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Plans (33) /11. Sfp-olG -GGA -- l sU�S g i,,ls'Y MiTekl) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-405_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46018117 thru R46018145 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. t,IGN F.9 `> 2 cf 87022PE f N y Al, OREGON qo IliN •A,,G�M/ER `S A. HE��P,'O E r• I.1 i I, AAP December 1,2015 Hemandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46018117 PIA 5405 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:31 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-bQkBiT?K1 r?11 iWPwbb1 OQrxsMNm3exnEbFhRpyDIEY 3x6 h 1-3-4 3xx 11 1-6-0 13x6 II 1 6 2 7 3 Scale=1:13.1 o d N 5 4 6x6= 6x6= I 3-34 I 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Weft Lid 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 013 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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 ads ConcentratedVert:6=-1007(F)7=-1007(F) <' N Co �R b 2 , 870 2PE 9 � r 5. CP cv cc‘�'0j, OREG N eP,..,14/ 1, ccMeER O1 OSA. HEA EXPIRES:06/30/2017 December 1,2015 I le— ®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 . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteria,056-09 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F02 FLOOR GIRDER 1 846018118 2 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mick Industries,Inc.Tue Dec 01 13:21:31 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-bQkBiT?K1 r?11 i WPwbb1 OQrsLMCr3Z_nEbFhRpyDIEY 1 1-2-0 1 1-9-0 1 Scale=1:26.3 2x4 II 5x10= 1.5x4 II 3x4= 1.5x4 II 3x4= 1.5x4 II 5x10 = 3x4 II 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 1 0 1 1 E1 I E 4 ../ Z Z _ A N o IeI e e • 13 12 11 4x8 MT2OHS= 6x10= 3x8 = 6x10= 4x8 MT2OHS= 1 14-10-8 14-10-8 1 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT20HS 165/146 BCLL 0.0 Rep Stress Inc( NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=9563/0,315=9563/0,316=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. •<((.... � ED PR OF S 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 F cn at 1-7-12,114 lb down at 2-10-4,1033 lb down at 32-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 �Co ��G)NEcR /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, r, 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 lb down at 12-10-1,and 114 �� 29 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 $7022PE of others. LOAD CASE(S) Standard N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �fiAj OREG ti N ti�O�� Uniform Loads(plf) Vert:10-14=-5,1-9=50 C� OBER �� Concentrated Loads(Ib) Vert:9=1027(F)8=1027(F)7=114(6)6=114(6)5=114(6)3=1033(F)2=1147(F=1033,B=-114)15=-114(B)16=-637(F) OS 4 HE. 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 A mum WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/02/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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/TPII Quality 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 f Job Truss Truss Type Qty Ply POLYGON R46018119 PL15-405_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:32 2015 Page 1 ID:L209JJIu6omRCBuYOhHV69uyFHbu-3cIZwp0yo98tfs5cUJ6GxeOBvmjlajxTF_F_GyDIEX I 1-6-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 L o N J A 4 3 1.5x3 II 3x4= I 1-9-4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina 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.18Btr(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. <��,EO PRQp mac\\ cNGINEF, io* 87022P, r r" H y Aj, OR GON , C.)11/ "POnF� -% 8ER P. SA. HO\ EXPIRES:06/30/2017 December 1,2015 1 .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 void for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability ofdesign parameters and properly incorporate this design into the overall �- building design.Bracing indicated a 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualily Criteria,DSI-89 and ICU 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 R46018120 PL15405 UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8.Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Tue Dec 01 13:21:32 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-3clZwpoyo98tfs5cUJ6Gxe09_mc?oogxTF F_GyDIEX 11-0-8 II 2-0-0 1 Scale=1:37.9 3x4= 5x6= 1.5x3 II 4x4 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 4x5= 3x4 II 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 e e e a 9 .i ®e 0 / X X2. fV o e e e . 1.01 p P 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)— H:Edge,0-1-81,F21:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ltd 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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-970/0,1-2=615/0,2-3=-615/0,3-4=2111/0,4-5=-2111/0,5-6=2806/0, 6-22=2806/0,7-22=2806/0,7-23=2693/0,8-23=2693/0,8-9=2693/0,9-10=1772/0, 10-11=1772/0,11-12=1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=1341/0,12-15=0/1035,9-15=747/0,9-16=0/498,5-17=0/346,5-19=593/0, 3-19=0/885,3-20=1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to 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 ��ED PR°Fen Uniform Loads(plf) rS Vert:1421=8,1-13=80 5) GINE Concentrated Loads(Ib) �� �N F9 02 Vert:22=5(B)23=5(B) 870 2PE � -- N >CV - SAT OREGON cls 1� 'Poe, '4,.18 ER 1� �O S a- HE , EXPIRES:06/30/2017 December 1,2015 4 _ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/201S 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 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 Wel( _. 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/1711 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informalon 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 R46018121 PL15-405_UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:33 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Ypsx791aZSGkHOgolOdVrrWNZA3 XbS4hvkoWtyDIEW Ole 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 r. e e 9 e e e t e e e d o m o e a o o -° A 42 0 o d N 2r ii ii iiO a O O O O . o O uu`^^/ 4 uu / 41 uvu�l lSluuuq c u 1�l l�lll X x Yu�u�u - Ai 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= • . r 2-: r • r r r . :r 8-0-s • , r 1r .�' -0-0 ..,...r 1' .!' 17' r :8-0 0-0-0 21 . r _-8-0 5-1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 '9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina 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 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-5-12. (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. <C,c,,ED P R oFF6s mac.. �co NGiNEF4, /p* 870 2PE U1 CV y SAT OREGO �e Qzo �CnMS ER -\1 Q� SA. Heck EXPIRES:06/30/2017 December 1,2015 4B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-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 a truss system.Before use,the building.desrgner.must verify the applicability of.design parameters and properly incorporate this design into the overall `- - - building design.Bracing indicated:is to prevent bucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing MiTGk' -- -.. 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/TPIl Quality Criteria,D58.89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F08 GABLE 846018122 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-0?QKKV1DKmObuAF_bk8k03TYhaPEG2iDwZTL28yDIEV 1 2 3 4 Scale=1:13.0 II II II II ■ ■ r U ,, 10 Ell 00 IIIII 0 mu N Y Y III III ', 9 8 7 6 5 I 1-4-0 I 2-8-0 l 3-8-8 I 1-4-0 1-4-0 1-D-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina- YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(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. _to PROFeo ��5 NGINEFR �� 4.14 v `� 8 • 2PE 1,9r ypCAjC OOREGO 1 c \1 C' MgER 1 OSA. HEC EXPIRES:06/30/2017 December 1,2015 I 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 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 component,not jar a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'' 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/TPI1 Quality Criteria.DSB-89 and KS!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 R46018123 PL15405_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 13:21:34 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-0?QKKV1DKmObuAF_bk8k03TXtaPAG2hDWZTL28yDIEV 0-1.8 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 0 0 9 0 0 0 0 0 0 0 o a o 0 0 0 0 4 IC 42 0 2 2 N a q 4 P e .. - Q P _ _ _ _ _ V_ o. O a 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 l 4-0-0 1 5-4-0 1 6-8-0 I 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 17 : : • _..• -4-0 -8-0 24- • 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 Lid 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. (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. ;`o< ,AGNEFR `S/, 2 C487022P 9f ySAT OR GON 9..,.Q' 111 9O AMBER \ �O �s A. HES:)% \-4P 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. . 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 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 m. . --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/U.11 Qualty Criteria,DSI-89 and BCSI 6ulding 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 PLI5-405_UPPER F10 GABLE 1 1 846018124 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 Mitek Industries,Inc Tue Dec 01 13:21:35 2015 Page 1 la1.209JJu6omRCBuY0hHV69uyFHbu-UB_iYr2r54WSWKgB9Rf22GOjPzkT?V N9CDvabyDlEU °11 Scale=1:28.3 1 3 2 3 4 5 6 7 8 9 10 11 12 13 14 f o 0 0 o e e e e o a 0 0 • 0 0 d o 4 d M 4 29 1. _ - _ _ _ _ _ _ _ _ • KXXXXXXXXXXXXXX XXXJCICXXXXlCXXXxXXXXXXXXXx1CX70CXXXXXJCXXX2S. 28 27 26 25 24 23 22 21 20 19 18 17 16 15 0 ` • 4-0-0 • :r : •• 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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 lncr 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. ��VO PR Qp ��co �NG)NEF.4 �O Q 870 2PE /r 7 cP +N �-0j, OREGON cy� 3H 9O, FM8ER \1 O OS A. HEP`NP EXPIRES:06/30/2017 December 1,2015 4 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/L7473 rev.10/01/2075 BEFORE USE. 1111.. 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �w fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuayCriteria,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 R46018125 PL15-405_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Toe Dec 01 13:21:35 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-UB_iY2r54WSWKgB9RfrZGOjUzkU?VzN9CDvabyDlEU 0/118 Scale=1:18.4 1 2 3 4 5 6 7 8 9 -11 1111 Y Y 20 d d N N 191 PI 14 WI v J 4j 41,41 18 17 16 15 14 13 12 11 10 I 1-4-0 I 2-8-0 I 4-0-0 I 54-0 I 6-8-0 I 8-0-0 I 9-4-0 19-9-12 i 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) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina- YES WB 0.03 Horz(TL) 0.00 10 n/a n/a Weight:49 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 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. •<tiRND P R OFFss / ,N., � GINE�R 4v* +la87022P, 1- y �A), OR GON r(9 ti../ 'PCOFM$ER �� P4 laA. HEck� EXPIRES:06/30/2017 December 1,2015 i N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 110-7473 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.tnssssystem..Before.use,thebuilding 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 'Wel 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 Quality Criteria,DS$-89 and BCSI Building Component Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018126 PL15-405_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:36 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-y0Y41A3TsNeJ8UPNj9AC5UYs5N0ykrJYVNsyS71 yDIET 0-1-8 H I 1-6r0 H 2-6-0 I Scale=1:30.0 4x4= 1.5x3= 1.5x3 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 0 0 '2 N O A -7-.411%1%N.,- s 14 ~• o011i.iiii.11".--41111411\IN 7- 0 12 t1 10 9 1.5x3 II 4x5 = 3x5= 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y)— I1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=-611/0,3-4=1651/0,4-5=1651/0,5-6=1457/0, 6-7=1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=1100/0,7-10=0/706,5-10=296/0,3-11=0/466,3-12=-822/0,1-12=0/933 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. �ti?'-° PRQp c ANG I NEER wo �, 2 Q 8 12PE �9� , y NEAT OREGO O�� 90 ' 41 ER 1'N OS A. Heck EXPIRES:06/30/2017 December 1,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. ..Design valid for use only with Wick®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 1L� . 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/1111 Quality Criteria,051.89 and 1CSI Building Component 7777 Greenback Lane Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 1.09 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018127 PL15-405_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 I D:L209JJu6omRCBuYOhH V69uy FHbu-Qa5SzW45dhmAle7ZGsiReh5?gnIOTEGgcWiOffTy DIES p-10-81 2-6-0 I Olg Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 g a e m e 21 0 .....N N A N2 e V INt.- e7 Z 20 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) 1/defl Ltd 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 Ina' 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. <,s (qNG N EF.0'4u* " 87022PE 9r Ati,i tP N y �q�, DREG N cy�o4N 90ccM8EFts OG A- HEY' EXPIRES:06/30/2017 December 1,2015 I ..r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7471 rev.10/01/2015 BEFORE USE. mi t Design valid for use only with MTekS 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 - buiidMg'design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuCriteria,DSI-89 and SCSI landing 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 R46018128 PL15-405_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?ZnICTEPgcw -I-yDIES 0-1-8 H I 1-1-12 1 2-6-0 1 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 rim 2 :.: ,orr-76..."-,11111Nly- :-INN% -" / - o N 2 cS u ai Er 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Incl YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1842/0,3-4=1842/0,45=3235/0,5-6=-0235/0,6-7=-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=274/0,4-16=0/690,418=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. c�ca \AG NEF,q v/-, `� 87022PE -7_...1-- u)."64.4--'-/,N +� 5. �'oj OR EG N ti� �H 'A0,-,F,yQER A\ �O S A. Hs?, EXPIRES:06/30/2017 December 1,2015 a I _.. mi 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly.incorporate this design into the overall `� building design.Bracing indicated 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/1111 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 R48018129 PL15-405_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 13:21:37 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu--Qa5SzW45dhmAlezZGsiReh513nP1 TPJgcW1OfTyDIES 1.5x3 II 0-10-8 I 2-6-0 1x3 Wil n 1 2 3x4= 3 Scale=1:13.0 II Mill 1111 III II 1I 7 .1. 1.5x3 = 0 N .' 1.5x3 = r ', 44 5 t, 3x4= 3x4= 00-1. 3-9-0 I 0 1 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. 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 Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=154/0-5-4,5=154/Mechanical FORCES. (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. ti, PROFFs �c\c,� ANG I NE�cR /O144 �r 87022PE N yCEGO ti�Q<N 9O '4,1 ,4() r. �S A. HE:�P EXPIRES:06/30/2017 December 1,2015 A 6 �� ® parameters WARNING-Verily design pameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. Mill. 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 the applicability of design parametersand properly incorporate this design.mto the overall MiTek 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 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 buss systems,see ANSI/TPIl Qualfy Criteria,D58-89 and BCSI 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 PL15-405_UPPER F16 FLOOR 2 1 R46018130 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:38 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-umfgAs5j0?u1 NnYIgZDgAvdAVBemChPprARZBvyDIER 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 I I 1 2 3 4 5 6 7 8 9 10 1t 12 777 � a 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X,Y)— f19:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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=-1621/0,34=-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=0/3319,1415=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=308/0,416=0/724,418=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. _co PROFen cco tG,INER /� 4, 2 C870 2PE /9r 3 N ,N tv �Aj, OREGON 90 u 9O AMBER '' N' On A. HER\-4P EXPIRES:06/30/2017 December 1,2015 — WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 a truss system.Before use,the building designermust 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 Mi fT 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/TPI1 QuaBly Criteria,DSB-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 R46018131 PL15-405_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 1321:39 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-MyDD005L810u?x7yOHkvj6Alob18xFgz4gB6kMyDIEQ 0-1-8 14- 21 I 2-5-8 I 2-6-0 I Scale=1:27.9 3x4 I I 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 _ 0-4115 � 0 o r N 13 11 10 1.5x3 II 3x5= 3x5= 3x4= 3x6= Q" 0-7-4 16-0-12 I b-5-121 1 15-5-0 0-1-8 LOADING(psf) 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 Ina: NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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) 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 ��.0 P R OFF Uniform Loads(plf) c'�� G(N� sc$'j Vert:9-13=8,1$=80 �� �N Fi4 02 Concentrated Loads(Ib) �(7 - Vert:1=400(F) $70 2PE CV y N�"j, OR EGO /ti QIti 'A ,2,/8ER �� or, Hev, EXPIRES:06/30/2017 December 1,2015 : I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE. 111011. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and.properlyincorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual inrss.web and/or chord members only.Additional temporary and permanent bracing MiTek° -is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding The 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail),Criteria,056-89 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 PL15-405_UPPER F18 Floor 8 1 R46018132 Job Reference(optional) Pacific Lumber 6 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:39 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-MyDD005L8l0u?x7yoHkvj6AN2b43xFrz4gB6kMyDIEQ I 1-7-0 I I 2-3-0 I 0 fit Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 e e e I 12 Nr i. N -NNNNNNNNNNNN ° 0 11 ..41111.11 1 g 8 3x5= 3x5= JANA 1.5x3 II 3x4 = I 11-2-8 11-2-8 I LOADING(psf) 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(Ib)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 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. '<c_EO P R OFFS co ��GINER �'/O 87022PE r / N y �'oj, OREGO qo ZN �O ‘iii A,\ �4 OS A. HER‘..\P EXPIRES:06/30/2017 December 1,2015 f .. » I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M9-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mdesign connectors.This is based only upon parameters shown,and'u for an individual building component,not a taus system.Before user:the building-designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design. Bracing indicated_is-to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire A 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/71.11 Qualify Criteria,DSS-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 Heichts,CA 95610 t Job Truss Truss Type Qty Ply POLYGON R46018133 PL15-405_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:40 2015 Page 1 ID:L209JJueomRCBuYOhHV69uyFHbu-q9nbbY6zvc81cbi8y_FBFNXb_LKgcd61UwgGoyDIEP 0-1-8 HI 1-7-8 I I 2-6r0 I0-pi-E1Scale=1:38.2 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 B ® e i c o - 9 V NN..a 22 2 aV � ZAIII‘ht, N ` NsiiiN 21 a 95.Lfil All 1 e �� 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5= 3x8 = 3x4= 22-7-8 I I 22-7-8 Plate Offsets(X,Y)— f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 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 Incl YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ��0AG NEER Wq4_ ``8��7,,00�22PE 9r" (A N - SAT OREG N (F. iH 4 9or,AMBER \1 �' S A- HEF• 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.10/03/2015 BEFORE USE. I 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 individualtruss web and/or chord members only.Additional temporary and permanent bracing Niel(' -�-° -. 