes 1.This design is based only upon the parameters shown and Is lot an individual 'I ��' Truss: J8 and Warnings before construction commences. building component.Appiubillty of design parameters end proper tL 2.2a4 compression web bracing must ba Inkalbd where shorn+. Incorporellon of component la the roaponstblltty of the building designer. +'9 "[R`l A 5 3.Addllonal temporary bracing to insure stabile/doing construction 2.Design assumes the top and bottom chortle to be laterally braced at /"1 ! _t Is the responsibility of the erector.Additionalpermanent brach f T a.c.and at 10 0.0 reapedNaty unless braced throughout their length by �{ g o continuous sheathing such as plywood shoe ing(TC)and/or drywell(BC). J�17.1 1 L 'k DATE: 11/2/2015 the overall structure is me respnneibay of the building designer. I 20 Impact bridging or lateral bracing required where shown++ �"'{�.I SEQ. : K 15 0 5 0 5 0 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the roeponRbtitty of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Deign assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK deign loads be applied to any component. end are for"dry condition.of use. 12/31/2016 �y rj �/�4c 5.CompuTrus has no control over and assume.no responsibiltty for the 6.Design scones NA bearing al all supporta shown.Shim or wedge if EXPIRES: 1 2/31/20 16 necessary. faisdean,handling,shipment and instalationofcomponents. 7,Dede.hallbassumes satadanbothldrainage iafttom,provided. November 3,2015 S.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPVWICA in BCS',sepias of which will be Nmi.Md upon request. lines coincide with joint center lines. 9.Diggs Indicate alae of plate in Inches. MITek USA,Inc./CompuTrue Software 7.6.6(IL)-E 10.For beak connector plate design values see EBR-7371,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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #118TR LOAD DURATION INCREASE = 1.15 1-2=(-507) 487 1-6=(0) 0 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-333) 292 3-9=(-229) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -85) 50 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PUP 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/ 299V -149/ 412H 5.50" 0.90 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" -293/ 361V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS 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/ 0H 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 oc 9 ps f) uplift at 29 •' spacing. -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.060" @ 2'- 11.8" Allowed = 0.498" 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(S) Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 72 + . load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti o O KAMMEMEMMEMMEMMEMEMEMMEM ' 1 6-'- 1 M-3x4 R �yry �C1c D r fI Q�CL n y 6-00 y 11-08-15 y ��Cj �GINE' = f� (PROVIDE FULL BEARING;Jts:1,6,2,3,9,517 89782PE r" JOB NAME : 17-D POLYGON - J9 //f . • • a. Scale: 0.2560 � �� _ WARNINGS: GENERAL NOTES, unless otherwise noted (� 40 Truss: J 9 1.Builder and erection contractor should be advised oral General Notes 1.This design is based only upon the parameters shown and is for an individual ' OREGON N "'/ and Warnings before construction commences. building component.Applicability of design parameters and proper lV�,r"' 2.2a4 compression web bracing mus be Installed where Moven«. mcorporallon of cemponenl Ia tM responsibility of the building deslpner. �y V 3 Additional temporary b oing to Insure stability during construction 2 Design assumes Me lop ash bottom chorea to los laterally braced at qR T' � jr is me respondbily of the credo,.Additional permanent bracing of Y o c and et f 0 a.c.such a.sty unless braced throughout their length by DATE: 11/2/2015 the overall structure la the responsibilitycontinuous sheathing such as ptywvetl required where and/or drywal(BC). 'I. X"s w t3� of the building designer. 3.2a Impact bridging or lateral bracing where Mown«« f"2p,' SEQ.: K 15 0 5 0 5 1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are compete and at no time should any bads greater than S.Design assumes trusses are to be used in a nonconoslve environment, TRANS ID: LINK design leads be applied to any component. and are Ian dry cendifios ofuse. 5.CompuTru•has no control over and assumes no responsibility for the e.Eesdr as ^°aro%bsanng at°l copperas Mown.shim or wedge if EXPIRES:. '12/ 1120116. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided 8.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of Imre,and placed so their center November 3,2015 furnished TPI/WTCA In SCSI,copies of which will be furnished upon request. tees coincide Mil Mint center lines. S.Digits indicate see of plate b inches.USA,Inc./Com uTrua Software 7.6.6 1L)E 10.For basic connector plate design values see ESR-1311.ESR-1988(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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=(-37) 33 1-3=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 29.0" S.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -13/ 36H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -33/ 98V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. f f 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 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 8.50 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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: 190 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Z -/ (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. N 0 cr. 0 cn /- o o I o o IMMO 30� M-3x4 k l 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 I '\'.. "..NG' �V�A'� 89782PE 9<' JOB NAME: 17-D POLYGON - SJ1 Scale: 0.7585 9N. unless othervdee noted ti OREGON o �r.. WARNINGS: GENERAL NOTES, f. `! t 1.•, 1.Builder and erection contractor should be advised of all General Nates 1.This design 4 based only upon the parameters shown and la for an individual ..Y/i5 � it, fi I J l Truss: SJ1 and Warnings before construction commences. building component.Appllcablltty of design parameters and proper 4 ].2s4 compression web bracing must be installed where shown+. incorporation of component Is Me responeibfIy of the building designer. 1 \l 3.Additional temporary bracing to(nears stability during construction 2.Design scones Me top and bottom chards to be laterally brottd al �''A U L O y le Me responsibility of the erector.Addmonal permanent bracing of an:sand ateahin.respectively as plyunlessbested(7C)anutMelslength). germane .c.and t I8 oing each ti plywood s braced t rou and/or air len(th b DATE: 11/3/2015 the overall structure Is the respensibllity of the binding designer. 3.2e Impact bndgisg or lateral bracing required where Shown O s SEQ.: K 15 0 5 0 5 2 4.No load should be applied to any component until after all bracing and 4.Installation oftruest*M.responsibility or the respective contractor. fasteners are complete and at no time should any bads greater than s.Design assumes trusses are to be used In a nonoorrowe environment, EXPIRES: 12/31/2016 . design bade be applied to any component. and ars forudry Nil be rI of use. TRANS ID: LINK span. Ry B.Designaeeamsmil».rang.tansupports shown.Shim orwedge n November 3,2015 5.ComWTNa has ro control over and assumes no re Ibl for Me wary, fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. 6.This design is mmi.hed cabled to the Ilmttatbne set forth by 8.Plates shall be located on both fame of truss,and placed so Meir center TPWJgCA In SCSI,copies of which eel be furnished upon request. Innes coincide with joint center lines 9.Digits indicate Woe of plate in incites. MITek USA Inc./CompuTrus Software+7.6.7SP3(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=1-82) 60 1-3=(0) 0 BC: 2x9 KDDF 91aBTR SPACED 29.0" 0.C. TC LATERAL SUPPORT <= 12"01. UON. LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 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= 92.0 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 COND. 2: Design checked for net(-5 o REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 psf) uplift at 24 c spacing. 8.50 17 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.052" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.002" @ 0'- 11.9" Allowed = 0.069" MAX NORIZ. LL DEFL = -0.000" @ 3'- 10.4" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.4" NOTE: Design assumes moisture content does t not to exceed 19% at time of manufacture. 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), ua load duration factor=l.6, oI Truss designed for wind loads in the plane of the truss only. 0 M N /- O O f >,• 3 -/ M-3x4 1-11-08 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I ^ AA'' . 89782PE T. JOB NAME: 17-D POLYGON - SJ2 r Scale: 0.7233 OREGON WARNINGS: GENERAL NOTES, urges clherwdss noted ✓�_ 1/7.OREGON l^�' �. 1.Sunder end erection contractor should be advised or ell General Notes I.This design Is based only upon the parameters shown and b for en individual � �{�/ ��.. Truss: SJ2 and Warnings before cone n:Mon commences. building com component.Applicability of design perimeters and proper V 2.2s4 comprenlon web bredng mud be Metalled where shown«. Incarporsllon of componentonenl le the reepondblky of the building tleelpner. �� -4 3.Additional temporary brednp to Insure debility dunng construction 2.Deign eawmea the top end bottom chords to be laterality braced et A V Is the responsibility of the md°r.Additional permanent bracing of 2 a.c.and et 10'4.e respectively unties braced(TC)enthroughout treat/length by DATE: 11/3/2015 the overall structure is the responsibility of the building tlastgner. 