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 ANSIRPI1 Quality Criteria,DSB-89 and SCSI Building Component 7Suite 777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F22 FLOOR GIRDER 2 1 R46018134 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:40 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu g9nbbY6zvc81c5i8y_F8FKI-Yd_NIgfK6tUwgGoyDIEP (19-4 1 2-6-0 I aKa Scale=1:41.8 3x5= 1.5x3 II 3x6= 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 V aJ g _ a g - il _ / o. 21 7 NiN 7 N 7 NN 7 ' d .71 a - o20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 I Plate Offsets(X,Y)— [1:Edae,0-1-81,[12:0-2-0,Edgel.[20:0-1-8,0-1-8L 121:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=-1142/0,2-3=1064/0,3-4=1064/0,4-5=-1969/0,5-6=1969/0,6-7=-2102/0, 7-8=2102/0,8-9=1468/0,9-10=1468/0,10-11=1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=1044/0,11-14=0/758,8-14=503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=729/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 4)Hanger(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 ti�t_O PR0F.. Uniform Loads(Of)Vert:13-19=5,1-12=50 Gj� G NEFR p Concentrated Loads(Ib) �` �N ) s- Vert:12=1129(B) Gt✓ - 870 2PE cv -7 N�Aj, OREGO c,44/ 4 len e OS ccMBER \\ A. HECk EXPIRES:06/30/2017 December 1,2015 a 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not y- - adruss system.Before use,.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - _ building sign Bracing indicated.istoprevent 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 .MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality 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 R46018135 PL15-405_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 13:21:41 2015 Page 1 ID:1.209JJu6omRCBuYOhHV69uyFHbu-JLLzou7cgwGcEFHKVimNoXFklOorPDSFXBgDoEyDIEO Scale=1:17.5 1 2 3 4 5 6 7 8 9 0 o L° JL° J ° d d N -cl0 0 In o o F o .... .... .. ... . .... .. .. . ....... .. .. .. . ... 18 17 16 15 14 13 12 11 10 10-7-8 I I 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 10-7-8. (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(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 `t 870 2PE -Yr N cv ' N 7 "c>, OREG N q'a� 9On,..) AMBER 'N1 r ps A HE ��P EXPIRES:06/30/2017 December 1,2015 1 .r I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. I dx Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,-the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �■ building design. Bracing indicated is to prevent buckling of individual truss Web and/or chord members only.Additional temporary and permanent bracing MiTele 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/TP11 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 PL15-405_UPPER F25 Floor 6 1 846018136 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:41 2015 Page 1 I D:L2O9JJu6omRC BuYOh H V69uyFHbu-JLLzou7cgwGcEFH KVimNoXFhQOhj P4OFX8gDoEyD I EO 1 1-5-0 I I 2-6-0 I Scale=1:38.7 1.5x3 II 454= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 a \- 7 N._-vr. -7 N... 7.....N. o�l, 7 ll 9 9 18 17 16 15 14 13 12 1.5x3 I I 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4=- I I 22-2-0 22-2-0 I Plate Offsets(X,Y)— f1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=971/0,1-2=-766/0,2-3=766/0,3-4=2432/0,4-5=2432/0,5-6=2861/0,6-7=-2861/0,7-8=2063/0, 8-9=2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,15-16=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=1475/0,10-13=0/1081,7-13=-670/0,7-14=0/319,5-15=-440/0,3-15=0/855,3-17=1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c•cisED PROpe ��5 �NGINEF- io �, 2 '' 8 • 2PE (9r CNI gr(ICN ti Q4/ C� MQER OS A- HEY'''‘'' EXPIRES:06/30/2017 December 1,2015 I ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/L7473 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 . _.rd truss system..Before use,the buBding 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 In, web andior chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qua18y Criteria,DSB-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 R46018137 PL15-405_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L2O9JJu6omRC BuYOhH V69uyFHbu-nXvL0E8ERDOTsPsX3PHcLlotjo6F8f0PmoPnKhyD I EN 1.5xj II 2-1-4 I 2-6-0115x3 II 1 2 3x4= 3 Scale=1:12.9 J L 5 4 3x4= 3x4= tl-1l 4-10-4 1 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Weft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-10-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��v PROi ��c .' �cNF9 GiNEs/0* 87022P -7 -ox OR GON rpm .@ 9r, AMBER \u �O ps A. HEckP 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.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a.truss system.Before use-the-bulding designermust verify the applicability of design parameters and properly incorporate this design into the overall-- -- MiTek*_ - buldin.gutnsign. 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 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPil Quality Cr feria,DSB-B9 and ICS!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 PL15-405 UPPER F28 Floor 2 1 846018138 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(ootionall 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-nXVL0E8ERDOTsPsX3PHcLIorEo?G8UkPmoPnKhyDIEN 1 1-3-4 l 2-6-0 I Scale=1:42.8 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 354=3x6 FP=1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 0 / V o N .71 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 MT20 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1902/0,34=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_`o PROFS 9c ANG I NEF'Y s/O 2 8 • 2PE 1 r , �C% OREGO ",- QiI On MgER N\ P� SA. HERN EXPIRES:06/30/2017 4 December 1,2015 I oWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propertyrincorporate this design intothe.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 properly damage. For general guidance regarding the •x FiTp+^" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/T11I1 Qua8ly Criteria,DSS-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 R46018139 PL15-405_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-nXvL0E8ERDOTsPsX3PHcLJov1o788fCPmoPnKhyDIEN I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L N L •���������������r�� 1.5x3 II 3x4= J- 1-3-8 0-43 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 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 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btf(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �cr�\g ,,,.. F-V /0*9 870 2PE I, r N 7 SAT OREGON rya <U� �O ''ii,/SER 1� �O �S A. HE RP EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not ,,,, , ,_:a truss system.Before.use,.the budding designer must verify the applicability of design parameters and property incorporate this design nto the overall .. _ . _ .:.building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary a permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/lPll Quality CrIleria,DSB-89 and ICS!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 PL15-405 UPPER F41 FLOOR SUPPORTED GABL 3 1 846018140 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-FkTjDa8sCXWKTZRjd7ortyL4sCTOt6SY S9Kt7yDIEM I 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 Ila k 1.5x3 II 3x4= p 1-2-4 0-0-3 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "'• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress 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 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • •<<-% PRpFFs1s c.5 NGINEF144 R ��2 87022PE 9r y �'0), OREGON rya <l// AAS, AMBER �\ .4)OS A. Hs?' EXPIRES:06/30/2017 December 1,2015 I / iik WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev,10N3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parametersand property incorporate thisdesign into the overall building design. Bracing indicated o to prevent buckling of individual truss web and/orchord.unernbers 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/TPIl Quality Celerla,051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018141 PL15-405_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 13:21:43 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-FkTjDaBsCXWKTZRjd7ortyL4GCTKt6SY S9Kt7yDIEM I 1-6-4 1 5x3 I I 1 3x4= 2 Scale=1:13.2 L 4 1.5x3 II 3x4= 0-8-4 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co P R ore On ��co���NG N Fi4 `v, 2 ct 870 2PE 91' N ti yc‘A>, OREG N ep 41 '51.O �MSER -\1 'O OSA HE 3 EXPIRES:06/30/2017 December 1,2015 iI flit ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. Nut w Design valid for use only with Mick®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 applicability of design parameters and properly-incorporate-this,design into.the overall .ip 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51/TPII Quality Criteria,001-89 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 R46018142 PL15405 UPPER F43 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 13:21:43 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-FkTIDaBsCXWKTZRjd7ortyL42CTPt6SY_S9Kt7yDIEM 1.5x3 II 1 4x4= 2 I Scale=1:13.3 L 0 0 4 3 1.5x3 I I 4x4 = 0-11-0 0�2 0-11-0 Plate Offsets(X,Y)- Fl:Edge.0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. <C�k PRoFFss c, ��GINEFit? w0 ° 87022PE �r" 5.y<Aj, OREGO ro�tiAL 9�, wf3ER V\ �O OS A. HE:;. EXPIRES:06/30/2017 December 1,2015 4 I WARNING-Verify design gn parameters and REAP NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE N/F747J rev.10/03/2015 BEFORE USE. mit" rr 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 tresweb and/or chord members only.Additional temporary and permanent bracing Miele .z is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the a� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 Qua81y Criteria,DS5-89 and SCSI Banding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 108 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018143 PL15-405_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-jw06Rv9UzreA5i0vBgK4QAtFhcpdcZhiD6utPZyDIEL 1 0-10-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 N ..♦.♦....• ♦... 4 4,47 1.5x3 II 3x4= 1-1-0 02 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 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: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. • �\`o t\G NE�'�`S„ 2 87022PE 9r / cP N y SAT OREGON ti,Q4N �On�MBER 11 Q� S A. HE?' EXPIRES:06/30/2017 December 1,2015 4 .r I a 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 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 buckling of individual truss web and/or chord members only.Additional temporsuy and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 QuaMly Criteria,DU-89 and BCSI Building Component Suite 109 Safety InlormaMon 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 PL15-405_UPPER F45 FLOOR SUPPORTED GABL 4 1 R46018144 Job Reference(oationall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-jw06Rv9UzreA5i0vBgK4QAtFKcpbcZhiD6utPZyDIEL I 1-3-0 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 o G 0 c N N 4 1.5x3 II 3x4= 04114 1-6-0 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (roc) 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 Incr 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 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) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (lb)-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. <c, PRO1 C NGI NEER �0 �, 2 870 2PE /�1- N N y �'oj, OREGON ti� �N 'AO AMBER -\1 �O On A. HES\41:' EXPIRES:06/30/2017 December 1,2015 i I WARNING-Verifydesign 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 Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building desgnermust verify the.applcab'ity.of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent burltling-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 ■ n fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBty Criteria,DSII-89 and ICUBuilding 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 R46016145 PL15-405 UPPER F47 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRC8uYOhHV69uyFHbu-jw06Rv9UzreA5i0vBgK4QAtFwcpfcZhiD6utPZyDIEL 7x10 II 1 2 Scale=1:13.3 0 0 N -----------4 3 7x10 II pH 0-7-4 I 0-(4-4 0-7-4 Plate Offsets(X,V)- I1:Edoe.0-1-81,14:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.00 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 10.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=14/0-7-8,3=14/0-7-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <('\ D PRp1 S. Co kt� �cNGINEF'7 io29 87022P� r i� iv ,N y ^3),, OR GON rye a[v �O n SER '\� P� `.) A. H .Ck gk4EXPIRES:06/30/2017 December 1,2015 0 4 .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with 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 properlyincorporate.this design into the overall .,. building design.Bracing indicated is to prevent bucking of individual truss web and/or chord membersonly.--Additionaltemporary and permanent bracing M 1 T ek. 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/TPI1 QuaRy Criteria,DSI-89 and SCSI Budding Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System PLATE LOCATION AND ORIENTATION Y A General Safety Notes 1 3j4 Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MIKI (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. hik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 01 n C1-2 C2-3 '/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O bracing should be considered. I 2 IRMA* Oz 3. Never exceed the design loading shown and never a �� U stack materials on inadequately braced trusses. O ~ C6-7 C5-6O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-13 BOTTOM CHORDS designer,erection supervisor,property owner and all other interested parties. plates 0-'/Id' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designedplanein all respects,equal to or better than that i�400Indicated by symbol shown and/or for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. w established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior '/ reaction section incates joint ©2012 MiTek®All Rights Reserved approval of an engineer. l number where bearingsdioccur. 17.Install and load vertically unless indicated otherwise. 1 ® Min size shown is for crushing only. NM Ili mit 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 100 Guide to Good Practice for Handling, Mire 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mill hila MiTek. MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-B 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: K1504881 thru K1504950 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. - o PRppF6,, .*rte ,GINE /0 414 89200PE 9f L 4.OREGON\b, AA4,,, /0 :1J 14, 2 P4 '� R RIO— 0'' OP- r November 3,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16.— 5.5" _ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.2ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-02-12 8-02-12 f T 12 T 1z 6.00 p II M-4x9 Q 6.00 3 4 m 2 -17 o c0 0 0 0 M-3x4 M-3x4 �a y 1-06 y 16-05-08 ~�� 6y, C. i -7 89200PE JOB NAME : 5017—B POLYGON — AlSale: 0.4601 /1:. 4410" WARNINGS: GENERAL NOTES, ugessothenNssnoted SW l'' Budder and erection contractor should beadviedofa1GenerelNotas 1.This design is based only uponteparametersshown and Is for anindivmwl 1. "p� OREGON �cl Truss: A l end Warnings before wnetrucllon commences. building component.Applicability of design parameters and proper ,�} / 2.224 compression web bradng must be Installed where shown+. Ps, Ai IncorponBon of component b the responsibility of the bupolrp designer. /'l '7 v{r �ki "'�'� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laNreNy braced al V "Y b the responsibility of the erector.Additional permanent Geeing of s 7 sc.ens al l G c.c.rases ly unless braced throughout their length by continuous sheathing such h es plywood sheathing(TC)and/or drywa8(BC). R.'�� DATE: 11/2/2015 the overall structure is the reeponelbiNy of the building designer. 3.22 Impact bridging or lateral bredng required where shown++ 4.No bad should be applied to any component anti after all bracing and 4.Inetalatlon of Inns Is the reeponsibily of me respenNe contractor. SEQ.: K 15 0 4 8 81 fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive environment. design bads be applied to any component. end are for%try condition.'of use. TRANS I D LINK 5.Comparnus has no control over and assumes w responsibility for me s.Des lira assumes nal bearing at.I supports shown.Shim or wedge B EXPIRES:12/31/2015 ecawry. fabriwtlon.handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 6.This design Is furnished subject to the ll nitatbns set forth by 8.plates shag be located on both faces Gauss,and placed so their center TPIIWTCA In BCSI,copies of which wd8 be fumlahed upon request. Nnee coincide with Joint sumer lines. 9.Digits Indicate We or plate In inches. MITek USA,InciCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-1317,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/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-161) 866 3- 8=(-256) 209 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-1096) 267 8- 6=(-206) 866 8- 9=( -39) 935 3- 9=( -784) 176 B- 5=(-256) 209 LONDIOG 4- 6=( -784) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1046) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD= 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ B62V -87/ 87H 5.50" 1.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 KDDF ( 625) 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 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed = 0.481" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.017" @ 16'- 0.0" 8-02-12 8-02-12 Design conforms to main windforce-resisting 9-03-12 3-11 3-11 9-03-12 f fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 TIM-9x9 Q 6 00 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 477( 4.0" Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 01 rn omo 1 2 IA MIDI fia6 o o M-3x4 M-3x8 M-3x4 7 0 l y y 8-02-12 y y 8-02-12 �on PRope 1-06 16 05-08 y 1-06 y `��� GIN a �/© -of r 89200PE fir" JOB NAME : 5017-B POLYGON - A2 Scale: 0.3101 WARNINGS: GENERAL NOTES, Mess etMrwies noted 10 Truss: A2 1.Bugdar and aredlon confronter should be advised of e9 General Notes 1.Ibis design is based onlyupon the parameters Mc.and is kr Ce individual 7' di..OREGON 4.4, and Warnings before con.Wcllon commences. building component.Applicability of design parameters and proper 2.244 compression web bradng mob be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracket to Insure stability during construction 2.Ueslgn assumes IM tap and bottom cholas to be[literally braced et �0 y ifr vq s � "E . I.the responsibility of the erector.Additional permanent bracing of 7 o.c.and alta c.c.respectively unlessacedsheathing(7C) braced throughout their length by f"Y DATE: 11/2/2015 the ovenl structure lathe rospanstbglry of the bolding designer. Dc Imp continuous sheathinggingor ouch as pywootl sbeathln where and/or tlrywaA(BC). �. 3.In Impact bridging or lateral bracing required where shown.. MO- fasteners S EQ.: K 15 0 4 8 8 2 4.No load should be applied to any component unq alter ail bracing and 4.Installation Oka.la the responsibiRy of IM respective contractor. are complete and at ra time should any bads greater than 5.ledge assumes trusses aro to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied toany component. and are hr^dycendmon^4fuse. 5.tompuTrue Me no control over and assumes no responsibility for ma 8.Design assumes lull bearing at all supports shown.Shim or wedge 1! EXPIRES:12/31/2015 2/31/ 01 feblkn,handling,shipment and inetalNBon of components. nacossary. rlee 8.This design Is furnished subject to the BmMttena set Porth by 7.Design assumes adequate bdoth k provided. November 3201 5 7PSWf0A In 8051,copies of winch net be furnished u q B.lees cPlates shag be bated on canter faces of Wet,and placed ac their center d upon request. linea coincide with Joint lines. ME ek USA.Inc./CompuTrue Software 7.6.6(1 L}E 9.Dight indicate sks of plate In Inches. 10.For basic connector plate design values see ESR•1311,ESP-19138(MGM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2- 9=(-1556) 7382 9- 3=( -139) 72 7-13=(-392) 1860 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10=( -159) 548 WE: 2x6 KDDF STANDR WEBS: 2x9 KDDF STAND; LOADING 3- 4=( -8708) 1992 10-11=(-1624) 7552 10- 9=( -582) 2788 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 9- 5=( -6820) 1562 11-12=(-1608) 7950 9-11=(-2524) 576 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=( -6824) 1562 12-13=(-1932) 8792 11- 5=(-1348) 5918 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( -8568) 1929 13- 8=(-1950) 8880 11-1-16=(-2354) 548 354) 2526 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-10250) 2268 16- 2=(-1550) 342 BC LATERAL SUPPORT <= 12"OC. UON. @@ADDL: BC CONC LL+DL= 2975.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQITRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 5.5" -1041/ 656V -74/ 86H 5.50" 7.46 KDDF ( 625) 16'- 5.5" -1459/ 65688V 0/ OH 5.50" 10.51 KDDF ( 625) _..,,- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: \/'1/ 9" oc in 1 row(s) throughout 2x4 top chords, /Xv7(\ 6" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs, LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. @ HANGER BY OTHERS TO APPLY CONC. MAX IL DEFL = TION3" @ S: L L/24 Allowed = 0.150" LVERTICAL DEFLECTION LIMITS: AD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.072" @ 10'- 7.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.200" @ 10'- 7.3" Allowed = 1.036" MAX HORIZ. LL DEFL = -0.023" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.050" @ 16'- 0.0" 8-02-12 8-02-12 1' Design conforms to main windforce-resisting 3-06-02 2-07-10 / 2-01 2-01 2-07-10 3-06-02 system and components and cladding criteria. fIf f f Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4X6 Q 6.00 load duration factor=l.6, Truss designed for wind loads 9.0" 5 .f-,( in the plane of the truss only. I I M-3x5 M-3x5 4 6 M-3x4 M-3x5 3 40140 M-5x10 ��, M-5x10 m �� _ M ( o J` 9 10 11 12 13 .. ..8o o I o M -1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 y l ,+2975# 1 ), y y �y 3-04-06 2-05-14 2-04-08 2-04-08 2-05-14 3-04-06 �•VD P R 04, y 1-06 l 16-05-08 1 C7���` GINE.' , sl 61, ©v 44/ 8920OPE 9r'• JOB NAME : 5017-B POLYGON - A3 Scale: 0.3195 WW1 -'11°94' WARNINGS: GENERAL NOTES, arises nthepotherwise noted' �I OREGON /'S f•'Y R 1 �I s 1.Ridder end erection contractor should be advised W all General Notes 1.This design h based only upon the parameters shown and h for en individual • 1' V RE G V V moi/ Truss: A3 and Waminge before construction commences. building component Applicability of design parameters and proper �} [� 2.2.4 compression web baring mud be Installed where shown•, incorporation of component la the responsibility of the building designer. , 7).'" �{v F1 • ==, 3.Additional temporary bracing to insure stability during construction 2.Design sesames the top end bosom chortle to be laterally bread et S./ 1 1`'f' la the responsibilityf the erector.Additional permanent bredrq of c ntin and at ee hin.reach ee p y stoodunleas bread throughout their et)Sength by ' i R`�t o germane continuous sheathing such es ptywootl shealhing(TC)and/or tlrywaA(BC). C„"` 1.+ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing requlred where shown O s S E K 15 0 4 8 8 3 4.No bad Noun be applied to any component untl after al bredng and 4.Installation of truss is the responsibility of the respective contractor.4•: fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used Inc nonroenesive ensronment. design bade be applied to any component. and are for"dry condition"of use. 7 TRANS ID: LINK 5.CompuTrue has no control over end assumes no responsibility ter the 6.Des gnnwmes NO heartng et ell supports shown.Shim or wedge It EXPIRES: 12/31/20155 fabrication,handling.shipment and lnstellatien of components. 7.Design assumes adequate drainage 4 provided. November 3,2015 t it Gall u 5.This design is furnished subject to the limitations set forth by B.Pletea Nell be bated on both faces of truss,and placed so their center TPINVTCA In SCSI.copies of which will be furnished upon request. Anes coincide with(ebrt center line. S Digits indicate erre of plate In Inches. Wel(USA,Inc./CompuTrue Software 7.6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(Weld This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 7.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-08 6-09-08 T T 12 d 6.00 17' IIM-4x9 12 6.00 3 rn Orn ii //77//////l/////l/////////////l//////IT////////////////////////////////////////////////////////////// // 1 0 _ o M-3x4 M-3x4 1 1 1 y 1-06 13-07 �k.Q' 1°r sees z` 9200PE -1 r' JOB NAME : 5017—B POLYGON — B1 '/'' Scale: 0.5192 �� �4411111P WARNINGS: O.This design unless upon otherwise OREGON it/ 1.Wilder and erection contractor should be advised of all General Notes 1.This destgn Ie based only upon the parameters Mown and b ler an Individual Truss: B1 and Warnings beton construction commence., building component.Appllabllgy of design parameters and proper A A, 2.254 compression web bracing must be installed where ahown a, Incorporation of component is the roaponstbrnty of the building designer. �+' 1., f1\ '+ 3,Additional temporary bating to Insure Nobility during construction 2 Design assumes the top and bottom chorda to be laterally bread at 7` '�A} V Is me responstbllAy of the.rector.Additional permanent bracing o! S o c,and et 10 o,c,respectively unless bread throughout their length by `Y y",1 DATE: 11/2/2015 the overall structure Is the ro continuous sheathing such i b acng re tired here WI and/or dmnai)BC). M� t_ V sponaamp of the nti after p designer. 3.2s Impact bridging or lateral bracing required rasps stwwn t. C Y SEQ.: K1504884 4,NomadshouldbeappliedtoamcomponentuntAafterallbracingand 4.Installation of busslathereaponsibiby of the respective contractor. fasteners are compete and at no time should any pads greater than 5.Design assumes ureses are to be used in a noncorrosive environment TRANS I D: LINK design mads be applied to any component. ane ars for dry condition"of use. 5.CompuTrus has no control over and assumes no respanbllity for the 8.Oeadr assumes AA beadng at ell supports shown.Shim or wedge if EXPIRES:12/31/2015 /ablation,handling,shipment and installation of components, neaassry. S.This design is furnished subject m me limitations set forth by 8.Platesmshal be locaassumes tedueneboth Nue at tdrainage Is rues,and placed so their center November 3,2015 TP W4TCA In SCSI,copies of which will be furnished upon request. line coincide with Joint anter lines. Muck USA,Inc./Com uTrus Software 1L 7.6.6 9.Digits indicate are of plats In Inches, Inc./CompuTrus ( E 10.For basic connector plate design values nee 65R-7371,ES12-1988(MITek) k This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-27) 512 6-3=(0) 314 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-681) 123 6-4=(-27) 512 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 76 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 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 0'- 7.0" -134/ 742V -74/ 79H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -134/ 741V 0/ OH 5.50" 1.19 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 1OPSF 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 15'- 1.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 15'- 1.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.035" @ 3'- 7.5" Allowed = 0.455" MAX TC PANEL TL DEFL = 0.097" @ 9'- 8.6" Allowed = 0.683" MAX HOAR. LL DEFL = 0.005" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.5" 6-09-08 6-09-08 '( Design conforms to main windforce-resisting 12 IIM-4x4 12 system and components and cladding criteria. p Q 600 6.00 . 4.0" Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 'IT:( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 cm m n 17 0 ales o 6 4 p I M -3x4 M-1.5x3 M-3x4 1 ), 6-09-08 6-09-08 1 l13-07 1-06 y 9` p110�' . 1-06 444 -7 :9200P r JOB NAME : 5017-B POLYGON - B2 Scale: 0.9067 le 4t- WARNINGS: GENERAL NOTES, unless otherwise noted:I.Buller and erection contractor should be advised of al General Notes f.This design Is based only upon the parameters shown and IB for an Individual ' ,f�...OR 'EGO N 14, Truss: B2 and Warnings before construction commences. Wilding component.Apptcebllby of design parameter.and proper -AIS' N 2.2A4compressinwebbfadngmuno teb8ledwhereshowna. Inaorporobonofcomponent lsmereepondb:i:ty Ithe bubagdeeigner. '.a) 'Y}'' .� y tip - -, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to its letenly bread at V responsibility of Ne erector.Additional pembnenl bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by VP Is the ` continuous sheathing such es plywood sheathing(TC)ander drywel(BC). �R.`�fir:- DATE: 11/2/2015 the overal structure Is the responsibility of the buNding designer. 3.2x Impact bridging or lateral bradng required where Mown.a 4.No bad should Na applied to any component untl after all bradng end 4.Installetfon of truss Is the responsiMlty of the rospectve contractor. SEQ.: K 15 0 4 8 8 5 fasteners are complete and at no time should any wads greater than 6.Design assume.busses ars to be used Ina noncorrosive environment, TRANS ID: LINK design wads be applied to any component. ander.for'dry condition'of we. S.Com WTnro has no control over end assumes no respondbllNy lir the 6.Design assumes NN bearing et e8 supports shown.Shim or wedge If EXPIRES: X OI R E •12/31/2015 2/31/201 5. fabrication,handing.shipment and installation of components, 7.Design:comes adequate drainage is provided. November 3,2015 fT G4T �L7 (Gv v S.This design is furnished subject to the limitations set forth by S.Plates shat be located on both faces of trues,and placed so their center TPNWICA In SCSI.wpbs of which wit be furnished upon request. Niurs coincide g,Glees indicate slzslo ofoint terinches s. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311.ESR-1980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8408) 1862 1- 7=(-1562) 7289 7- 2=( -909) 1992 BC: 2x6 KDDF SS WEBS: 2x4 KDDF STAND; 2- 3=(-6562) 1489 7- 8=(-1592) 7194 2- 8=(-1658) 904 LOADING 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 2x9 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6536) 1900 9-10=(-1150) 5660 3- 9=( -656) 3039 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=1 0) 76 10- 5=(-1196) 5659 9- 9=) -192) 370 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 920.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 9-10=( -126) 74 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" @@ADDL: BC CONC LL+DL= 3009.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 61H 5.50" 9.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3693V 0/ OH 5.50" 5.83 KDDF ( 625) -",- ( 2 ) complete trusses required. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. JoHain together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ileo staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \^/ 9" c in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc /)(v)(\ 6"oc in 2 row(s) p spacing. throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.047" @ 6'- 0.0" Allowed = 0.633" MAX TL CREEP DEFL = -0.133" @ 6'- 0.0" Allowed = 0.894" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.003" @ 15'- 1.0" Allowed = 0.150" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.003" @ 15'- 1.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.5" 6-09-08 MAX HORIZ. TL DEFL = 0.031" @ 13'- 1.5" 6-09-08 T T 3-07 3-02-08 3-02-08 3-07 Design conforms to main windforce-resisting 1 Q T f f system and components and cladding criteria. 12 M-4x6 12 Wind: 190 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 3 ,(-,( Truss designed for wind loads in the plane of the truss only. MI M-3x5 M-3x4 z 4 11 , M-5x10 M-5x10 oTr �, ISI MI Irl o JIB 'n 1 1 _ 7 8 9 10 - o o M-3x6 =AN-4x4 M-4x8 M-1^5x3 o y ), ), 3004# ), y 3-05-04 2-06-12 1-07 2-06-12 3-05-04 l P 13-07 y 1-06 y ,(*C,�^L �f F OF�`5S el CV ' 89200PE �C"" JOB NAME : 5017-B POLYGON - B3 47 • Scale: 0.3912 WARNINGS' GENERAL NOTES, unless etherelee noted. 10 Truss: B3 1.Balder and erection nntredorshould beadvised ofall General Notes 1.The design is based only upon the parameters shown and Is for an individual ' 7 OREGON and Warnings before conahualon commences. building component.Applicabllfty or design parameters and proper 2.2s4 compression web bradng must be Installed where shown•, Aw incorporation etcomponent is me reeponsiblllty orlhe holding designer `� It' "'�'••�� e • 3.Additional temporary bracing to Insure stability during=election 2.Design assumes the top and bottom chorda to be laterally braced et O 14 2'o.c.and at 10 c.c.respect.ely unless bre Is the responsibility or IM erector.AddSeal permanent bracing or braced throughout their length by s DATE: 11/2/2015 the overall structure Is the responsibility continuous bridgingsheathing or Inteh as wpNwooding re a iced where a ender drywaN(BC). (: �. �� h or the building designer. 3.2a Impact etles or Neral bhang required the where shown,e SEQ.: Ki5 0 4 8 8 6 4.No lead aimed be applied to any component ural aper al bracing and 4.Installation of truss is the responsibilry of the respective contractor. fasteners are compete and at no time should any pads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design Pada be applied to any component. cedar.Srdry oeedltlen of use. 5.CompuTraa has no control over end mamas no responsibility fen the 8.Design assumes full bearing N all supports strewn.Shim or wedge if EXPIRES: 12/31/2015/ 01 fabrication,handling,shipment and Installation of components. 1100051411y. 7.Desigd. 8.This design isfumishedsubpatothe limiationsset forth by 8.Plaessshepbelocaassumes tedoneboth faces odrainage Nftruvagandplacedsothehanter November 3,2015 TPWITCA in SCSI,apes of which will be famished upon request. las coincide with joint canter lines, MITek USA,Inc./Cempulrne Software 7.6.6(IL}E 9.Digits Indicate size of plate a Inches. 1o.For basic connector plate design values see ESR-1311,ESR-1988(MOW) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 412 8- 9=( -108) 142 8- 1=(-3192) 1070 11- 5=( 0) 476 2- 3=(-1076) 404 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12=(-2444) 1242 2x6 KDDF #1aBTR Ti BC: 2x6 KDDF SS LOADING 3- 9=(-7814) 3158 10-11=(-9096) 9690 9- 2=( -118) 189 12- 6=( -380) 1742 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12=(-3994) 9474 9- 3=(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2934 12-13=(-2684) 6330 13_10_( -314) 1510--314) 1098 13- 7=( -400) 284 TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 1'- 7.0" TO 35'- 3.3" V 6- 7=( -42) 42 0_14=( 2) 340 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 3.3" V - TC CONC LL( 66.0)+DL( 18.5)- 84.4 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2T9 OPACIOR AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL 0'- 0.0" -1149/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. J,. ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. Join together 2 ply with 3"8.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2c4 top chords, XX MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718^ 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" 9" oc ie 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 284 webs. MAX HORIZ. LL DEFL = -0.070" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" ** For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1-06-15�( �( 33-08-05 1-b6-.1(5 15-08-05 18-00 T 1-&-f5 6-09 6-09-03 6-'6-03 6-09-03 7-00-11 'f 4,84.40# 1' 1' ' ' 1' 12 6.00 p M-5x6(5) M-9x6 M-9x6 2 M-3310 M-34x4 M-5x9 MM -36x10 M-1 5x3 ?; _ w e o a) f + ` i + o \ 0 0 `" "R-1.5x3 M-1x4 0.2 ' M-%x4 M-3x10 *T3 -/I �t��U PO�I�h.h M-4x12 M-7x8(5) '4L. 11 (' I-G Vtt5 l y y y y y mac`, �yGtINEFR /0„0, 1-00 8-07-04 8-05-08 8-05-08 8-09 y 09200!-© y�y^�pE 35-03-09 JOB NAME : 5017-B POLYGON - DlY : Scale: 0.1165 C3 Cr WARNINGS: GENERAL NOTES, undid upolnervAee meteroted: OREGON l* t.Binder and erection contrarian should be advisee of al General Notes I.This design is based only uponthe parameters Mown end la for en Individual O(1 t�O V\l+s S. Truss: D 1 ted compress bawre bracing mu commence.. bulemg component.Applicability of design parameters and proper tt,r,. 2.2t4 compression web bosdng must be installed where shown*. Design Incorporation of component Is the responsibility of the aaldlng designer. �/r� 7 y`�"" 3.Additional temporary bracing to insure stability during construction 2•Design assumes the lop end bottom chords to los laterally braced et © }.�, i o t17+. is the responsibility1 the erector.Additional permanent bredng of c a c and at ea10'o c reuch as pty unless braced(TC)n d/they lanpm by `F4 R V�y o permsne continuous sheathing such as plywood ahaathinp(TC)and/or drywall(BC). Lr DATE: 11/2/2015 the overall sinclure Is the respenelbllhy of the building designer. 1 2e Impact bridging or lateral bracing required where Mown++ SE K 15 0 4 8 8 7 4.No bed Would be applied to any component until eller a8 bracing and 4.Installation of truss la the responsibility of the respeatNe contractor. 4• feeenen are complete end et no time should any beds greater than 5.Design sesame,Inures ere to be used In a noncorrosive environment. design bads be applied to any component. end aro for"dry aendlion"of use. TRANS I D LINK 5.CompuTrue has no control over and assumes no responsibility to the 6.Design assumes dl bearing al el supports shown.Shim or wedge If EXPIRES:12/31/2015 febdcaten,hendllog,ehipment end installation of components. 7.Designssumes adequate drainage is prodded. November 3,2015 6.This design N furnished subpot to the Igntatisns est faith by 8,Plates shall be located on both taws of true.and placed so their center TPIW1'CA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ina./CompuTNS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-13/1.ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1681121 LOAD DURATION INCREASE = 1.15 1- 2=( -567) 173 9-10=( -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 2x9 KDDF #168TH T1 SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=( -959) 3987 1-10=( -393) 1967 13- 7=( -62) 871 BC: 2x6 KDDF SS 2- 9=( -533) 178 11-12=(-1221) 9843 10- 2=( -97) 150 7-19=(-3395) 827 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-3903) 920 12-13=(-1169) 4735 10- 9=(-3199) 821 14- 8=( -200) 106 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4901) 1094 13-14=( -792) 3169 4-11=( -22) 756 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3699) 809 11- 5=(-1052) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -37) 91 5-12=( 0) 231 12- 6=( 0) 313 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -231/ 1975V -86/ 938 5.50" 2.36 KDDF ( 625) 35'- 3.3" '183/ 1987V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.323" @ 18'- 0.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.063" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 39'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dirt, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 T T 3-06-15 13-08-05 18-00 1-01-771-05-03f 4-04 6-09-03 6-09-03 6-09-03 7-00-11 4 4 1 4 1 1 T 4 1-07-04 '1 I. 12 6.00 3 M-4x6 M-4x6 M-3x10 M-3x4 M-5x6(S) M-3x4 M-3x10 M-18 x3 4 5 6 . ie\,- r.Nr. a Or ® mg. 7 8 -f O + + C 0 0 CD0 I 8 1�1 a. _ o N \ 11 *� - ^- ro 9**10 12 13 **14 -/ M-1.5x3 M-3x4 0.25" M-3x4 M-3x10 �y y M-4x12 y M-7x8(5) y G G� PR0 1-00 8-07-04 8-05-08 8-05-08 8-09 y � GIN R tS/ 35-03-04 414 p{� yip 89200PE v JOB NAME : 5017-B POLYGON - D2 Scale: 0.1790 WARNINGS: GENERAL NOTES, unless otherwise noted: Ill. /Sw. Truss: D2 I.Balder and erection oontradar should be advised of ail General Notes 1.TN.design Is based only upon the parameters shown and is for an individual t� OR C GO N a)*L and Warnings before construction commences. building component.Ap9a tatty of design parameters and proper J,/� V G 4-I v Lsr./ Z.204 compression web bracing must be installed where shown ii. Incorporation of component le the reeponelbulty alike building designer. 7,,0 11`-. I Ai ,c �"�a 3.Additional temporary bracing to Insure Nobility during construction 2 Design assumes the top and bottom chords to be laterally braced at _7 l� lathe responsibility of the erector.Additional permanent bracing of 2'o.c.as al lirt.e o e respectively unless braced throughout their length by DATE: 11/2/2015 the overas structure la the n 2K Imp.ct rdging or ouehasacing re aired here show/a drywati(BC), �'*��. �� aany ce ity of the building designer. 