25 tinuous dnething such as plywood required rg(TC)and/or drywal(BC). IN 3.2s Impact bridging or lateral bradng where shown«« 4.No load should be applied to my component until after all bradng end 4.Installation of truss is the responsibility f the res dive contractor. SEQ.: K1505053 ° w fastenersfastenersare compote end et no time Mould any bads greater than 5.Design resumes Noses are to he used In a noncan4dve environment, e design beds be applied b any component. andare far"dry condnbn"of use. rfi TRANS I D: LINK 5.compaT cat Me no antral over and assumes no reaponebg ry for the e.Design assumes full bearing at all supporta shown.Shim or wedge if �G/31/2016 ^eCefsery November 3,2015 fabrication,handling,shipment end mdsllellon of components. 7.Design eewmes adequate drainage Is provided. S.nig design is furnished subled to the limitations set forth by e.Plates shall be located on both feces of trues,end placed so their center TRIM/TCA In SCSI,copies of which will be(wished upon request. lines colndtla with Joint anter lines. DTrus Software+7.6.7SP 1 L E 9.Digits'radiate sire of pale In Inches. MiTek USA,Inc./Com P )- 10.For basic connector plate design values see ESR-1311.ESR-188e(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: 2x9 KDDF #ISBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-63) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 299V -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) 9'- 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. IC OND. 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" 1-11-11MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 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 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 Wind: 140 mph, h=l5ft, 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. 0 m 0 ,11 rnv,_ o vl o 0 M-3x9 l l 1 1-00 9-00 (PROVIDE FULL BEARING;Jts:2,3,9 I (� () P R Q c 8 782PE t'" • JOB NAME : 17-D POLYGON - XJ1 Scale: 0.6730 W. 4' WARNINGS: GENERAL NOTES, unless otherwise noted. '•',a \,/R -G 4JIk �_J �y,,. 1.Builder end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Moven end is for an Individual 'Y (` i Truss: XJ1 and Warnings before constmdiun commence+ building component Applicability of design parameters end proper ' 2.2.4 compression web bradn5 must be Installed where shown v. Incorporation of component Ie the responsibility of the building designer. "' Lq Cl r �b !'` 3.Addklonel temporary bracing to Insure Nobility during construction 2.Desitin assumes the lop end sly unlessm chortle to be laterally breced at al _4�/ Is the responalbilty of the erector.Additional permanent bracingf 2 .c.and at 10'o a respedivety braced throughout their length by Q V o continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). P PAUL L {t\ DATE: 11/2/2015 the overall structure A the responsibility of the building designer. 3 2s Impact bridging or lateral bracing required where shown•• v S E K 15 0 5 0 5 4 4.Na bad should be applied to any component until ager all bracing and 4,Insteleton of tense is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater then 5.Dergn assumes susses are to be used In a non-corrosive environment, S ID: LINK deslgnloads beapplied to any component. andgneseure for ryfulberingata. 5.CompuTrus has no control over end assumes no reaponsibllity for the 8.De�gnwmes NI beadng ai al wppons shown.Shim or wedge N EXPIRES: 12/31/2016. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design is furnished lulled to the limitations set forth by 8.plates shall be located on both feces of truss,and paced so their center TPVWI'CA in SCSI,maples of which win be furnished upon request. 1111. 0011101d. 15d.with joint otats center lines. g.DO*indicate inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Far basic connector pate design valueseee ESR-1311,ESR-1988(MITel0 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-87) 62 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" -38/ 332V -30/ 102H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11:7" -51/ 101V 0/ OH 1.50" 0.16 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.929" 3-11-11 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=l5ft, TCDL=9.2,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. LU 0 O C O 0 4 M-3x4 1 l 1 1-00 4-00 'PROVIDE FULL BEARING:Jts:2,4,3 I ��[�' PR ate,IS �w5 NGINE-gam :9782PE JOB NAME : 17-D POLYGON - XJ2 Scale: 0.5859 _ WARNINGS: GENERAL NOTES, unless otherwise noted / 1.Builder and cradles contactor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Ay "7OREGON (rN.. Truss: XJ2 and Warnings before construction commences building component.Applicability of design parameters and proper �✓ 4y'j vV �Q" 3.3x4 compression web bracing must be Installed where shown�. incorporation of component is the re.ponstbllly arm.alit'braced designer. /VA?: /�a,� y 3.Additional temporary bracing to Insure debility during constrvctbn 2 Design assumes the top and bottom Hartle to be laterally bncetl al ''ll(•� J �'(4" Is the responsibility of the erector.Additional permanent bracing of continuous and at 10 reepectaely unless braced throughout city length by DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Ir pec brdsheathing lad al brah es kGng reqod uired where smsand/or• drywall(BC). .