3.2a Impact bntlging or latent bracing ty et the where shown++ rw�. SEQ.: K 15 0 4 8 8 8 4.No bad should be applied to any component until alter a8 bracing and 4.Installation of luras la the rearms/81W of the respective contractor, fasteners ate complete and at no time should any bads greater than 5.Design assumes busses ere to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end ars for"dry condition'.of use. S.CampuTnn nes no control over and assumes no rosponalblllty for the 8.Design assumes lull bearing at all supports shown.Shim or wedge 11 EXPIRES:12/31/2015 labrloatbn,handlbp,shipment end Installation of components. sespry' 7.Design assumes aded drainagefis ums,an November 3,2015 8.Thio design is mmlahad..sf0 to the gb.faom set forth by 8.Plates il be bated one both feces of gums,and placed so their center TPWYMA In BCSI,copies of Mich wig be furnished upon request. lines coincide with joint center line. MITek USA,Inc./ComlwTfUa Software 7.6.6(11_)-E9.Digits indicate sloe of plate In Inches. 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 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 394 9-10=( -66) 129 9- 1=(-1428) 389 5-13=(-696) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1340) 403 10-11=(-439) 2249 1-10=( -306) 1441 6-13=(-124) 737 WEBS: 2x4 KDDF STAND 3- 4=(-2414) 629 11-12=(-525) 2643 10- 2=( -4) 351 13- 7=(-172) 186 LOADING 4- 5=(-2653) 685 12-13=(-517) 2616 10- 3=(-1228) 319 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2101) 557 13- 8=(-540) 2263 3-11=( -29) 490 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2417) 579 11- 4=( -393) 139 TOTAL LOAD = 42.0 PSF 7- 8=(-2649) 659 4-12=( -2) 83 12- 5=( 0) 178 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1468V -141/ 94H 5.50" 2.35 KDDF ( 625) 35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP `" For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed= 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 T 1' . '1 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 1' T T T T T 12 12 M-5x6(S) Q6.00 6.00 p M-4x6 M-4x6 M-3x4 0.25" M-3x4 s 3 k " 5 -1.5x3 M-3x5 1 t. 0 / 0 r o `c I l M� µ IWI d, "� .{' " 13 "B o N 9�•M-1.5x3 10 11 M-3x10 M-3x4 0.25'}2� M-3x8 M-3x6 Io M-5x6(S) > • O PRQFe. y 5-02 y 6-10-12 y 6-09 y 6-10-12 l 9-06-12 y .<0.‘s1,�(�,INE.4r-��/0�.... y 35-03-09 ^w• G+JVI-E �r JOB NAME : 5017-B POLYGON - D3 Scale: 0.1973 . WARNINGS: GENERAL NOTES, unless otherwise noted 0 rr OREGON �/� ' 1.Builder and erection contractor Mould be advised or sl General Notes 1.This design Is based only upon the parameters Mown and is for an Individual ',i ��, 4/ Truss: D3 and Warnings before construction commences. balding component.Applicability of design parameters and proper [y [� 2.2a4 compression web bracing must be beetled where shown+. Incorporation of component is the responsibility or the building designer. ✓/ti -1j, 1 4} ,iW �""�'_. 3.Additional temporary bruin')to Insure!stability during contraction 2.Design names the tap end bottom Molds to be laterally braced at C./ may. by is the responsibility of the erector.Additional nest bracing of T ntin and at esICY o.n.reach as ply woods eeoed(TC)and/their length(. [!.ii R ILA- DATE: L �+ genre conllnueue sheathing each as plywood shsathIng(TC)and/or dryweA(BC). L,r Ar DATE: 11/2/2015 IM overall Mudura la the respanstblity of the bolding designer. 3.2a Impact bridging or lateral bracing required where shown a• SE K1504889 4.Na bed should be applied to any component untlafter albradngand 4.in rgnionelmsisssseresponsibility used hewrp.nthee.o.�contractor. 4• fasteners are complete and at no time should any bads greater than and are ler^dry trams'of us b. TRANS ID: LINK destgnbads beapplied loany coeda.sa S.Design assumes full bearing at all supporta shown.Shim a,eedge It EXPIRES:12/31/2015 5.CompuTNa has no control over end assumes no responsibility ror the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 8.This design is furnished subject to the limitations sat forth by 8.Plates ehal be located on both faces of inns,and placed so thelr center TPBWTCA In SCSI,copies of which will In furnished upon request. Inde coincide with(o1st center lines. 9.Digits indicate slag of plate In inches. MITek USA,Ino./COmpuTrus Software 7.6.6(1L)-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 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 999 11-12=( -67) 129 11- 1=(-1428) 469 15- 9=(-170) 173 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( 0) 0 12-13=(-563) 2299 1-12=( -398) 1941 2- 4=(-1340) 486 13-14=(-657) 2693 12- 2=( 0) 351 LOADING 4- 5=(-2414) 753 14-15=(-673) 2616 12- 4=(-1228) 366 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2653) 819 15-10=(-648) 2263 9-13=( -31) 990 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2101) 674 13- 5=) -393) 141 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 5-14=( -13) 83 8- 9=(-2917) 718 14- 6=( 0) 178 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2699) 784 6-15=( -696) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=( -132) 737 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -249/ 1468V -191/ 94H 5.50" 2.35 KDDF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -291/ 1495V 0/ OH 5.50" 2.39 ROOF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 39'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 39'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7-06-15 15-06-10 11-11-11 r r r r 5-03-12 2-03-03 2-09-09 5-00-12 5-00-12 2-09-09 2-03-03 4-07 5-01-08 I r r r r r r r r r 5-07-04 10-00 r r r 12 3 7 12 6.00 p M-4x6 M-5x6(5) M-4x6 Q 6.00 M-3x4 0^25" M-3x4 4 k5 6 MM M-3x5 } M-1.5x3 1 rn o1 rn o o 11*+, 12 13 r 114 -/c 15 **l0 O M-1.5x3 M-3x10 M-3x4 0.25" M-3x8 M-3x6 I o M-5 y y(s) ,�o4 PRop y 5-02 6-10-12 6-09 6-10-12 9-06-12 35-03-04 y 4{,t 89200PE c JOB NAME : 5017-B POLYGON - D4 //, // Scale: 0.1723 ...ALM 0 • fir, ----. WARNINGS: GENERAL NOTES, unless otherwise noted: UP /")w Truss: D4 1.Builder and erection contractor should be advised of ail General Notes 1.This deC9n is based only upon the parameters Mown and is for an Individual -y OREGON M 'Cr end Warning.before construction commence.. building component.Apgiuwliy of design parameters and proper Yc 'Y./ 2 244 compression web bracing must be installed where show„*. mcorporsnon or componem is responsibility or the building designer. 9%1, '11.‘ 7 4, 2.Qti Q`A. 3.Additional temporary liming b Insure stability during conebuclbn 2 Deign assumes the lop end bottom chortle to be laterally braced at Is the responsibility of the erector.Addnbnal permanent bracing of 2 o c and at eP c.c.such py unless broad throughout their length by {]- DATE: 11/2/2015 the overall structure is the responsibility continuous sheathing such b.deg requirede anss idlers send/or dryweA(BC). [: �. ��y j/ burry ohne until ase aestgner. 3 ZR Imp..bridging or lateral broang where.Hilum.. 4+ SEQ.: Ki5 0 4 8 9 0 4.No lad should be applied a any component until after ail bredng and 4.Install/don of buts Is the responsibility of the respective contractor, fasteners are complete end at no time should any bads greater than 5.Design assumes trusses aro to be used In a non-corrosive environment, TRANS ID: LINK design loads beapptiedto any component am.rsro dryconation^ofu.e. 5.CnmpuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing al coq supports shown,Shlm ter wedge If EXPIE 12/31/2015/ 0 /abrkatlon,handling.shipment and bstellellon of components. necessary. 8.This design is furnished subject to the limitations set forth by a.Design shall be locames ted as both faces drainage tef buaa,end placed so their center s provided. November 3,2015 TPPWTCA In BCSI,copies of which will be furnished upon request. lies coincide with Joint anter lines. 1L MITek USA Inc./CompuTrua Software 7.6.6 E 9.Digits Indicate size of pale in Inches. ( )- 10,For bade connector plate deNgn values see ESR•1311,ES14•1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 554 1- 8=(-427) 2151 B- 2=( 0) 264 6-11=(0) 275 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2043) 520 8- 9=(-429) 2148 2- 9=(-962) 191 3- 4=(-1734) 513 9-10=(-309) 1846 9- 3=(-102) 564 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-1755) 518 10-11=(-450) 2252 9- 4=(-232) 117 2x9 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2067) 526 11- 7=(-948) 2255 9-10=(-19 ) 109 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2642) 572 5-10=(-106) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 POP 10- 6=(-558) 210 LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2T9 OPACIOR AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIP LIYITBC STORAGE 0'- 0.0" -192/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1981V 0/ OH 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. .. For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.294" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 39'- 9.7" 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 13-06-15 7-08-10 13-11-11 4 T T 1' 6-10-08 6-08-07 3-10-05 3-10-05 6-08-07 7-03-04 1 1 . I I 12 12 6.00 M-4x6 M-3x4 M-4x6 Q 6.00 4 b M-3x9 M-3x4 2 M-5x6 m 0. o 0 A 0 c 1 'if 6 ee+ I "" 10 11 ..7 o I 1 +' e 9 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 0 0 M-3x5(S) o) PROF4, y 6-08-12 y 6-05-04 y 8-06-08 y 6=05-09 l 7=01-08 y ,C,,\` C%) l 15-03-04 20-00 1 �c ' y/�� pf � ,, y 35-03-04 '' 89200 E C` JOB NAME : 5017-B POLYGON - D5k/! Scale: 0.1722 1. WARNINGS: GENERAL NOTES, unless ponthedaa noted 17 ,i, OREGON A.I.Binder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown sod Mf or an Individual �G+ \ 44f Truss: D5 and Warnings before oonebudbn commences. building componentApplicability of design parameters and proper 2.au4 compression ebb bredng meet be Installed where Wow+. Incorporation or component Is the reaponaibwgy of the building designer. 0'h .)'" 14, t7,0- �'"}`" 3.Additional le bracing to insure*.Nilly during construction 2.Design assume.the top and bottom Words to be laterally braced at V temporary g 7 Weld.end at 10'o.c.respectively unisae braced throughout their tngth by �A '{ Is Me responsibility of the erector.Additional permanent Nedrp of continuous sheathing such as plywood sheathing(TC)and/or drywaB(BO). '�/e�R`4{r- DATE: 11/2/2015 the overall*rupture Is the responsibility of the building designer. 3.Sr Impact bridging or lateral bracing repaired where shown 0 0 4.Na bad should be applied to any component:Intl ntl after al bradng and 4.Installation of truss is the responsibility of the reapective contractor. SEQ.: K 15 0 4 8 91 com fs*engin are complete and at no time.houtd any bade greater than 5.Design assumes Waves are to be used Ina noncorrosive environment, TRANS ID: LINK design loads beappuedtoany componsm. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no reapomidlity for the 6.Design assumes Sit bearing et all supports shown.Shim or wedge If EXPIRES: R ES•1 2/31/201 5 necessary. G/tr 1 L:J 1 G�7 1 1 J 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 B.Plates shag be bated on both faces of truss,and placed so their anter TP W.IICA in BCS).copha of which veil be furnished upon request. Ines coincide with joint center lines. 9.Digit.Indkele sloe of plate in Inerts. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E to.For basic connector plate dodge values we ESR-1311,EBR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 700 1-10=(-550) 2151 10- 2= 0) 269 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2043) 676 10-11=(-551) 2148 2-11=(-462) 176 WEBS: 204 ROOF STAND; 3- 4=( 0) 0 11-12=(-479) 1846 11- 3=(-128) 566 2x9 DF STAND A LOADING 3- 5=(-1734) 643 12-13=(-5B2) 2252 11- 5=(-242) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-208) 146 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- 8=(-558) 200 8- 9=(-2642) 721 8-13=( 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 PIF. 0'- 0.0" -263/ 1481V -141/ 141H 5.50" 2.37 KDDF ( 625) 35'- 3.3" -259/ 1481V 0/ OH 5.50" 2.37 HOOF ( 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 = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 15-06-15 3-08-10 15-11-11 f f T f load duration factor=l.6, 6-10-08 6-05-04 2-03-03-10-0b-10-O9-03-03 6-05-04 7-03-04 Truss designed for wind loads T - f f i f f fthe plane of the truss sly. 13-07-04 14-00 4 1 4 6 T 4 12 M-4x6 M-3x9 M-9x6 12 6.00 [7 3 5 Q 6.00 I M-3x9 M-3x4 z • M-5x6 o A n1 ofi 6 .aw W w« 0 ,,,,,j1 1 * 10 11 12 13 **9 o M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 M-3x5(5) o p . y y y y y y \,r._... . 0nv6-08-12 6-05-04 8-06-08 6-05-04 7-01-08 �fi.y ), 15-03-04 20-00 ,Ty y /35-03-04 � N9G21Q�OPE� /°� JOB NAME : 5017-B POLYGON - D6 Scale: 0.1722 / WARNINGS: GENERAL NOTES, unless otherwise noted: ' 'Cr Truss: D6 1.Builder and erection conBeaor should beadv:edofall General Notes 1.This design isbased only upon the parameters shown and isfor anlndrvk -yl uel OREGON and Warnings before conrmeson commences, building component.Applicability of design premiers and proper A Z Addcomprosabn web bradng must be Installed where snows+. Incorporation of component Is the responstbpity of the building designer. /4tem' 1., 4 w [fa`l 3 Addnbnel temporary Mdng to Insure etadlity during construction 2 Design assumes the top crit bottom dams to be laterally broad at T V `'*r• Is me responlbipty of the erector.Additional permanent bradng of n e c and at ea o.c.such unties braced throughout melt length by {0. DATE: 11/2/2015 the evarop structure is the ro nslb8 f the building seal ser. continuous sheathing such as plywood sheathing(7C)end/or drywal(BC). *'tj R �..L apo ty° ng g 3.iIsn Impact brldging or lateral bradng required where shown++ ly a'i SEQ.: K 15 0 4 8 9 2 4.No bad should be applied to any component until alter ell bradng end 4,InaeAallon of truss Ie the responsibility of the respective contractor. fasteners are complete and et ee time should any beds greater than 5.Dodge assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are or"dry condition"of use. 5.CompuTrua has no control over and assumes no responslaliry for the 8.Design assumes BA bearing al al supporta Mown.Shim or weds 11 EXPIRES:12/31/2015 fabrication,handling,shipment end latelNNon of components. 7.I gra assumes adequate drainage is provided. November 3,201 5 6.This design is furnished subject to the limitations set forth by S.Plates shag be bated on both faces of truss,and placed so their center TPBWTCA In SCSI,copies of which will be furnished upon request. pas coincide with islet center linos. MITek USA,Inc./CompuTrus Software 7.6.6(4LFE 9.Digits indicate alas of piste In Inches, 10.For basic connector plate deeign values wa ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2510) 549 1- 9=(-406) 2139 2- 9=(-181) 189 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2291) 518 9-10=(-271) 1845 9- 3=( -17) 909 WEBS: 2x9 KDDF STAND; 3- 4=(-1661) 457 10-11=(-289) 1867 3-10=(-644) 239 2x9 DF STAND A LOADING 4- 5=(-1661) 494 11- 7=(-422) 2227 10- 4=(-237) 1089 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 247 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 537 5-11=( -14) 468 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF _ 7- 8=( 0) 76 11- 6=(-267) 189 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.119" 9 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.241" @ 17'- 5.2" Allowed = 2.290" MAX LL DEFL = 0.013" @ 36'- 9.3" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 9.3" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.053" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.088" @ 39'- 9.7" 17-10 Design conforms to main windforce-resisting 17-OS-09 system and components and cladding criteria. 5-10-05 ♦! 5-08-09 5-10-05 5-10-05 5-08-09 6-03-01 Wind: 190 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 ,r 'f 1' f1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 M-4x6 Truss Q 6.00 anthedplaneed offor thewloads truss only. 4,0" 4 4f+( 141114NM-5x6(5) 3.1' 10 M-3x4 0.25" 3 5 r@ +8 M-1.5x3 2 + /)000,6M-1.5x3 M o o AY 1p '1 11 e O 1*-M-9x9 M-3x9 0.25" M-3x4 M-3x6 0 { {� 'f1 nOt- M-5x8(S) '. 4 r h-- 8-09-08 .1. 8-o7-12 ) 8-07-12 9-02-04 ,1' )' ` . , 19 /a*� 35-03-04 1-06 89200PE JOB NAME : 5017-B POLYGON - D7 r „ Scale: 0.1800 ��, • CC WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON f )x 1.Builder and erection oontrador should be advised of al General Notes I.This design la basad only upon the parameters shown and Is bran Individual '7�7 7, A O R GON b, t i Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper ,of�y,J AN 2.2:44 compression web bradng must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. I'a//.v,� -T F 2� "'�'_ 3.Additional temporary bracing to Insure edibility during construction 2.Design assumes ms top and bottom droiato be laterally tented et V Q'y ISHr cape&blily of the erector.Additional permanent aadn f 7 o.c.and at to c.c.respectively unless braced throughout their length by � 1 pemune p o continuous sheathing such as plywood u required a g(TC)and/or drywal(BC). I R 1 0�: DATE: 11/2/2015 int overai structure Is the responsibility of the building designer, 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: El5 0 4 8 9 3 4.No wad should ba applied to any component ail after al bredng end 4.Installation of buss is the responsibility of the respective centredo, fasteners are complete and at no time should any loads greeter than 5.Design assumes tosses ere to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition of use, 5.CompuTrus has no control over and assumes no responsibility teems B.Design assumes awmes MI beaded al el supports shown.Shim or wedge if EXPIRES 12/31/2015 2 131/201 5. ,y. G/�r If1C47 L/a7! GV iJ Nbrkatien,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design Is vanished subject to the limitations eat forth by B.Plates anal be roosted on both faces of truss,and plead so their center TPWITCA M SCSI,copies of which MI be furnished upon request. lines coincide with)slot center lines. 