�/( ( SEQ.: K 15 0 5 0 5 5 4.Na load Mould be applied to any component until stet all bracing and 4.Installation of turas le the responstbley of the respective contractor. PALA-. fasteners are complete and at no time Mould any mads greater than 5.Design assumes trusses are to be used in nun.erasNe environment, TRANS I D. LINK design Naderbe epplad to any component. and are for'VW aontlnlon^aluse. 5.CompuT rs has no control over and assumes no responsibility for the 6.Design assumes NA bearing at all supporta Mown.Shim or wedge g EXPIRES: 12/31/2016 wry. fabrication,is furnishelpm.etan eslimiaonafmmpot by 7.Design eoumeaated on bath face is prodded. November 3,2015 8.This design Is furnished cabled to the limitations est forth by S.Plates shell be located on both faces of iruu,and placed se their anter TPL WTCA in BCSI,copies of which will be furnished upon request. Inas coincide with Joint center lines.. S.Digits indicate size of pats in inches. MITek USA,Inc./CompuTrua Software 7.6.6(11)5 10.For basic connector pate design value.see ESR•1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5`- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-199) 126 3-9=( -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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 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" 9 -/ 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" 8.50 7 , MAX TC PANEL TL DEFL = -0.008" @ 2'- 0.8" Allowed = 0.927" '' 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=9.2,BCDL=6.0, ASCE 7-10, 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, (n Truss designed for wind loads I in the plane of the truss only. I v. on I o / I POMO 0002141 0 1 M-3x9 1-00 9-00 1-06-08 (PROVIDE FULL BEARING;Jts:2,5,3,9 0) PR///��tt�s, 9782PE JOB NAME : 17-D POLYGON - XJ3 Scale: 0.5715Ilir . WARNINGS: GENERAL NOTES, unless otherwise noted: G+a' t) 1.Adder end erection contractor should be advised of al General Notes 1.This design le based only upon the parameters shown and is for an individual "'$r' OREGON dam. rq,,.. Truss: XJ3 and Warnings before construction commence., building component.Applicability of design parameters end proper I b't. Q,r 2.1x4 compression web bracing must be installed where shown+. Ineorparetbn of wmponeM la the roeponsibtilty of the bWldlnp designer. ++� V�[��r • 3,Additional temporary bracing to Insure stablitiy during construction 2.Design assumes the lop and bottom*horde to he laterally braced et 7'6! -+ Is the responsibility of the erector.Additional permanent bracing f T a.c.end et IC/sect rospedNaty unless braced throughout Meir length by �l apo g o continuous sheathing such es plywood sheathing(TC)and/or dryweg(BC). P 4,I 1( � DATE: 11/2/2015 the overall amours is the responsibility or the building designer, 3.1M Impact bridging or lateral bracing required where shown.• �'{fa L. SEQ.: K1505056 4.8o bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Netenen an complete end at no time should am loads greeter then s.Design assumes trusses aro b be used in a non-corrosive environment, NS ID: LINK desgn bads be applied to any component• andg�slue full of supports wedge s,compurrus nes no control over and names no rasponwibility ler the s.mune fuA b.arin 1 a w rie.newn.Shim or coed if EXPIRES: 12/31/2016 ry. fabdcahen,handling,shipment end installation ofcomponents. 7.Design assumes adequate drainage is provided. November 3,2015 8.Thh design b furnished subject to the limitations set forth by 8.Plates shall be located on both fame or truss,and placed so their center TPW/TCA in SCSI,copies of which wpl be furnished upon request. lines coincide with Joint center line. 9.Digits indicate size of plate in Inches. MiTek USA,IRC./CompuTrus Software 7.6.6)1L)-E 10.For basic oonnecior plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 65 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-51) 50 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 PSF 0'- 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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/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" @ 1'- 1.5" Allowed = 0.178" T 1' 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" 8.50 127 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=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 in the plane of the truss only. N I li O tT O N on O o M-3x4 ) 01 01 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-01 61> 'c. Ca 1 E •-'fes 4 mfr At' :9782PE JOB NAME : 17-D POLYGON - YJ1 . Scale: 0.6668 _ WARNINGS: GENERAL NOTES, unlessothemis,noted. /E l.