9.Digits Indicate size of plate w Inches. MITek USA iota/CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MIMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2645) 531 10-11=(-259) 1894 10- 4=( -18) 975 WEBS: 2x4 KDDF STAND 3- 4=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=(-1699) 453 12- 8=(-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1694) 453 11- 6=(-680) 246 BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 503 6-12=( -18) 475 TOTAL LOAD = 42.0 PSF 7- 8=(-2645) 531 12- 7=(-270) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PIP Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POP 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 POE. 0'- 0.0" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -293/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.127" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.257" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 2.5" 17-10 17-10 1' 1' f Design conforms to main windforce-resisting 6-03-10 5-09-03 5-09-03 5-09-03 5-09-03 6-03-10 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 '(-7( in the plane of the truss only. M-5x6(5) ! M-5x6(5) 0^25" 0^25" 4 6 M-1.5x3 \n/INVM-1.5x3 co ,n oo 1f M-3x6 M-3x9 1 .25" M-3x4 M-3x6 e I .. O o {? PROFM-5x8(5) J• 1 l 1 l � V ' 9-02-04 8-07-12 8-07-12 9-02-04 ''''.5X4GI1Nj /0 y y 1-06 35-08 1-06y (�� •9200PE r" JOB NAME : 5017-B POLYGON - D8 ,/r'� Scale: 0.1680 PS A. WARNINGS: GENERAL NOTES, anises ethemtse noted VP �' 1.Builder and erection contractor should be advised of al General Notes t.This steelgn Is bawd only upon the parameters Moven and Is for an lndivldael "S7' .OREGON yaam�"" 44 Truss: D8 and Warnings before construction commences building component.Applicability of design parameters and proper , , " 2.bt4 compression web bracing must be Inelelbd where shown+. incorporation of component Is the responsibility of the building designer. "�+' � v 3.Additional temporary bracing to Insure stability during construction 2.2estpn sl ip Ms tap end bottom dross to M hhre braced at ey- Isihe responsibility of the arodor.Aatlplonal permanent bracing of o n.end at 10 cc.respectively unless braced throughout their length by ,:1!)' (,a �` DATE: 11/2/2015 the event structure is the responsibility of the balding designer. continuous is sheetgl e,g soh as plywooddrequire where s)ea..,, vnll(BC). ✓f �'i 3.2e Impact bridging or lateral ponsiN required the where shown.a L+1." SEQ.: K1504894 4.Noloadene steld ntieapplied bany teeshentanyacts,greater than 4.Installation re toa.e Ithereapeenecoenedoc fasteners are complete and at no time should any pada Then 5.Design assumes"dry trusses aro to be used Ina mrwonative environment. TRANS ID: LINK design loads be applied to any component. end an for"dry of use. 5.CompuTn s hes no control over and assumes no responsibility ion the B.Design assumes 941 bearing at.l supports shown.Shim or wedge if EXPIRES:12/31./2015 fabncellon,handling.shipment and Installation of components. ince Design ass T. Wtesshall beer adequateobeth face la tprovided. November 3,2015 8.This design is furnished subject to the limitations sal fonts by 8.Plates chap located an both faces atoms,and placed so their center TPWWTCA In SCSI.copies of which will be furnished upon request. Ones coincide with Joint center line. Mitch USA.Inc./Com uTrue Software 7.6.6(1L E 9.Digits Indicate sire of pale in Inches. p 10.For basic connector plata design values we ESR-1311,ESR-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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 76 2-14=(-1563) 9968 19- 3=7 -950) 1950 11-21=(0) 246 BC: 2x9 KDDF #149TH SPACED 24.0" O.C. 2- 3=(-5078) 1899 14-15=(-1359) 3849 3-15=(-1167) 918 WEBS: 2x4 KDDF STAND 3- 9=(-3049) 1214 15-16=7 -981) 2686 15- 9=( -3) 320 LOADING 4- 5=(-2496) 1160 16-18=7 -877) 2227 4-16=7 -584) 199 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1717) 622 17-19=( -36) 93 16- 5=7 -59) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -579) 609 19-20=( -785) 2099 16- 6=( -257) 47 TOTAL LOAD = 92.0 PSF 6- 8=(-1750) 623 20-21=7 -865) 2295 6-18=7 -55) 266 7- 9=( -469) 611 21-12=7 -863) 2298 17-18=7 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-10=(-1986) 533 18-19=7 -754) 1965 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=7 -581) 602 18- 8=7 -143) 389 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2257) 1058 19- 8=7 -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-2692) 1039 8-20=7 -323) 89 OVERHANGS: 18.0" 18.0" 12-13=7 0) 76 10-20=7 0) 975 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20-11=7 -432) 82 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -479/ 1669V -178/ 178H 5.50" 2.67 KDDF ( 625) vertical members (uon). 35'- 8.0" -479/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) Unbalanced live loads have been considered for this design. ** 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 = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.198" @ 13'- 7.0" Allowed = 1.737" 15-11-11 3-08-10 15-11-11 MAX TL CREEP DEFL = -0.388" @ 13'- 7.0" Allowed = 2.317" f f f f MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 4-05-12 1-08-12 2-11-14 4-03-03 6-03-04 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed= 0.200" 2-09 14-05-12 �2 03-0i 0-I1-f15 5-05-04 MAX HORIZ. LL DEFL = 0.113" @ 35'- 2.5" ,r 1' 1' 1' 1 f 'l' 1' 1' MAX HORIZ. TL DEFL = 0.191" @ 35'- 2.5" 12-00 12-00 12 M-4x6 M-3x8 M-4x6 12 Design conforms to main windforce-resisting 6.00 17 M-3x4 7 f Q 6,00 system and components and cladding criteria. M-9x6 _ M-4x6 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 I 8 N ° load duxation,factorEnclosed, id 6,Cat.2, Exp.B, MWFRS(Dir), End verticals) are exposed to wind, M-3x4 Truss designed for wind loads 4 M-3x4 in the plane of the truss only. 1 M-3x6 1,7 J- �- o M-3x6 _ _ `�' o i�f> 11- 15 18a •��.r,i, tilt. M-3x4 M-3x8o3 1 M-5x8 i M-1.5x3 17x3 m id-7x8 0.25? M-121x3 M-3x6*i\ o o M-3x4+ M-5x8 ..G13.75 M-3x4+ M-5x8(S) 12 y l l y l )' 1 l ,I' PA 04, l y os-oy 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 l 1 ' J°4 E L' 1-0G-05-08 10-11-12 35-08 22-02-12 1-06 �"� pp ryr�ryMM n .r. 35-08 89200 E r" JOB NAME : 5 017-B POLYGON - D9 Scale: 0.1933 `N. � 4/[y WARNINGS: GENERAL.TNGTsb, untaupan hise parameters 7� OREGONA �14, I.Buller and ersdbn conlredor should be advhad of al General Notes 1.This oasyn Is bead only upon the parsmalen shown and is for an Individual \� Truss: D9 and Naming.before oonetrucllon commences. building component.Applicability of deep"parameters and proper Al [+� 2.2,4 compression web bracing must be Installed where Moven*. Inearporetbn of component Is the responsibility of IM building designer. ib '7�' 1�/ 2V "''- 7,Addtonal temporary bracing to insure stability during construction a Design aswmes Ihs top end bottom dosses to N laterally bread at O !a'Y y by Nth.responsibility of the erector.Additional permanent bracing of cont to at ea hinc.c(such es ply ood s brewed throughout they all(B). ` ntlnuous ridgto or Wer es plywood aired here s est/or dryvnA(BC). `�. R 1 1.�. DATE: 11/2/2015 the overall structure b the rosponsibllty of the balding designer. 3.2i Impel bntlpMp or lateral bracing required where Moven** S EQ,: Ki5 0 4 8 9 5 4.No load should be applied to any component unil alter al bracing and 4.Installation of lues is the reepenlbilty of the respect.contractor. fastener.are complete and at no time should any pads greater than 5.Design assumes Innes are to be used In a non-couoslve environment, TRANS ID: LINK design lead,60 applied many component. end are for cMIberingfaua.supports dee 5.CampuTrus hes no control over and assumes no responsibility ler is 8.Design MI bearing t l W rte Mawr.shim or we If EXPIRES: 12/31./2015 fabrication,handling,shipment and yntallelen of components. 7.Design manes adequate drainage is prodded. November 3,201 5 8.Thio design is furnished sublect to the llmlletieret forth by 8.Plates Mal be located on both faces of truss,and placed so their center TPNMCA In SCSI.copies of which wdl be furnished upon requeet. Ines coincide with joint center Ines. R Dlgib Indicts size of plats in Inches. Wee USA,Inc./ComlpuTfue Software 7.6.7(1L)-E ID For basic connector plate design vauea see ESR-1311.ESR-1988(WM) 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 KEEP #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1052) 4460 19- 3=( -291) 1948 20-11=(-909) 142 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5070) 1274 14-15=( -917) 3837 3-15=(-1153) 311 11-21=( 0) 246 WEBS: 2x4 KDDF STAND 3- 4=(-3053) 839 15-16=) -628) 2692 15- 9=( 0) 319 LOADING 4- 5=(-2489) 781 16-18=( -577) 2335 9-16=( -609) 171 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2163) 728 17-19=( -27) 102 16- 5=( -248) 894 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=) 0) 0 19-20=( -566) 2244 16- 6=( -499) 219 TOTAL LOAD = 42.0 PSF 6- 8=(-2329) 790 20-21=( -599) 2303 6-18=( -27) 250 8-10=(-1933) 677 21-12=( -597) 2306 17-18=( 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=( -543) 2157 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2247) 718 18- 8=( -59) 178 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=)-2699) 732 19- B=( -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=) 0) 76 8-20=( -453) 166 OVERHANGS: 18.0" 18.0" 10-20=( -113) 647 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 00 For hanger specs. - See approved plans 0'- 0.0" -340/ 1669V -138/ 138H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -340/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) [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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 0_06_07 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" 13-11-11 7-08-10 13-11-11 MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" 2-09 4-05-12 4-05-12 1-08-12f 4-08-11 2-11-152 03-03 5-05-04 6-03-04 4 1 1 1 11 1 1 1 4 4 12-00 Design conforms to main windforce-resisting 12-00 system and components and cladding criteria. 12 M-3x,4 9 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p M-4x6 M-3x8 M-4x6 "<:16.00 (All Heights), Enclosed, Cat.2, ExpB, MWFRS(Dir), 5 6 g load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 4 M-3x9 1 M-3x6 3 rn M-3x8 -4111111111111111116.1:lI 15 • 18 4' I o 1 M-5x8 M-3x4 M-3X8 o 17 r,.� 19 20 21 *;\3 0 I I M-1.5x3 M-7x8 0.25" M-1^5x3 M-3x6 1 o M-3x4+ o M-5x8 o ...G1375 M-3x4+ M-5x8(S) 12 y y y y y y y y y �C., P PFekV y GIN y OS-0• 9-05-12 9-07-08 2-00-044-11-10 5-06-10 5-05-09 6-Oil-OB 1-0a-05-08 10-11-12 22-02-12 1-06 J. c0 'c"' ' 1,22 144 35-08 :9200PE -7.r JOB NAME : 5017-B POLYGON - D10 �/ Scale: 0.1433 _ �; WARNINGS: O.m:e de lin kb, unless tihl..par noted:eteOR E41.OI V 4*4. Truss: D 10 Bullar and erection contractor a be advised of sip Genesi Holes 1.This design a basad only upon the parameters p re mews em h kr an Individual and Namings before construction common... building component.Applicability of design parameters and proper Q( 2.2x4 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building dastpner. / i-. �(y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to M teterelry bated el T ^�e1 v V Is the responsibility of the erector.Additional permanent bracing of 7 cc.end al l P we.respectively.Nass braced throughout their length by /j�.. "f' DATE: 11/2/2015 the overel structure Is the reeponeibley of the balding designer. continuous ddgngsheathor Moralbas aeng red sheathing(7C) whores oewn+r drywaN(BC). '✓( �sem.�'�` 3.2a Impact bodging or the re lensing required where shown,a f4w::f'� 4- SEQ.: K 15 0 4 8 9 6 4.No Iced should be applied to any component unk eller al bracing and 4.Installation of tons Is the responsibility of the respec8ve contractor. fasteners are compete and at no link should any loads greater than 5.Design assumes trusses are to be used In.non-corroalve environment. TRANS ID: LINK design loads beapplied toany component. end era hr'dg eond6nn'of a... 5.CompuTrus has no control over and assumes no reeponslbitty ler IM 6.Design assumes M181 bearing at al support shown.Shim or weds.II EXPIRES: 12/31/2015 fabrication,handing,shipment end Installation of components. necessary. 7.Design assumes addrainage 6.Tile design I.tumlNad subject a the limitations set forth by 8.Plates.hal be l sated eneboth faceslof trusss,ed.and placed so their center November 3,2015 TPINNTCA in BCSI,copies of whkh MI be furnished upon request. Ines coincide with Joint center lines. Wel,USA,In4/CompuTma Software 7.6.7(1L)-E S.Dight Indicate size of plate In inches. to.For besic...tor plate design values see ESR-1311,ESR-1588(MITek) L 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-969) 9461 11- 3=( -265) 1448 16- 7=(-147) 150 BC: 2x9 KDDF #1t:BTR SPACED 24.0" O.C. 2- 3=(-5071) 1108 11-12=(-846) 3838 3-12=(-1154) 306 7-17=(-452) 128 WEBS: 2x9 KDDF STAND 3- 4=(-3054) 694 12-13=(-544) 2693 12- 4=( 0) 319 8-17=(-116) 649 LOADING 4- 5=(-2490) 628 13-15=(-424) 2336 4-13=) -609) 190 17- 9=(-417) 162 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2164) 598 14-16=( -20) 102 13- 5=( -199) 894 9-18=( 0) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2330) 638 16-17=(-408) 2245 13- 6=( -506) 170 TOTAL LOAD= 42,0 POP 7- 8=(-1935) 543 17-18=(-468) 2308 6-15=( -18) 239 8- 9=(-2249) 568 18-10=(-466) 2311 14-15=) 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=( -391) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=( -35) 159 RIQIIRD STORAGE DOES NOT APPLY DUE TO NOT BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 1346 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11-11-11 11-08-10 11-11-11 End vertical(s) are exposed to wind, 1 1 1 1 Truss designed for wind loads 2-07-04 4-05-12 4-05-12 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 in the plane of the truss only. 1 1 1 1 1 1 1 1 1 12 12 6.00 p M-4x6 M-3x4 M-3x8 M-4x6 d 6.00 i- 6 7 M-3x9 M-3x4 0 c 1 M-3x6 m M-3x8 �� _ �;. o .-r,;- Xo 00.1 M-5x8 12 1� 15 -e�L'.. `.-�, /o M-3x4 M-3x8 o 19 1s n 1e 4 11 I 1 M-3x4+3x9+ o M-1.5x3 `" M-7x8 0.25" M-1.5x3 M-3x6 oI o M-5x8 M-5x8(S) 3.75 �R0O PROFe 12 ) ' . y l l 1 l l c�� .�1`GIN L�' ," y y-07-0, 4-05-12 4-05-12 2-00-0, 5-01-06 5-04-14 5-05-04 6-01-08 , �'i`v ' 0,,�, 1-062-05-08 10-11-12 22-02-12 , �`i' 8920OPE '�- 35-08 111111P ..woo' JOB NAME : 5017-B POLYGON - D11 _.''" �` ' Scale: 0,1593 OREGON w� �¢ -37 WARNINGS: GENERAL NOTES, unless othervdsa noted //' tA 1.Builder and eredbn contractor shodd be advised doll General Notes 1.This design Is based only upon the parameters shown end is for an Individual "h 4�*- � J /.0 �4 Truss: D 11 and Warnings before censbucifon commences. budding component.Applicability of design parameters end proper crf 4 ,yk • 2.2.4 compression web bracing must be installed where shown+. Incorporation of component le the responsibility of the budding designer. an 3.Additional temporary bracing to insure stability during conMnadlon 2.Desipn assumes the tap and bottom chords to be laterally braced et `L7 R 1 T � v la me responsibility of the erector.Additional permanent firedog of 7 o.c.end at 1R c.c.respectively unless braced throughout their length by 1r continuous sheathing such es plywood sheathing(TC)endter drywad(BC). DATE: 11/3/2015 the overall structure is the responsibility of the budding designs, 3.3lmpad bridging or leleral bracing required where shown.. 4.Na load should be applied to any component until after ail bredng and 4.Installation of truss Is the roepondb:Ety of the respective contractor. EXPIRES: �(d� ( y t� r� SEQ.: K 15 0 4 8 9 7 fasteners are complete and at no time should any loads greater than 5.Design assume.trusses ere to be used in a noncorrosive environment. GX r�R EaQ: i L'I �I LO� TRANS I D: LINK dedgn bads be applied to any component. end an for"dry condition"of use, pPo 5 5.ComWTrus hes no control over and assumes no responsibility for Me 8.Design assumes MI bearing t ell w rts shown.Shim or we If November 3,2015 lebri...,,,-dung.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design la furnished subject to the limitations set forth by 8.plates shell be limited on both feces albuu,and placed so their center TPYWTCA In SCSI,copies of which ilio be furnished upon request, Ines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Ino./CompuTfus Software+7.6.6SP2(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 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) 76 2-13=(-1325) 4578 13- 3=( -374) 1482 10-19=(-170) 817 BC: 2x4 KDDF #1s8TR SPACED 24.0" O.C. 2- 3=(-5185) 1510 13-14= 1159 3940 3-14=(-1241) 456 19-11=( -18) 131 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 900 14-16=( 1037) (3871 14- 4= -164) 945 2x4 KDDF #1&BTR A (- ) LOADING 4- 5=( 0) 0 15-17=( -51) 192 14- 6=(-1329) 411 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2713) 849 17-18=) -873) 3425 6-16=( 0) 286 TC LATERAL SUPPORT 0= 12"OC, UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=( 0) 79 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD= 42.0 PSF 7- 8=(-3088) 958 19-12=1 -657) 2262 16-17=( -821) 3247 8-10=1-2235) 709 16- 7=( -185) 502 ------- LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=( -294) 171 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2550) 760 7-18=( -436) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2658) 801 18- 8=( -5) 351 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-1065) 328 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.68 KDDF ( 625) 00 For hanger specs. - See approved plans 35'- 8.0" -243/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) !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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.312" @ 13'- 7,0" Allowed= 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 15-08-10 9-11-11 end vertical(s) are exposed to wind, T fTruss designed for wind loads 2-07-04 4-11-08 2-09-15 3-07-05 5-01-04 4-08-08 2-03-09?-04-15 3-07 3-11-12 in the plane of the truss only. 1 4 4 4 T 4 4 4 4 4 4 12 12 6.00 M-5x6 M-5x8(S) • M-4x6 d 6.00 4/ M-3x5 0.z5" M-3x4 e 0 1 M-1.5x3 ;;X; M=6X8 : A •: -lm o M-3x8 05 17 0 o M-3x4+M-3x4+ o M-115x3 M-3x10 0,25'8 M-3x8 M-3x6• 12 0 GI 3.75 M-5x10 M-5x6(5) 12 y i y ) y y ) �,;C,D PROF F 15 y 2-07-0 4-11-08 6-00-09 y 5-01-09 9-08-08 9-08-08 7-06=12 y C?��� ��,IN.E .* j�' 1-062-05-08 10-11-12 22-02-12 �.T 35-08 l 89200PE lir; JOB NAME: 5017-B POLYGON - D12 " -�S;'immis _ Scale: 0.1597 WO /'� j�F.s., WARNINGS: GENERAL NOTES, unless otherwise noted �/ ,. OREGON w. ``V.f/•.. Truss: D 12 1.Budder and erection contreder should be advised of al Genera)Notes 1.Thle design Is based only upon the parameters Mown and N for en Individual �G' elk '.Q\ �i- and Warnings before construction commence, budding component AppllcebHily of design parameters end proper /� 1 4 s 2.2a4 compression web bracing must be installed where alarm.. Mcorporetlon of component Is the responsibility of the budding designer. �./ ��aa 3.Additional temporary bracing to insure stadldy during construction 2 Design assumes the lop and bottom chords to be laterally braced at - ld,A/E' R14\- 2. 1\_\" Is thereeponsibillty of the erector.Additional permanent bndng of 2'o.e.and et ee o.e.respectively pty unless braced throughout their length by -!! DATE: 11/3/2015 the overall structure Is the responsibility of the budding designer. continuous sheathing such as swig rd Ghee whereC)end/or drywel(BC). 4.No bed should be applied to any component until after Clbred 4.to Impact bodging or lateral bracing required the respect h,no•e• SEQ. : K1509898rahand 4.Delegntasumestrion of trues Iatee etebeuryofranon.edosicornviron (admen are complete and at no time should any baits greater Than B.Design assumes trusses are to be used b a non-corrosive environment t�/q r] i TRANS ID: LINK design bads be applied to any component. and are for"dry condition.of use. EXPIRES: 12/31/2015 5.CompuTrw hes no control over and assumes no reepeneibillty for the B.Design sesames full bearing et al smooth shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. November 3,2015 8.RIG design is furnished subject to the Ilmdatlene set forth by 7.Design assumes adequate drainage Is pro 8.Plates eel be located on both faces of base, en and placed so their center TPIA TCA in BCSI,copies of which vAl be furnished upon request. lees cobdde with Joint center thee. MITek USA Inc./CompuTrua Software+7.6.8-SP2(1L}E 9.Digits Indicate size of plate In Inches. 18.For basic connector plate design values see ESR-1311,ESR-1968(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) 76 2-11=(-1130) 4578 11- 3=1 -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5185) 1273 11-12=( -986) 3940 3-12=1-1241) 452 7-17=(-1065) 286 3- 4=(-3059) 710 12-14=( -826) 3871 12- 4=( -138) 945 8-17=1 -152) 817 WEBS: 2x4 KDDF STAND; 4- 5=1-2713) 685 13-15=( -42) 192 12- 5=(-1329) 367 17- 9=1 -21) 131 2x4 KDDF #LfieTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3893) 963 15-16=1 -711) 3425 5-19=1 0) 286 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3088) 788 16-17=1 -641) 3060 13-14=1 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=1-2235) 573 17-10=1 -542) 2262 14-15=1 -668) 3247 8- 9=1-2550) 608 14- 6=) -130) 502 LL = 25 PSF Ground Snow (Pg) 9-10=1-2658) 659 15- 6=( -294) 161 6-16=1 -436) 89 NOTE: 2x4 BRACING AT 24"OC UON. FOR 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 BRG AREA _= LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -241/ 1675V -82/ 90H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -178/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. 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= -0.312" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 19-08-10 7-11-11 2-07-04 4-11-08 ? 6-00-04 5-01-04 4-08-08 4-08-08 3-07 3-11-12 4 T 4 1 4 4 4 4 4 12 12 M-5x8(5) M-4x6 Q 6.00 6.00 p M-5x6 M-3x5 0.25" M-3x4 f -a + o M-3x8c 1 Wo rn M-3x10 en 2 ,d, !