�O1V 1.Builder and erection contractor Mould be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual -.a •- �y Truss: YJ1 and Wammgsberoreconstru ion commences. building component.Applloabiltyofdesign parameters and proper fJ /', rt? 2.254 compression web bowing must be installed vhiete shown+. incorporation of component la the responsibility of the building designer. ."ey (f//A +� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes"n.tap end bottom chorda to be laterally t thab at 7 'l J Is the responslbilly of the erector.Additional permanent bracing of Taos and et 10 ace.reepedivaty unless braced throughout malt length by DATE: 11/2/2015 me overall structure is me responsibility or me bullet designer. continuous sheathing such as plywood sheathing(TC)and/or drywel(8C). PA.U L awn r ng g 3.in Impact bridging or lateral bracing required where shown a• 4. SEQ.: K 15 0 5 0 5 8 4.Na load should be applied to any component until after all bracing and 4. ation of truss Is the responsibility of the reapectNe contractor. fasteners are compete and at no time should any loads greater then 5.Design mum."trusses are to be used In a non-cosmesis environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"etuse. 5.CompuTnn has no control over and assumes no responsibility for the 8.led afeats NII besting N ail supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. T.Design ssumes adequate drainage la provided. November 3,2015 8.This design Is furnished ished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed their center TPINV'CA In SCSI,copies of which MN be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate else of plate in Inches. MITek USA,Inc./CompuTrua Software 7.6.6(1L)-E 10.Fot Melo annestor plate design values see EBR-1311,ESR-1988(MITek) 1 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-68) 80 3-1=(-124) 103 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. 1-9=( 0) 0 TC LATERAL SUPPORT <= 12"OC. OOP. LOADING BC LATERAL SUPPORT <= 12•'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 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) 9'- 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.015" @ L L/24 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" 9-09-11 MAX TL CREEP DEFL= 0.000" @ 0'- 10.0" Allowed= 0.110" MAX HORIZ. LL DEFL = 0.011" @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -0.018" @ 4'- 8.9" 8.50 7 0-09 Design conforms to main windforce-resisting 2 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), '� 1 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N f N 0 M-3x9 m o1 v I 1 3► 1 1 0 y j 6-11(PROVIDE FULL BEARING;Jts:3,2,9 I ��••`C3 1 711V E�.= �j7/J� 1:L• :9782PE r ./ "n/ JOB NAME: 17-D POLYGON - YJ2 . 0 SW OENERALNOTEB, mikesothervbanoted. '� Scale: 05727 V OREGONA2o/N. t.Bustler end erecters conlredor should be advised of all General Notes 1.This design k based only upon the parsmatars shown and Is for en individual +{t -AIR�:Ab Truss: YJ2 end Warnings before construction commences. building component.Applicability of design parameters and proper I rl 2.2e4 compression web bracing H be Metalled etrero shown*. incorporation of component k the responsibility of the building deNgner. pre g mu2.Dedgn assumes the top and bottom chorda to be laterally bread al PA U i �" 3.Additional temporary bracing to Insure stability during construction 2 o.c.end alt 0 o.c,respectively unless bread throughout their lengh by Is he reeponNbilly of he erector.Additional permanent bredng of continuous eheehing such as plywood eheething(TC)and/or drywsA(BC). DATE: 11/3/2015 the overall structure le the reeponNbliy of the building designer. 3.2a Impact bridging or lateral bred"=required AIM shown c• K 1 rJ 0 rJ 0 5J 9 4.No bed should be applied to any component until ager all bracing end 4.InetaIetien(Atoms h the responsibility of the respective contractor. Q• fasteners are complete and atnetime should any lads greater than s.D.Nenassumes trusses are tobeused menon-corrosive environment, EXPIRES: 12/31/2016 1/2016 design loads be applied to any component. ant are fordry NA condition"of use. D LINK 8.De.ee.rywmasNAbaedngateNeupponeehown.ShlmorvAdgag November 3,2015 5.CompuTrus hes no control over end assumes no reeponslbliby kr to necessary. Nbrketlnn,handling.shipment and Inekbatkn of components. 7.DeNgn assumes adequate dreinage Is provided. 6.This design Is Nmlehed subled to the limitations set forth by 8.Plates shell be bated on both faces of truss,end plead deo their center TPV/WICA In SCSI.copies of which v/Al be furnished upon request. g,tin.s Digitoincide with Jeint i tees erlliine.. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector pate design values see ESR-1371.ESR-1888(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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF i)1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-117) 105 3-1=1-178) 154 BC: 2x9 KDDF N1&BTR 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -19/ 248V -50/ 133H 5.50" 0.90 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 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 = 0.032" @ 0'- 8.5" Allowed = 0.300" MAX TL CREEP DEFL = -0.057" @ 0'- 8.5" Allowed= 0.400" MAX HORIZ. LL DEFL = 0.023" @ 6'- 8.9" 6-09-11 MAX HORIZ. TL DEFL = -0.035" @ 6'- 8.9" 12 2 -/ Design conforms to main windforce-resisting 8.50 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N • 0-09 M-3x4 ro � 3 {4 1 6 'PROVIDE I y ti��yG11W `1'/� PROVIDE FULL BEARING;Jts:3,4,2 t„r l.. L1 89782PE JOB NAME: 17-D POLYGON - YJ3 • Scale: 0.5087 .,e�q1 OREGON �ay� ( -� WARNINGS: GENERAL NOTES, unless otherwtee noted 7ik ORE`ON 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters Mown end A for an individual er/.� Truss: YJ3 and Warnings before construction commences. building component.Applieeblty of design parameters and proper V 2.Ss4 compression web bracing must be Installed where Mown 5. incorporation of component Is the responsibility of the bulking designer. 3.Addftianal temporary bracing to Insure stability during constructionfiy Design assumes the top end bottom chortle to be laterally braced et Ie the responsibility of the erector.Additional permemnl bracing o! T o.c.and et 1 G o e.respectively unless braced throughout their length by �A` ,U L • � DATE: 11/3/2015 the overall structure is the ra ebA of building designer. continuous sheathing each as plywood required where and/or dryweA(BC). sport ly o g e 3 2x Impact bridging or lateral bracing required where Mown.. SEQ.: K 15 0 5 0 6 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss le the reeponelbFXy of the respective contractor. fasteners are complete and at no time should any roads greater man B.Design assumes Indult are to be used In a noncomer/a environment, yry �'f TRANS I D• LINK design roads be applied to any component. and are for"dry condition"of we. EXPIRES:ES: 12/31/2016 • 6.Command has es control over and assumes no responsibility for the B.Denesign assumes full bearing et all supports shown.Shim or wedge if ssa tebrketlon,handling,shipment and Installation of components. ry• November 3,2015 7.Plates hall elocated one drainagboth tens h provided. S.This design Is Nmiehed wblad to the Imitations eel forth by B.Plates shall be located on both feces of truss,and plead w their center TP WJTCA In BCSI,copies of which will be famished upon request. lines coined.,with)Old center Anes. MITek USA,Inc./Cam uTrus Software 7.6.7 1 L g.ForDigits Indices etre r letsplatIn inches. P ( }� 1.For basic connector Pleb design c veluae Ne ESR•1311,ESR-7 988(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER(FORR'ES5 2WR /DD)/Cat 1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52) 49 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 BEG REQUIRED BEG 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" -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/ 99V 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 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.118" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.178" fMAX BC PANEL LL DEFL = 0.007" @ 2'- 0.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 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=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, '' Truss designed for wind loads inin the plane of the truss only. 0 m 0 o cNIFIAMMIEMIIIIIIIIIIIMINIMIIIIIIII o 0 M-3x9 yy 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 \• GO r R Vjry46V • S '(<.• NE R .0 9 .ct 8'782PE <' • JOB NAME : 17-D POLYGON - ZJ1 • Scale: 0.6771 r /� _ WARNINGS: GENERAL NOTES, unless otherwise noted C./' OREGON N. 47 1.Bulkier and erection conlradan.hoald be advhed o/el General Notes 1.This building design is basedet.oAnly upon nyof parameters elmnperoshown eten andpror a IndNMual ' 2� ��.. Truss: ZJ1 and Warnings enbefore e.e gnat aamn amm.�ea incorporation of component h the responsibility of the building designer. � � 4 2.244 compression web bracing mug be installed where shown 4. Z.Design assumes the lop and bottom chords to be latently braced at 3.Additional temporary bracing to insure stability during construction 2 o.o.end at id o.r reepedNey unless braced throughout their length by In\SA is the responsibility of the erector.Additional permenent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). PAUL [s DATE: 11/2/2015 the overall siNdure n Me raspensiblllly of me binding seelgner. 