�/ M-6X8 r NIIIIIIIIIIIhhhh.. M-1.5x3 c 10 2 4 0 oI of M-3x4+ 4+ M-3x8 o M-115x3 M-3x10 0.25"6 M-3x8 M-3x6 0 a 3.75 M-5x10 M-5x6(5) 12 V Ft04,6, y y y y y y y y -. V s 2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 CoCE ff J, Rle J. y y y 1-06y-05-08 10-11-12 22-02=12 ,(t• 89200PE r 35-08 + / OB NAME: 5017-B POLYGON - D13 B ' C J - Scale: 0.161 -yam A OREGON��, Ln WARNINGS: GENERAL NOTEB, unlaas omerwlae notetl �r [v. I.Builder end erection contractor choutd be advised old General Notes 1.This design Is based only upon the parameters shown end b for en Individual , 7�'" i jA y 2v. �-31- Truss: 31- Truss: D13 and Warnings before conshuct6n commences. building component.ApplisAlity of design peremetere and proper 0 t 4 2.244 compression web bracing must be Installed where Moven*. Incorporation of component Is the responsibility of the bonding designer. A,,y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me tap and bottom chard to he lelenNy brand et ''s./ +R R 10- 2 Is the responsibility 1 ms erector.Atldg nest permanent bracing of 2 o.c.end at IC,o.c.rospedeely unless braced throughout their length by F7 1-'1 1.. lily o perms g continuous sheathing such as plywood sheething(TC)and/or drywal(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown+* S E K 15 0 4 8 9 9 4.No bed should be applied to any component untll after ell bradng end 4.in urge assumeo.es lee the a e e ei Illtyusef ttheno�mel ctNecontractor.4• fasteners are compete and at no time should any bads greater than EXPIRES:12/31/2015 design loads be applied to any component. and are for"dry condition.of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibnityfor the 8.Desiu��awmaeNllbeetlngalapsuppaMsirown.Shimorwedgalf November 3,2015 November febrkation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Ilmibtlons set forth by 8.Plates shall be bated on both feces of truss,and placed so their center TPWRCA in BOB,copies of which wig be furnished upon request. lines soincide g.Digitsindicatewith jre oint plate ter tin... M(Tek USA,Ina./CompuTrus Software*7.6.6SP2(1L)-E 10.For basic connector plate design values see ESR-1311,EMI 988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-11=(-3174) 8910 11- 3=( -932) 2860 16- 7=( -862) 584 BC: 2x4 RODE #16BTR WEBS: 2x4 KDDF STAND; 2- 3=(-10108) 3486 11-12=(-2756) 7674 3-12=(-1188) 314 7-17=(-1428) 572 2x4 KDDF #1&BTR A LOADING 3- 4=( -7138) 2664 12-13=(-3776) 9582 12- 4=( -746) 2224 17- 8=( -126) 854 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6370) 2414 13-15=(-4672) 11628 12- 5=(-3670) 1600 8-18=(-3398) 1412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9748) 3868 14-16=( -378) 936 5-13=( -364) 1214 18- 9=( -492) 1812 TC LATERAL SUPPORT 0= 12"00. VON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V 6- 7= 13- 6=(-2170) _ BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(--8346) 3438 17-18=(-3356) 8254 24 6-15=( 74) 504 19-10=)--300) 2220 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 8-1- 9=( -5230)30 216868 18-19=(-2068) 5038 14-15=( 0) 118 NOTE: 2x4 BRACING AT 24"0C UON. FOR15-16=(-3500) 8708 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15- 7=( -778) 1954 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0'• LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL= 0.003" @ -1'- 6.0" Allowed= 0.150" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL -0.003" @ -1'- 6.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.565" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -1.067" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = -0.179" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.286" @ 35'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) ace exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-08-05 2-07-0 4-11-089-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 f f ' 320# 4 ' ' 1' 1' 1' 12 6.00 [7" M-5x8 M-5x8(5) f M-3x6 M-3x4 0.25" M-3x6 M-3x6 M-3x8 M-1.5x3 �I rn o M-3x8 ��� ` to -•/o ...50,--- k-5x6 12 M-3314 oI i M-3x4+ i M-1?5x3 M-4:140 17 M-39:6 M-3x89 ern M-3x4+M-3x10 O M-7x12 0 25 43.75 M18HS-5x16(S) �tr^ o � 1z iG. GV y 2-0y y y y y y y y y �C, ' ��GIN r� ,� 7-011-084-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 l y I 1-Q&05-08 10-11-12 22-02-12 3s oe y :9200PE �r JOB NAME : 5017-B POLYGON - D14 / P ...-_ Scale: 0.1094 10 • WARNINGS' GENERAL NOTESnlessotherota. Heil �� y. OREGONM, 'I*"4•. Truss• D 14 Bolder and erection contractor should be advised or ell General Ncles This design b based only upon the parameters shown end h for an Individual /•fes} A N ,V and'Yaminga before censhuction commences. building component.Applicability of design parameters and proper +t'r/ti -7 F 14, 4 s 2. ` 4 2.2x4 compression web brewing must be Installed where shown 5. incorporation of component Is the responsibility Mho building designer. V ('y 3.Additional temporary bracing to hairs stabinty during construction Z Design assumes the top and bottom dams to 6e laterally braced at 45/re" �� `_ DATE: 11/3/2015 Is the roeponstbNM/alms erector.Additional permanent bhang or 2'o.c.and at10'o.n.respectively unless braced throughout their length by /�` S(.'.') ��, the overall structure Nine rseponalDlliry or the balding designer. contin2e Impact sheathing such as plywood aneammg(TC)end/or eryweAlBC). {'moi I-1 4.No moa should be applied to. 3.2s Impact bodging or lateral bracing required whew shown 5 5 SEQ.: K 15 0 4 9 0 0PWany component anti after al bracing and 4.Installation of truss Is me responsibility f the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses era to be used m a nonmorroslve environment, TRANS ID: LINK design Made beimplied to any component. and are for"dry condition"ofuse. EXPIRES: 12/31/2015 "p 6.Compurrue hes no control over and umas no responsibility for the 8.Design assumes fol beating at el supports mown.Smut or wedge If rabncatlon,handing,shipment endmmlle5nn of component.. necessary. November 3,2015 8.dib design h furnished sulliedto the limitations set forth by 7.Detgn assumes adequate drainage h provided. TPIWICA m SCSI,wpbs of which will be furnished uponS.Plates anal belocated joint on bout hoes of hoe,and placed so their center request. poen coincidecoincidewitM center lines. MRek USA,inc./CompuTrus Software+7.6.6SP2(1L}E S,Digits indicate she or plata m Inches. 10.For basic connector plata design values see ESP-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 LUMBER SPECIFICATIONS TC: 2x6 ROOF #1&BTR; 23D09A08 GIRDER SUPPORTING 16o00Re0 1- 2=(-4685) 1609 1-10=(-1402) 9140 10- 2=( -558) 1795 6-15=(-1734) 687 2x6 KDDF Sl&BTR T2 LOAD DURATION INCREASE = 15 1.15 (Non-Rep) 2- 4=(-6816) 1448 11-12=(-3029) 6584 10- 1=(-2357) 1116 15- 6=( -354) 1217 LOADING 3- 4=(-6816) 2981 11-72=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 BC: 2x6 KDDF SS 9- 5=(-8431) 3098 12-13=(-3264) 8944 11- 4=(-1734) 687 16- 8=( -558) 1795 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 5- 6=(-8431) 3098 13-14=(-3264) 8944 4-12=( -122) 606 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=(-6816) 2981 19-15=(-3029) 8315 12- 5=( -585) 241 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.9)+01( 20.6)= 99.0 PLP 3'- 10.5" TO 19'- 11.0" V 7- 8=(-9140) 1948 15-16=(-2367) 6584 13- 5=( -1) 291 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V 8- 9=(-4685) 1609 16- 9=(-1402) 4140 15-16=( -122) 606 -585) 291 BC UNIF LL( 0.0)+DL( 29.4)= 29.9 PLF 0'- 0.0" TO 23'- 9.5" V NOTE: 2x9 BRACING AT 24"OC 0014. FOR BC UNIF LL( 50.0)+DL( 34.0)= 89.0 PLF 0'- 0.0" TO 23'- 9.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 9'- 11.0" TC CONE LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" O'- 0.0" -788/ 2469V -28/ 28H 5.50" 3.95 ROOF ( 625) 23'- 9.5" -788/ 2969V 0/ OH 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:1,3,7,9-10,16 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1, 9: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOPICOND. 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/290, TL=L/180 MAX LL DEFL = 0.374" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.794" @ 11'- 10.7" Allowed= 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.122" @ 23'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3-10-03 16-01-02 3-10-03 1' fT 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-083-03-04 f +118.808 ' 'f ' f +118.80# 12 12 6.00 6.00 17 M-4x10 M-4x10 M-3x6 M-3x8 M-3x6 /- 4 5 F o.1 y T2Mail '44, 1j :ha ; ev M O ��' -13o r 15 16 In 11 0 I 1" M-3x6 M-3x9 13 0.25" M-3x9 M-3x6 1 o M18HS-7x14(0) y cl0 " R"e re 11 y y y y y y y y � Vr,�INEE.cVJua 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 y \C y 23-09-08 89200PE r 44. JOB NAME: 5017-B POLYGON - Cl Scale: 0.2737 ,L pREGON,t,, ,c.� WARNINGS: GENERAL NOTES, unless other/dee noted. .�r 44' /� �y 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters sheen and is for an Individual IQ 2� ""' Truss: Cl and Wammgs before construction commences. balding component.Applicability of design perimeters and proper a la , • 2.244 compression web bredng mud be Installed where shown+. Inoarporatbn of component is the responsibility of the balding designer. /�lL/J_ e.. �r 3.Additional temporary bracingto Insure stability dudng construction 2 Design assumes the top and bottom chards to d t roughoaterally braced at + '•`�'R%IA- 7 o.c.and al l P o.e.respectively unless braced throughout their length by Is Me responelbllily of the erector.Additional permanent bracing of continuous aheeming such as*mod sheathing(TC)and/or drywat(BC). DATE: 11/3/2015 the overel structure is the responsibility of the bolding designer. 3.2a Impact bridging or lateral bredng required where shown+i SD' K 15 0 4 9 4.No bb ad should be applied any component until after al bredng and 4.Installation of truss Is the responsibility of the respective contractor. Q•: 01 me.n.re.re aampieta and at no time should any loads greater than 5.Design assumes busses are to be used in a nonmonosihe environment. EXPIRES:12/31/2015 design wed.be applied to any component. end aro for"dry full bearing g use. TRANS ID: LINK pens 8.Design asamesMlben"ofu elappensshown.Shim ervndpalf November 3,2015 • 5.compuTrta has no control over and assumes ne res ibl forme s,a,y, fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished abject to the limitations set forth by 8.Plates shall be located on both hoes of truss.and placed as their center TPNNfCA In SCSI,copies of which will be furnished upon request. Ines coincide with g Digits indicate sftelcenterint of platein lnches. MITek USA.Inc./CompuTrus Software+7.6.6-SP2(1L}E ID.For basic connecter plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-00 1- 2=(-18780) 4974 1-11=( -4305) 16455 11- 2=( -2235) 8652 16- 7=( -1791) 7134 2x6 KDDF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-16455) 4395 11-12=( -6666) 25290 11- 3=(-12621) 3372 7-17=(-10482) 2877 BC: 2x6 DF 2400E 3- 9=(-26625) 7086 12-13=( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x4 KDDF #16BTR LOADING 4- 5=(-35790) 9561 13-14=(-10245) 38592 12- 4=( -9660) 2640 LL =25 PSF Ground Snow (Pg) 5- 6=(-35589) 9501 14-15=(-10245) 38592 4-13=1 -960) 4287 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.06-V7=(-26232) 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 23'- 3.07-V8=(-17811) 4683 16-17=( -6606) 25146 14- 5=( -528) 2640 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 3.0" TO 27'- 3.08-V9=(-20325) 5313 17- 9=( -4590) 17811 5-15=( -3396) 939 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 3.09-1(0=( 0) 75 15- 6=( -993) 4398 BC UNIF LL( 425.0)+DL( 289.0)= 714.0 PLF 7'- 0.0" TO 27'- 3.0" V 6-16=( -9876) 2700 JT 9: Heel to plate corner = 2.75" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) III ( 3 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2438/ 9326V -98/ 38H 5.50" 13.92 DF ( 670) Attach 3 ply with 3"x.131 DIA GUN nails staggered: 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 670) """ 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 MAX LL DEFL = -0.463" @ 13'- 7.5" Allowed = 1.317" MAX TL CREEP DEFL = -1.098" @ 13'- 7.5" Allowed = 1.756" MAX LL DEFL = 0.001" @ 28'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.001" @ 28'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.098" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.189" @ 26'- 9.5" @@ HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. VERIFY HANGER ADEQUACY PRIOR TO FABRICATION. HANGER BY OTHERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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. 4-00 19-03 4-00 4-00 1-10-04 3-09-12 3-11-08 3-11-08 3-09-12 1-10-04 4-00 1 412661 4 4 T 4 41288 T 12 12 6.00 17... M-5x8 M-7x8 "S:16.00 M-6x8 3 M-3x410 M-3x8 M-3x10 -M-6x6 5 6 7 8 12 r,.1 M-5x12 ... 13 M-5x12 O / M c O O I 11• 12 13 " 14 15 16 17 9 0 n i M=5x8"' M-7x8 0.25" M-3x6 M-4x6 M-Sx�M-6x6 lo 0 r Vr�yy o MSHS-9x18(S) o ��Cj �C7t�N "� �/O 2933$ V l 4-00 2-01-12 3-09-12 3-08 3-08 3-09-12 2-01-12 4-00 l y �yy�ry/�y•�p 27-03 1-06 £r'7GVWI-� �� ,,'r JOB NAME: 5017-B POLYGON - El l , Scale: 0.1553 11"-r ry„ WARNINGS: GENERAL NOTES, wises olhervdee noted OREGON . `,tele Truss: E 1 1.Builder end erection contractor should be advised 5161 General Notes t.This design is based only upon the parameters shown and la for an Indivlduel at Y f and Warnings before construction commences. building component.Applicability of design Aerometers end proper +/v� -T Y z2Q� �tr 2 2e4 compression web bracing must be installed when shown«, incorporation of component is the reepeneibillly of the building designer. �./ 1�y a �+`�. 3.Adds nal temporary bracing to insure atabllly during oenetruclbn 2.Design assumes the lop and bottom chords to be laterally braced al �} Ie the roaponsibllfty of IM erector.AddHlonel permanent bracing o/ a o.c.end ale e.e.respectively unless braced throughout their langur by "ri E"]i l \, DATE: 11/3/2015 the oa.t.I etruduro Is the nepenstbilly Otte building designer. continuous sheathing such as plywood sheething(Tc)asdror dryv all(BC). 1-i L. 3.a 26 Impact bridging or!eters!teral bracing required Mere shown+e SEQ.: El5 0 4 9 0 2 4.Ne bad should be appliedto ray component untl after al bracing and 4.Instalation oftruss Is Me responabbly of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes,runes are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for ary condition"oluse. EXPIRES: 12/31/2015 5.CompuTrus has no control over end assumes no responsibility for Me 8.Design assumes MI bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Inalallatbn of components. 7.Deals assumes adequate drainage la provided. November 3,201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be batted on both hoes of Au.,and placed so their center TPIMrFCA in SCSI,copies of which vdl be furnished upon request. Ines coincide with point center linea Wok USA,Inc.ICom puTru.Software 7,6.7(10-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1371,ESR-1986(MITA) I. 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 27 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -46/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" 1-11-11 MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" T f MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORI Z. TL DEFL = -0.000" @ 1'- 10.9 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o 0 I o oI 0 2 1�� 1Kil 0 1 M-3x9 y y y 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 0) PROFk, fir'i ,9 ✓� ` 89200PE te ar" JOB NAME : 5017-B POLYGON - E J1Scale: 0.6861��,.4 WARNINGS: GENERAL NOTES, unlit.,otherwl°e noted V OREGON * [(a 1.Builder and erection contractor should be advised of al General Notes 1.Thle design Is based only upon the parameters shown and b for an individual qf OR Gtr O'V ln. v Truss: EJ1 and Warnings before construction commences. building component.Applkabitty of design parameters and proper ,Q �}, • Z.2a4 compression nab bredng must be installed where shown+. Incorporation of component Is the responsibtty of the building designer. �1h 4� 1 A v v 4 3.Additional temporary bracing to Insure stability during consiruci6 2.Design eawmee the lop and bottom chords to las latently braced at V 1'Y y Is the responsibility1 the erector.Additional m bracing of Y ntin and at ea h:n rsuch a pty ood s brooad(TI) rd/melt all(B). ( R R IO- DATE: a germane continuous t 1D o.ng such ti plywood sheathing(TC)t rou hoot t drywag(th b (: 11/2/2015 the overall structure Is to responsibility of the building designer. 3.24 loped bddging or lateral bradog required where shown♦+ 4.No bad Mould be applied to any component until after all bredng end 4.Installation of truss is to re•pomibllty of the respective contrador. SEQ.: K1504903 fastenersarecampleteandetnalimeshauldanyloadsgreaterman 5.asesassumsw.es.an to be used m°"°"`°"°'"°°"mrenm°m, adder aces be applied b any component. end are for'dry condition•of use. EXPIRES: TRANS I D• LINK agora N B.Design assume•full bearing al al support•shown.Shim or wedge if C/S f"i fI GA7 12/31/2015 s.CompuTrua nes co control over and assumes no re Ibfl for the necessary, t febriution,handling.shipment and indallatlon of components. 7.Design assumes adequate drainage la provided. November 3,2015 6.This design Is furnished eubjao to the limitations set forth by B.Plates shag be boated on both Imes of truss,and placed so their center TPWH1 CA In SCSI.copies of which will be furnished upon request. Anes coindde with joint center lines. B.Digits Indicate sea of piste In inches. MiTek USA,Ina./COmpuTNe 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 B'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= 1-9- 0( ) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(--63)26 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 = 42.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.43 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 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 TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 12 3 -/ 6.00 MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.001" @ B'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load, Truss n inin the plane of thew truss only. rn 0 ul o v m o c 0 0 1 ' 4► / M-3x4 l y l 6-00 2-02-12 !PROVIDE FULL BEARING;Jts:1,4,2,3 I (� D P� QFe �/'f la Le' :9200PE ' JOB NAME : 5017-B POLYGON - ADJ1ppe Scale: 0.5559 or r. WARNINGS: GENERAL NOTES, unless otherwise noted. leCC Truss: ADJ1 1.Bulder 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 �_ and Warnings before construetfon commences. building component.Applicability of design parameters and proper JL- sem' ,(, 2.204 compression web bredng must be installed where shown« Incorporation of component Is the responsibility of the building designer. /+ .!/ y\A1� t��4 3.Additional temporary bracing to Insure etabilty during construction 2.Design sseumea the tap and bottom chords to be their al '-if. 7 M A s V ��*k'• is the responsibility of the erector.Additional permanent bracing of 7 a.c and at 70 o.c.respectively unless braced throughout their length by f"Y DATE: 11/2/2015 the overall structure is the responsibility of the bulding designer. continuous3Imps sheathing lateb acing requirede a where s and/or dryweA(BC). as L 3.2s Impact bodging or lateral bracing s rasps shown•0 f+f SEQ.: K 15 0 4 9 0 4 A No load should be applied to any component until after all bracing and 4.Installation of Inns Is the responsibility of the respective contractor. fasteners are complete end at no time should any leads greater then 5.Design assumes trusses are to be used Ina noncorreslve environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility ler the 8.Design assumes NII bearing at all supporta shown.Slam or watlge if EXPIRES:.12/31/2015 1/ 01 fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design Is Nmlehed subject to the Ihnttetions set forth by 8.Plates Mal be located on both faces of truss.and placed so their center TPIMTCA in SCSI,copies of whkh vol be furnished upon request. Anes coincide with Joint center lines. M7ek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate sire of pate In inches. 10.For basic connector plea destgn values see ESR-1311.ESR-1988(M1Tek) 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 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-75) 31 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 418V -15/ 89H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 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 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = 0.013" @ -1'-: L L/24 Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 1 Design conforms to main windforce-resisting system and components and cladding criteria. ri Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o, load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. o7 T- 12 ►' REQ 0 M-3x4 l l )' 1-06 'PROVIDE FULL BEARING. 