3.2s impact bridging or lateral bracing required where shown 04 SE K 15 0 5 0 61 4.No bad ahoub be app Mari to any component until a er all Gering and 4.Installation of Iona is the napenlbl8y of the respective contractor. 4• fadeners aro complete and at no time should any loads greater than 5.Design sceumee trusses are to be used Ins non-corrosive environment, design loads be applied to any component. and are for"dry full bearing of use. p JI] ry/'� �v NS ID: LINK 8.Design assumes full bearing Nag supports Mown.shim or wedge 11 EXPIRES: 422/31/2016 5.CampuTNs hes M control over end assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. November 3,2015 S.This design Is furnished subied to the limitations set forth by 8.Piates shag be located on bath hoes of truss,and placed se their center TPNNfCA In SCSI,copies of which will be furnished upon request. lines center 9.Digits indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-83) 67 TC LATERAL SUPPORT <= 12"05. 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 O'- 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 POE 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 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 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" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 8.50 17 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 / Design conforms to main windforce-resisting 0 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 Ln in the plane of the truss only. 0 N o 01 o F TPril I M-3x9 l ), l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I �� ac J PR O k- ~ NGINE,S' '0 , 89782PE <' JOB NAME : 17-D POLYGON - ZJ2 Scale: 0.5896 - - V. 1,:n7. 'F Ma WARNINGS: GENERAL NOTES, unless otherwise noted fe, _J. TrussZ J2 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end Is kr an Individual VA,OREGON d'', e7 • and Warnings before construction commences. building component Applicability of design parameters and proper / 2.254 compression web bradng must be Inelalkd Where shown.. Incorporation of component la the responsibility of the bulMing designer. .y {w• r. �Y 3.Additional temporary bracing b Insure stability during construction 2.Design satsumas the tap end bottom chords to be latently braced et 7 '^I j+�lI' J Is the rospandbgty of the erector.Additional permanent bracing of r o c.and at 10 o c.respectivelyunless breced throughout their length by DATE: 11/2/2015 the overall structure Is the re albm of building designer. continuous sheathing later as plywood re uired where shown o 0r drywaN(BC). .A +t aeon ty o g 3.25 Impact bridging ar Nteral bncing re9Wrod Where ,, 4,/L SEQ.: K 15 0 5 0 62 4.No bad should be applied to any component until after ell bracing and 4.k.tayation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroebe environment, TRANS ID: LINK design toads be applied to any component. and are for"dry condition"Druse. 5.CornpuTrus hes no control over and assumes no responsibility for the 6.Desico[ assumes full bearing et.5 supports Maven.Shim or wedge I/ EXPIRES: 12/31/2016 fabdcetiun,handling.shipment end Installation c!components. ryCn C '.Design drainage"provided. November 3,2015 8.This design k furnished subject to the limitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center TPIANTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center Inas. 9.DISfts Matte size o/plate In Inches. MITek USA,Inc./COmpuTrus Software 7.6.6(1L)-E 70.For basic connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared front 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-124) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 902V -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. 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 = 0.122" @ 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" f '1 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 - 12 Design conforms to main windforce-resisting 8.50 7 (� �' 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. N O r o sT O JOATAIMIMMMIMIMIMMIMIMIIMIMC �� I �� q O 1 M-3x9 l l 1-00 6-00 QEDOpp st� (PROVIDE FULL BEARING;Jts:2,9,3 I 1/4.‹.,./ .-it''�GlNE `'T /0_,,, 417 t. 8.782PE r • JOB NAME : 17-D POLYGON - ZJ3Sale: 0.5081 r, .. WARNINGS: GENERAL NOTES, unless otherwise noted. va•11'(�� • �0 1.Builder and erection contractor should be advised of all General Notes 1.This dodge Is based only upon the parameters shown end h for an individual 77' O © (}. Truss: Z J3 and Wanings before construction commence.. building component.ApplcaBlity of design parameters end proper G/� �,.A.. 2.254 compression web bradng must be instated where shown«, Incorporelbn of component Is the respansibl8y of the bulWing tlealgner. fiy �tV at 3.Additional temporary bracing to insure stability during conemdbn 22.Design assumes the lop and bottom cholla a da ly unless braced toughy brewtl en lr V Is the responsibility of the erector.Additional permanent bracing of c ntinuous sheathing such as.plywood sheathing(TE)throughout drywal(BC). fi>,q,.II L - DATE: 11/2/2015 the overall structure a the responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required Mier.shown s+ SE K 15 0 5 0 6 3 4.Na load should be applied to any component until after all bredng and 4.Installation of trust is the responsibility of the respective contractor. 