14-00 '<, RVD PROP" tyGINE.ei, /0 " 89200PE r" JOB NAME : 5017-B POLYGON - EJ2 Scale: 0.7329 � / -yam WARNINGS: GENERAL NOTES, ardenothervdeenoted. N OREGON I^t AI )�. 1.Budder end erection contrador should be advised of as General Notes 1.This design h based only upon the parameters Mown end h for en IndMlduel OR GOI V 1,. 'h./ Truss: EJ2 end Warning"before conNnrction commences building componentApplicability of design parameters and proper ,,,,V�d}}} �[+� '`A 2.h4 compression web bracing must be installed where shown«. incorporation of component is me responsibility of the balding designer. //ti J y A, pa, 4 3.Additional temporary bracing to insure stability during eanehudbn 2.Design assumes IM lop and bottom ee.ion to be Wendy braved at �,/ }�. 1"fi(( r_ by is the responsibility of the erector.Addgbnel permanent bracing of 7 op n and at ee hins respectively y cad s bnatl(TD)a dS r their length). R R 1 1+' spa continuous sheathing such as pF)wood sheathing(TD)and/or dryvng(BC). DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3,24 Impact bridging or lateral bracing required Wnere shown o it 4.No load should be applied to any component until eller all bracing and 4.Installation of was is the responsibility of the respective contractor. SEQ.: K 15 0 4 9 0 5 fasteners are complete end at no time Mould any pads greater than 5.Design aawmes trusses are to be used In a non.oerreSNe environment. TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use, 7 5.CompuTrus hes no control over and assumes no responsibility for the B.Dee�nasw es lel bearing et el wppude shown.Shim or wedge If EXPIRES:12/31. 2015 y. fabricstion,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 3,20C1/51�1 G1? I 8.This design is furnished subject to the limitations set forth by B.Plates shag be located on both faces of buss,end plead so their center TPtN,fcA in SCSI,copies of which all be furnished upon request. linea coincide with fold oder line 9.Digits indicate sire of plate In Inches. MITek USA,Ina./CompuTNe Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR41311,ESR41988(Mita) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-132) 92 3-4=( -63) 26 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 456V -31/ 158H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 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: Des' checked for net(-5 Design psf) uplift at 24 "oc spacing. 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 TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" 4 MAX HORIZ. TL DEFL = -0.001" @ B'- 2.0" 12 6.00 '° Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A Truss designed for wind loads (I in the plane of the truss only. as 0 N oc O �-�- C 0 2 11.-- 15 � 0 1 M-3x4 b l y y 1-06 6-00 2-02-12 'PROVIDE FULL BEARI NG;Jt9:2,5,3,9I C?��. 6161 �� GI 4". /0 .17 " 89200PE r- JOB NAME : 5017-B POLYGON - ADJ2 ,d?1,P,!' Scale: 0.4939 -"vs. WARNINGS: GENERAL NOTES, unless otherwise notedA-�a� Truss: ADJ2 1.Bulderand erection contractor Mouldbeadvised orall General Notes 1.This design Is based only upon the parameters shown end le for an individual 7j ,4 OREGON and Warnings before construction commences. building component.ApplIcebllly of design parameters and proper y+ 2.204 compression web bracing must be installed where.hewn+. incorporation of component Is the responsibility of the building designer. <) "l1.. 14 3 t2 v`� 4 3.Additional temporary bracingto Invere stability during construction Z Uastgn assumes Ms top and bottom MOMS to be fibre braced al / V ('y Is the responsibility of int erot.r.Additional permanent bracing of 7 u.c,and at 10 o c respectively unless braced throughout their length by j(�.. {"" DATE: 11/2/2015 the overal structure Is the responsibility of the building designer. continuousxImpact stor latehlas ang re vire where vr tlrywal(BC). �� �1 3.In Impact bridging or the rel bracing required where shown.+ 4 SEQ.: Ki5 0 4 9 0 6 4.Na load should be applied to any eamponent enty after al bracing and 4.Installation of boas le the responsibility of the respective contractor. fasteners are complete and et no time should any pads greater than 5.Design assumes trusses aro to be used In a iron-wrmslve environment, designloads beapplied to anyM. and ere for"dry condition"of use. TRANS ID: LINKone .,ands"° 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: �� �^'.�v',l J.1/201 5.CompuTrve Me no control over and assumes no responsibility for the 5 necessary. `.� '2J, f 8.Thiissdesignisfumishedl bjetromeslimitationssetfortrthbys 7 .Plat sn sireebelonledanbatlea.,sftprus..endpmudsotheirtenter November 3,2015 TPI/'?CA In ECSI,copies of which coil be furnished upon request. lines coincide with Joint center lines. 9.Dight Indicate ala of pleb In inches. MIIek USA,IRc./CompuTlus Software 7.6.6(1L)-E 10.Far 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 69 3-4=( -40) 0 TC LATERAL SUPPORT <= 12"0C. SON. LOADING BC LATERAL SUPPORT <= 12"01. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 POE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 18.0" 9.5" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -74/ 471V -24/ 141H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 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 ICONS. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 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 = 0.064" @ 3'- 2.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.094" @ 3'- 4.9" Allowed = 0.596" 12 4 , MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 6.00 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Ln Truss designed for wind loads ti in the plane of the truss only. m 0 oil n O I 10C O =." 5 o 1 M-3x4 yy 1-06 6-00 0-09-08 'PROVIDE FULL BEARING;Jts:2,5,3 � CEnCfP7xy 'i19ce* 89200PE <' JOB NAME : 5017-B POLYGON - BDJ Scale: 0.5499 -WWI. 461.11 WARNINGS: GENERAL NOTES, unless otherwiwnoted. w OREGON ��' 1.Bidder and erection contractor shouts be advised old General Notes 1 This design labs ed Appliconly aon the parameters shwa)bility of parameters ed slot est individual v Truss: BDJ and Warnings before contructmncomences. building component. 1- -4, 9}� Q� �y,,- 2.244 compression web bradiq must be installed where shown+. Inwrporenon of component Is the responsibility of the building designer. 'I 4, - 3.Additional temporary bracing to Insure Mobility during construction 2 Design assume.ms tap and bottom drama to los latereny braced at their length by /�,� {'� k the responsibility of the erector.Additional permanent bracing of continuous'�sthing such asVep ywooe h.emmyiTC(end/r drywallBC). '✓/ 1'i. RIO- DATE: I S -.. V DATE: 11/2/2015 the overd structure la me responsibility of the building designer. 3.20 Impact bridging or lateral bredng required where Mown++ L' SE K1504907 4.No bad Mouldbeappbdbany component untMa est ailbtadngand 4.lnssign.onsuum truss the reetownt�Int.rw.pedrrohcontractor.en irroonment Q• fasteners are complete and at no time should any loads greater than and an Lordly assumes wndnlon're to e.b TRANS ID' LINK deegnloads beapplied toany component. 8.Desgnassume.Mlbearing atalsupports shown.Shim orsedge if EXPIRES: 1 /3172015 S.CanWTrus has no control over and assumes no responsibility tor ms necessary. fabrication,handlhg,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design b furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TP WvFCA In SCSI,wpbe of which MI be furnished upon request. g,IcesDigitcstnddde with joint alae of plate center Bines. MITek USA,Inc./COmpuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values seeESR-13tt,ESR-1g88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x4 KDDF #1&RTR SPACED 24.0" O.C. 2-3=(-75) 26 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -44/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 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 IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "OR spacing. 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 = 0.000" @ 0'- 0.0" Allowed = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" IMAX BC PANEL TL DEFL = 0.005" @ 1'- 8.6" Allowed = 0.192" MAX BC PANEL TL DEFL = -0.003" @ 2'- 2.0" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0,000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o a nT 0 O , v o 0 2 10.--- -1_ ", 1 M-3x4 J• y l 1-06 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 I .{ A 89200PE -o- 77r"' JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6837 ,..� ' WARNINGS: GENERAL NOTES, odes°oMe,wiee noted: r E4- JOB Truss: CJ1 1.SutlderanderectloncomraaoreladdbeadvisedofallGeneralNote. 1.Thisde&pnlebasedantyupontheparameter.shownendhforenindlvldual ")7 ,OREGON ' and Warnings before construction commenu°. building component Applicability of design parameters nig proper Y t 2.2 4 compression web bndnp must be Installed where shown+, incorporelbn of component lathe responsibility of the building designer. ey`�{ A. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom dents to 0 t btaretly braced at ,/ v V Is Me responsibility of Me erector.Additional permanent bracing of Z'a.e.and at 10 o,c.respectively unless bread throughout theft length by / ,ry_ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous sheathing sten l b acing requirede where (TC)and/or tlrywel(BC). �. �4 xJ 3.Zr Impact bridging or literal bracing where shown++ L: L SEQ. : K 15 0 4 9 0 8 4.No load should be applied to any component until after all bracing and 4.Installation Minns Is the reepensibllity of the respectNe contractor. fasteners are complete and at no time°houb any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppoN shown,Shim or wedge it ^°�°°'°ryEX P I R ES: 12/31/2015 fabrication,handling,shipment end installation of components. 6.This design hfurnished subject tothe liiationsset forth by 8.Design haewmelatedonbahfagelepavh°a. November 3,2015 S.Plates shell be located on both faces of truss,and placed as their center TPIA TCA N SCSI,wpbs of which will be furnished upon request. Inc.coincide with joint center line. 9.Digits Indicate she of plate In Inches. MiTak USA,Inc./CompuTfus Software 7.6,6(1L)-E 1 o For basic connector plate design values see ESR-1311,ESR-7988(MITek) k. 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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. 2-3=(-72) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)fDL( 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: 18.0" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -94/ 413V -14/ 87H 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -43/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 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" 6.00 ' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL = 0.015" @ 2'- 3.7" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.014" @ 2'- 3.7" Allowed = 0.344" 3 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. ti o Wind: 140 mph, h=21.6f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, NTruss designed for wind loads in the plane of the truss only. M O o of- 2►�11 4► 1 M-3x4 1 J, ).• it 1-06 3-10-08 0-01-03 (PROVIDE FULL BEARING;Jts:2,4,3 �R0 P A Q � Ec, C � f N � 6,, 0 C�� ,p 892002E r JOB NAME : 5017-B POLYGON - CJ2 , // Scale: 0.7423 1 _ WARNINGS: GENERAL NOTES, unless otherwise noted. ,,,ey OOf".�. NN [)e . 1.Builder and aredbn contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual f11 fl ve 1�� v Truss: CJ2 and Warnings before construction commences. balding component.Applicability of design parameters and proper ty C;i�� Z.DM compression web bracing must be installed where shown+. Incorporation of component la the responsibility of the building designer. +/1 A e W 3.Additional temporary bracing tel Insure stability during sendhuction 2.Design assumes Me tap and bottom drone to be laterally braced et V �^"' ''F? "F { unless brawd throughout that length by la the responsibility o1 the erector.Additional permanent bracing of continuous sheathing arch as epywood sheathing(TC)and/or tl ywel BC). J+ R` „4 DATE: 11/2/2015 the ovwal structure Is the respanablihy of the balding designer. 3,2s loped bridging or lateral bracing required Were shown++ SE K1504909 4.Na bedeheulabeappladtoany compowntuMAafter apbracing and 5.Desiignennaamstry`the esasmbeusedithno drn:siive•environment, Q• fasteners are compete and et no time should any loads greater than and are assumes or Mry trusses n^of we. TRANS ID: LINK design bads be applied to any component. 8.Design assumes Ml bearing al aN supports shown.Shim or wedge if EXPIRES:12/31/2015 nec 5.ComWTrus has no control over and assumes no responsibility for Me essary. fabdsetlon,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 shel be touted on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lineg,Digits Indicate eon joint oi platnter e !Ines, to MITek USA,Inc./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plata design values we ESR-7311,ESR-1988(MOW) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" PC: 2x4 KDDF #1aBTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=)O 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-107) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -43) 19 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 404V -23/ 122H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -89/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" 12 MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" 6.00 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '' ~o Truss designed for wind loads I in the plane of the truss only. 0 A m o1 C O IN o 5 OSMA 1 M-3x4 y l l y 1-06 3-10-08 2-01-03 (PROVIDE FULL BEARING;Jts;2,5,3,9 I � � f R oFe.V es. ,GINE-,h' �',r� 89200PE .-1'r JOB NAME : 5017-B POLYGON - CJ3 Scale: 0.5963 WARNINGS: •S GENERAL NOTES, unless otherwise noted 6Cr Truss: CJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parsmeten shown and is ler an individual .til OREGON Zj and Warnings before construction commences. building component.Applica9INy of design parameters end proper /j OREGON MA Y., A. 2.254 compreeston web Dndng must be installed where shown e. Incorporation of component is the responsibility of the bulWing designer. ,1} ` = 3.Additional temporary bracing to insure stability du6ng construction 2.Design assumes the tap and bottom chords to be Wendy braced at �h �-77 e 1 is the responsibility of the erector.Additional permanent leering of 7 o.c.snit et 15se A.raepedNey unless braced throughout their brplh by V l41031?‘ RIO- DATE: 11/2/2015 the overall structure is the responsibility of the building designer, continuous sheathing or suer l b acing requirede where shawl c drywaN(BC). /11%*� 4.No rose should beapplied b 3.2a Impact bridging or lateral bracing shown«e SEQ.: K 15 0 4 910any component until after sit brsdng and 4.Installation of truss Is the responsiNliy of the reapectNe contractor. fostenen are complete and at no tens should any Weds greater then 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component, end ate for"dry condition.of UN. 5.CompuTrue hes no control over and assumes no responeibillty for the S.Design assumes NII bearing et all supped,shown.Shin or wedge if y J hbnwllon,handling.shipment end installation of components. °°C°t°B ss EXPIRES: 1 2y 3.1/2015 8.This design la furnished ambled to the limitations set font by 7.Design es shag be adequate en both damage la provided. November 3,2015 7PIMTCA In SCSI.copies of which nil be furnished upon request. 8.mePlata coinddaewilh Joint center lines.of Iruw,and placed w their center MITek USA,Inc./CompuTrus Software 7.6.6(114-E9.Digits indicate aloe of plate in mchea. 70.For basic connector plate design values see ESR-1317,ESR-7988(MITek) This design prepared fro:773 computer input by PACIFIC LUMBER-BC INC 2012 MAX MEMBER FORCE4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0'===..‘E2) 1_2=( 0) 62-5=(0) 0TC: 2x9KDDF #16BTRLOADDUTIONINCREASE = 1.152-3=(-151) 1BC: 2x4ROOF #16BTRSPACED24.0" O.C. 3-4=( -60) 1 TC LATERAL SUPPORT G= 12"OC. DON. 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 VET MAX HOED ERG REQUIRED BEG AR TOTAL LOAD = 92.0 PSF LOCATIONS REACTINS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 2.7" 0'- 0.0" -47/ 38V -30/ 1508 5.50" 0.62 KDDF ( 625) LL = 25 PS£ Ground Snow (Pg) 3'= 7.7" 0/ 6V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 0.2" -126/ 24V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 12V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOA OSFSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "00 spacing. 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 = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.009" @ 1'- 11.5" Allowed = 0.394" 4 MAX HORIZ. TL DEFL = -0.001" @ 7'- 8.2" 12 6.00 '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 3 i 0 nit 0 c �w. 5�ww o 1 M-3x4 y 1-06 y 3-10-08 y 4-01-03 y A.c4��D PROF' (PROVIDE FULL BEARING;,7ts:2,5,3,9 I r4�c , GINE�+'"h ".//'y „Lr 89200PE C JOB NAME : 5017-B POLYGON - CJ4 ' Scale: 0.5002 60 WARNINGS: GENERAL NOTES, unless otherwise noted: �� OREGON .�C 1.Buhler and erodien contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end N for an Individual Truss: CJ4 •aw.ming•eefeawnawakncommonee. bournpwmpofcomApplicabilWnentisth responif design wyofte.endprover S �_!_ 2.2a4 compression web bracing must be Installed where sheen.. (Digo assumes e the top an la IM bottom cho ds to of the aulabp tlasignel. ' 'I.9 e T p 2.Designndat1'the topaMvlyudrosstoalel•Shobracedet /.. 3.Additional res temporary bracing toinsureAdd stability dr ane ntbstrung T continuous dna at 10'h:n respectively ply woad.braces throughout their length by e R11-\.- DATE: 11- : Is the responsibility WEN erector.Additional permanent bracing of cenhnuoue eesihing such as plywood sheathing(7C)end/or tlrywel(BC). 'C. DATE: 11/2/2015 the overal structure lathe responsiblity of the building designer. 3.2a Impact bridging or lateral bracing required where Mown•• SE Ki5 0 4 911 4.Na load should be applied to any component ural after Cl bracing and 4.Installation of wad is the responsibility of the respective contractor. 4. fasteners are complete and at no time should any loads greater man 5.Design assumes busses are to be used in a non-corroale environment. assign pada be applied to any component and are kr•dry condition'.besting of use. TRANS ID• LINK S.D<sien.swmaa itbea ng.t Clwppod.shown.shmorwedge if EXPIRES:12/31/2015 5.GompuTrus hes no control over and assumes no responsibility for neceasery. fabrication,handling.shipment and lnetalistlan of components. 7.Design assumes adequate drainage is provided, November 3,2015 6.This destgn Ie furnished subject to the limitations set forth by S.Plates shall be located on both face.of truss.and placed se theft center TPUWICA In SCSI,copies of which all be furnished upon request. lines coincide with Joint center 9,Digits Indicate sin of plats In inches. MITek USA,Inc./CompuTrue 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x9 KDDF 4160TR SPACED 24.0" O.C. 2-3=(-194) 91 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-112) 58 LOADING 4-5=( -46) 21 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 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" -31/ 394V -38/ 1B7H 5.50" 0.63 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" -113/ 256V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -114/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -20/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. 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 TC PANEL LL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.344" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 5 -/ MAX ROBIN. TL DEFL = -0.002" 9 9'- 10.9" H 12 (� Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. H 0 I 3 I N m o 0 0 0 1 M-3x4 y1-06 3-10-08 y 6-01-03 , V PRpre.� (PROVIDE FULL BEARING;Jts:2,6,3,9,5 I Gi Ni tJ-,, 144 >v+t 1 Y 4t' 89200PE fir- JOB NAME : 5017-B POLYGON - CJ5 ....e 0" g . Scale: 0.4225 -M WARNINGS: GENERAL NOTES, untess otherwise noted: in.