4•• fastenere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any comfenent. and are refudry condition"ri of use. �/• NS ID: LINK spone tin 6.Design eaume.Nlbea ngaialwppodastem.ShlmorwetlgeH EXPIRES: 12/31/2016 A compurrue has re control over and no re Im for the ne.-, fabrication,handling:shipment and installation of components. 7.Design assumes adequate drainage la provided. November 3,2015 8.The design a furnished subject to the limitations set forth by 8.Plates shag be Railed en both aces of truss,and placed co their center TPWJ(CA In SCSI,coldss of which will bo furnished upon request. coincide with hint Ines indicate size pieta iebe. MiTek USA Inc./CompuTrus Software 7.6.6(1L)-E 10.for basic connector plate design values see ESR-1311.ESR-1888(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 TO: 2x4 KDDF ff16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-198) 179 3-4=( -82) 33 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 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -67/ 200H 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" -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 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 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" l MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 2,0 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 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=1.6, oTruss designed for wind loads 1 in the plane of the truss only. 0 0 1 ofoi 11MO0 Jr ,1 Y l 1-00 6-00 ,4 1-11-11 �� PSR 461 $>PROVIDE FULL BEARING;Jts:2,5,3,9 ..„ ry ry P y 8•782PE C"' JOB NAME : 17-D POLYGON - ZJ4C \- /y • Scale: 0.4684 a•17 `•' . WARNINGS: GENERAL NOTES, unless otharvle noted: •, E47 40 -_� 1.Builder and erection Contractor should be advised old General Nobs I.This design le based only upon the parameters shown and le for an IndNldual -9' OREGON N. Truss: ZJ4 ash Warnings before construction commences building component.Applicability of design parameters end proper �/ 2.2x4 compression web bracing must be metalled where shown+. Incorporation of component Is the rapes a Ity of the betiding designer. -�'ft(/IR Y y,+ �, 3.Additional temporary bracing to Insure stability during consiNctron 2.Design assumes the top ash bottom chords to W laterally braced el �l J I.Is the responsibility of the erector.Additional permanent bracing of Tcoo c.and at I0'o c reepedbely unless bread throughout their length by ` DATE: 11/2/2015 the overall structure a the ra alba of buildingdesigner. ntlnuot sheathing or sued as acinpRwg requirede a where sand/or drywag(BC). /y' +i \, agora ftY o I.2a Impact bridging or lateral bracing where Mown+. �"1 f.,/L SEQ. : K 15 0 5 0 64 4.No load should beapplied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ars to be used Ina noncorrosive environment, design bads 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 responsibility for the 6.lets assumes ug bearing et el supports Mown.shim or wedge if EXPIRES: 12/31/2016 ess, fabrlwtron,handling,dshipment endInstallation of components. 7.Design assumes adequate drainage le prodded. November 3,201 5 6.This design is furnished fushed subject to the limitations set forth by 8.Plates shag es be halted on both feces of hu ,end placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits lndicete sire of plete In Inches. Muck USA)ncfCempulru,Software 7.6.6(1L)-E 70.For bask connector plate design vaWee see ESR-1317,ESR-1988(MITek) Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION 1 3 " 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) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 11111k 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 or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 A6i 4 wide truss spacing,individual lateral braces themselves MEIRM bramacing shouuireld be considleeedative Tor I IlL\IIIIVVill IC, 3. Never exceed the design loading shown and never rp U stack materials on inadequately braced trusses. Ice.-50 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 co- cs 6 O� 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®Ail Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. ® Nicro l Min size shown is for crushing only. �� 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. i Tek BCSI: Building Component Safety Information, M6 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