�y TA Truss: C JS 1.Bultler and erection contrador should be advised of all General Notees 7.This design Is based only upon the parameters shown end Is for an Individual Y OREGON j r/ and Warnings before consinrctbn commences. building componentApp0nsblllty of design parameters and proper tV./ 2.Dt1 compressbn web bracing mud be installed where shown a, incorporation of component Is the responsibility of the building designer. LR '� 4 3,AddEenel temporary bracing to Insure stability during consiruction 2 Design assumes the top and bottom chords to be laterally braced et 40 _T (�, `++�{!•..• is the responsibility of the erader,Additional permanent bracing of T ox.end at 10 ox.respectively a.ply unless braced throughout mak length by ,�+y DATE: 11/2/2015 the overall structure Is the responablity of the building designer. 3.TrImpa continuoussheathingor such/bewhg reuirewereeown 4drywal(BC). � �. �� jJ 4.No bed Mould be applied to any component until after al bracing end 4.meta coe of gtrus Is M reor leponsbllty ofthe respective contractor. C: SEQ.: K1509912 fasteners are complete and at no time shsuid anloadsgreater than 5.Des gra assumes trusses an to be used In a non-corrosive environment, TRANS ID: LINK design toed.be applied In any oempenant and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12!31(2015 fabrication,handing,shipment and Installation or components. 7,Design assume,adequate drainage is presided, S.This design is furnished subject to the limitations set forth by 8.Plates shallbe located on both faces of ause,end placed as their center November 3,2015 TPUNITCA In SCSI,copies of which MI be furnished upon request. Inas coincide with Joint canter lines, MlTek USA,Inc./CompuTrus Software 7.6.6(114-E9.Digits indicate sire of plate in inches. 70.For basic connector plate design values see ESR-7377,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 108 3-4=(-155) 70 9-5=( -70) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 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" -16/ 398V -46/ 218H 5.50" 0.64 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" -108/ 238V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 KDDF ( 625) 11,- 9.7" -51/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" MAX HORIZ. LL DEFL = -0.002" @ 11'- 8.9" 5 MAX HORIZ. TL DEFL = -0.002" @ 11'- 8.9" 1r) Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. �1 ti 0 rh 0 to 3 rj M i 0 1 M-3x4 y y y )• OD PR04. 1-06 3-10-08 7-11-03 .`C� G,INEe- feA- !PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 89200PE JOB NAME : 5017-B POLYGON - CJ6Scale: 0.3838 ; IO WARNINGS: GENERAL NOTES, unless otherwise noted, 11. OREGON Q(� * �/CC 1. 1.Builder and erection conbedor efwuld be advised of al General Notes 1.mle design h based only upon the parameters shown and h for en lodlvlduel l'fV.71I�"l7 C l,.lv tri (i Truss: CJ6 end Warnings before construction commences building component Applicability of design parameters and proper ,I �� 2.2v4 compre sion web bradng must be Installed where shown 5. incorporation of component la me respondbllty of the building designer. <O 7 14' 3.Additional temporary bracing to locate stability during construction 2.Design assumesat10 the lop end bottomchords to d throughout oug their braced el S•/ `f' Is the gapomlbll f the erector.Additional permanent brsdng of 2 continuous end al l a hino.crespectively a ply unlade bead length by F3 RIO- DATE: IY o continuous ehaathmg such as plywood sheathing(TC)aMbr drywaN(BC1. 11/2/2015 the overall structure Is the respondbllty of the building designer. 3.N Impact bridging or lateral bracing required where shown++ SE : K 15 0 4 913 4.No load should be applied to any component until after al bredng and 4.Installation of Was is the responsibility of the respective contrsdor. Q• fasteners are complete and at no time should any bads greeter than 5,Deal assumes theses are to be used ina non-corrosive environment, design bads be applied to any component. and ere for"dry condglon"of use. EXPIRES: rryy//�r}� i TRANS ID: LINK 8.Designessumea full bearing at all supports shown.Shim or wedge if Gtr PITiGA7 12/31/201 5.ComWTrus hes no control over and assumes no responsibility for the necessary, 5 fabdwtton,handling,shipment end lnetallesen of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates ahal be located on both fads of truss,and placed so their center TPUWTCA In SCSI,copies of*titch nil be furnished upon request. g,Inca coincidDigitIndbde lith joint pleb a er IInh es. MITek USA,Inc./CompuTIUS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR•1311,ESP-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-44) 104 6-5=( 0) 18 BC: 2x4 KDDF #163TR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-168) 25 5-7=(-94) 205 5-3=( 0) 46 LOADING 3-4=( -23) 30 3-7=(-211) 97 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 424V -15/ 90H 5.50" 0.68 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 10.9" -87/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 97V 0/ OH 5.50" 0.16 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 GOND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. 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" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" fMAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 11.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 4'- 11.0" Allowed = 0.105" 6.00 MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = 0.008" @ 4'- 11.0" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, m o Truss designed for wind loads ++ in the plane of the truss only. Miiias� 2 rte, 4, 1 FA m M-3x4 7 0 0 I �� m6-3x4 0 1 M-3x4 M-3x5 y l J' 2-03-12 2-07-05 1-00-15 i' l l l 1-06 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,9,7 I .< 'D PR 0F . t. LP 4 89200T"E I: JOB NAME : 5017-B POLYGON - DCJ2 APP. •"'IllgP (5,----e------, Scale: 0.5934 .N �• WARNINGS: GENERAL NOTES, unbss olhervdw rwlad 0 /''.y., Truss: DCJ2 1.Builder and erection contractor should be advised of all General Notes 1.Ills design is based only upon the parameters Nmvm and is for an individual 74. , OREGON and WamHgs before construction commence.. buNding component.Applicability of design parameters end proper 2 b4 compression web broctng must be installed where shown.. Incorporation or component is the reeponallAty of the bolding designer, (y� 3.Additional temporary bracing to Insure Nabllity during construction 2.Design assumes the tap sot bottom chorda to De,0 ho braced at �Q 1 vl' V Is the responsibility of the credo,.Additional permanent bracing of 7 o.c.and al iP a.e.reapscthaty unless braced throughout their length by v I"Y jpik DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 2x Impact ridging rg such as wplywooding re olr a where Mown s dryvnA(BC). liii�. �� 4.No baa should be applied to a 3.In Impact bntlging or lateral bracing required where Mown t. 7w'. SEQ.: K 15 0 4 914 Ppny component until lifter all bracing and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a nonconoslvs environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.al use. 5.CempuTrua has no conbol over and assumes no responsibility for the 6.Design assumes full bearing at el supports shown.Shim or wedge If i /3 r]/�{ fabrication,handing,shipment and Installation of components. 7.Desin assumes ade necessary. EXPIRES:.:1 GJ aj1.�L.V'I . 6.This design b furnished subject to the limitations set forth by e.Plates shall be located ons both faces of drainaIshues.and placed so their center November 3,2015 TPI,WTEA in SCSI,copes of wbkh MI be furnished upon request. Ines coincide with jolts center lines. MtTek USA,Inc./CompuTrus Software 7.6.6(114.E 9.Digits Indicate size of pate In Inches. to.For basic connector pale design values see ESR-7377,ESR-1866(MITek) i. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-130) 207 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-276) 69 5-7=(-266) 413 5-3=( 0) 50 3-4=( -53) 43 3-7=(-425) 274 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 963V -23/ 122H 5.50" 0.74 ROOF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9'- 11.0" 0/ 198V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 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 `C 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/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TI CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.017" @ 2'- 3.8" Allowed = 0.254" 5-11-11 MAX TL CREEP DEFL = -0.025" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.013" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.016" @ 4'- 11.0" 12 6.00 17' 4 Design conforms to main windforce-resisting �) system and components and cladding criteria. '� Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o' 0 Truss designed for wind loads I in the plane of the truss only. M-4x60 3 N 1111111111111111111. 4-4 m.- 7 r,;,-0 o - 7m, 11:3x4 7 of 2 ia2A M63x4 0 0 1 M-3x4 M-3x5 y y ), 2-03-12 2-07-05 1-00-15 y 1-06 y y 2-05-08 y 6-00 3-06-08 !- G� (- afit�h. (PROVIDE FULL BEARING;Jts:2,7,4 I C 'v �c N E�+`9 '3'22 892 00 P E r-. JOB NAME : 5017-B POLYGON - DCJ3 '"'rte.. Scale: 0.5439 !-�'1 - 41 WARNINGS: GENERAL NOTES, unless otherwise noted' • ["�� (�� /a . 1.Buller and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual OREGON A� t�.t Truss: DCJ3 and Warning.before construction commences building componentApplicability of design parameters and proper L. .7 ! r 2P,` 4 2.Ds4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. '7 3.Addition.'temporary bracing to insure stability dddng conerudion 2 Design assumes the top and belt'o es.choion to las laterally braced at Is the'ewonsibility of the erector.Additional permanent bradng of contin2 nti.ea sheathing l O hin.(cash as ply s Mese braced throughout r dryeir bngth by I R IO- DATE: �{ 2o.c.and t10' . supeesplywoodebracedt rou hoot t tlrywaWthb Lr DATE: 11/2/2015 the overall structure Is the responsibsty of the building designer. 3.Sn Impact bridging or blared bradng required where shown++ 4.No bad should be applied to any component untll after al bradng and 4.Installation altos.Is the responsibility of the respective contractor. SEQ.: K 15 0 9 915 fasteners are compete and at no time should any bads greater than 5.Design assumes usess we to be used in a non-corrosive rosive environment, designbads be lad to anycomponent. end are for"dry condition"of use. �v(n D]C{ r]/ TRANS ID: LINKen pow" B.Design assumes frit bearing at as supports shove.Shim or wedge i1 EXPIRES:Ea7: 2/31/201 5.CompuTrus has no control over and assumes no rosponeblltiy far the necessary. fabrication,handling.shipment and installation of component.. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations wt forth by 8.Plates shell be lolled on both faces of Iruw,and paved so their center TPW.'rCA in BCSI,copies of which WWW be furnished upon request. Ines g,Digitsindicatesith joint ioplate center lines. Ilines. MITek USA,Ine.ICompuTrus Software 7,6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1088(Minsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" TC: 2x4 ROOF #16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg=1.00 BC: 2x4 ROOF #140TR SPACED 24.0" O.C. 2-3=(-293) 51 6-8=1-182) LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -88) 176 7-6=( 0) 18 WEBS: 204 KDDF STAND 350 6-3=( 0) 49 3-4=(-106) 61 3-8=(-360) 187 LOADING 4-5=( -46) 20 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 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -67/ 452V -31/ 154H 5.50" 0.72 KDDF ( 625) 4'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 4 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" 5 -/ MAX TL CREEP DEFL = -0.021" @ 2'- 3.8" Allowed = 0.339" 12 6.00 ' MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" (0 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 4 Design conforms to main windforce-resisting '' system and components and cladding criteria. o Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, I M-4x6 m Truss designed for wind loads in the plane of the truss only. 3 ,...aaaggni ..-__OME 7- C,;. M-3x9 o I 2 M13x4 0l M-3x4 M-3x5 ) ) l 1 2-03-12 2-07-05 1-00-15 l y y ) 1-06 ,, 2-05-08 5-06-03 b y 6-00 1-11-11 „to PRopS PROVIDE FULL BEARING;Jts:2,8,4,5 I -kV1' ,(1 CO' GINE* mf 89200PE r-- JOB NAME : 5017-B POLYGON - DCJ4 /`r ry�� Scale: 0.9752 " [{ yi,,,�.._.+ -..,� WARNINGS' GENERAL NOTES, udese otherwise noted, r /-" Truss: DCJ4 CL- i Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameter.shown end 1 for an individual 'yam 'A OREGON and Warning.beton consirunlbn Cone,so. building component Applicability of design parameters and proper ,v Ai 2.214 comprepbn web bndng must be installed where Mown+, incorporation of component la the responsibility of the building Wagner. O eel? y C .4=r 3.Additional temporary bracing to Insure stability during construction 2.Design assume.the top and bottom chords to be latera braced at '7 i Is the responsibility of the rector.Additional permanent basing of 2 o c and at to o.c.respectively unbse braced throughout their bnglh by • > �� DATE: 11/2/2015 the overall etnatlure is the responsibility of the building designer. continuous sheathinginor lateb acing re sheathing(TC)itwheres 00r,s drywafl(BC). (/'/X � �� S1C 4.No bad should be applied to any3.le Impact bridging or lateral bracing required where shown • E K 15 0 4 916 pp component until ager all bracing and 4.Installation of russ is the responsibility of respective contractor. festenen are compete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design leads he eppllad teeny oorsponent Cedar.for"dry sncd/tien"eta... 5.CampuTrus hes no control over and eswmes no responsibility brine 6.Design assumes full bearing at all support shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necoeeary. EXPIRES:. i!1/'J /''1 of C 6,This design is furnished subject to the limitations set forth by 5.Design halass10.16deaf°drainage faces le pressed, November 3,2015 d L/R2 /X. 1 c/ e.Inca cPlates shat be locoletl on both tacos or trust,end placed co their center TPWyfCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,In4yCompuTrue Software 7.6.6(1L)-E 9.oigits Indicate size of plate in Inches. ill,For basic connector Mete design values see E58-1311,ESR•19111(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS TRUSS SPAN E'S 11.7" LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-227) 93 6-8=(-199) 320 6-3=( 0) 48 BC: 2x4 KDDF #1&BTR 3-4=(-153) 73 3-8=(-329) 149 WEBS: 2x4 KDDF STAND LOADING 9-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -48/ 946V -38/ 187H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 9-11-11 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" ,r S� MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" -o' MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.0" 0MAX HORIZ. TL DEFL = 0.012" @ 4'- 11.0" 12 6.00 7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I m )0 o Truss designed for wind loads Iin the plane of the truss only. M-4x6 3 IN MS rn g 0 L imimm� ,L!ri M-3x4 o of M13x4 0 0 1 M-3x9 M-3x5 y y l 1 2-03-12 2-07-05 1-00-15 l 1 y l 1-06 y 2-05-08 7-,06-03 G P 6-00 Y 3-11-11 {G� ^ �y� 'PROVIDE FULL BEARING;Jts:2,8,9,5 I cel �r\c3lN E - %Y 89200PE �'r JOB NAME : 5017-B POLYGON - DCJ5 Scale: 0.4225 'rte' 011111 WARNINGS: GENERAL NOTES, unless otherwise noted: BO CC "5i� , ,OREGON� .�( . 1.Buller and eredbn contractor should be advised of al General Nates 1•E Add s omponent Ad pptyllcebinty of on the derameters!shown sign parameters aand dis for prope sindividual 7 t om. {•47 '� Truss: DC J S ad Wemlrgs bebra constructbn commence.. incorporation of component Is the responsibility of the building designer. lb 41 7' M A w "- a„� 2.2n4 compresbn web bracing moot be installed wnere shown*. 2.Design assumes the lop and bottom chords to be laterally bred et �•/ i M' r 3.Addionel temporary bracing to Insure stability during sonotrudlon 7o.c.and a1100.0.reepedNely unless braced throughout their length by /114 ��°�t Is the responsibility of the sector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)adlor drywaI(BC). 1r DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown** SE K 15 0 4 917 4.No load should be applied to any component until ager al bracing and 4.Installation of truss is the responsibility of the reapecfve contractor. 4. . fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design bade be applied to any component. and are for”dry condition"of use. EXPIRES: �u/ D c rryy j��]] rr77 i TANS ID: LINK 6.Design assumes lull bearing at all supports shown.Shim or wedge It GhP PES: 1 Gla71/201 5.ComWTNshas no control over and assume.no responsibility for the 5 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 G.This design is furnished subject to the limitations set forth by 8.Plates shag be'opted on both feces of trues,and placed so their center TPINyfCA in SCSI,copies of wfikh w1ti ne furnished upon request. lines coincide with joint g,Digits Indicate ste of plate inrinches. MITek USA,Inc.IComplTrus Software 7.6.6)1L)-E 10.For basic connector plate design values se ESR-1311.ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #its BTR 1- 2=( 0) 76 2- 8=( -82) 166 8- 7=( 0) 18 WEBS: 2x4 ROOF STAND SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=( 0) 8 3- 4=(-189) 87 3- 9=(-341) 17575 LOADING 5- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -41) 19 OVERHANGS: 18.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 449V -47/ 222H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 282V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -105/ 212V 0/ OH 1.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 ROOF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11=11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 'I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 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 = 0.011" @ 2'- 3.8" Allowed = 0.254" I�( MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 5 12 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" 6.00 '( MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" a Design conforms to main windforce-resisting system and components and cladding criteria. cn o 140 Wind: 4 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.e, MWFRS)Dir), I load duration factor=l.6, 1:4 ", Truss designed for wind loads in the plane of the truss only. M-4x6 3 diiiiii......... .., ill i p-m o M-3x4 if 2 14.83X4 0 M-3x4 M-3x5 l l l l 2-03-12 2-07-05 1-00-15 l l l l 1-06 l 2-05-08 9-06-03 l 6-00 5-11-11 l t4 GIN - kJ/ ,:. 'PROVIDE FULL BEARING;Jts:2,9,4,5,6 I ��ryy,,.,�.,'` 89200PE 'i JOB NAME : 5017-B POLYGON - DCJ6 .40101PJ/ Scale: 0.3762 ,/�� WARNINGS: GENERAL NOTES, unless afhenn se noted: CCTruss: DCJ6 1.Builder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and is tar en individual 7 OREGON' t, and Warnings before construction commences. building component.Applicability el design parameters and proper ! �[l V I-1 G414JI V '.r./ 2.0,4 compression web bndng must be installed where shown a, incorporation of component is the responsibility of the building designer. -1 k ' A -I- 2. S.Additional temporary bracing to Insure stability during constnclon 2 Design assumes Ms top and bottom chords to be rough y braced at 'h y v Is the responsibility of the erector.Additional permanent bndng of e o c.and at IV o.c,rsapecaNey unless braced throughout Meir length by V 1 DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous sheathing ior W such as edeg requirede a where send/s erywaA(BCJ, ���. �� 4,No lona should be applied to 3 In Impact bridging or falenl bndng he when Mown.♦ Iw. IP SEQ.: K 15 0 4 918any component until alter all bndng end 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes busses are to be used In.nen-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are ter'd,y oendtien"SI U5, 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all apped shown.Shim or wedge it fabio.limn.nenal�,.nipmemand lnealenonorcomponents. T.oe�a�".:otes edequale drainage is provided. EXPIRES:12/31/2015 6.This design is furnished subject to the limitations set forth by 6.plates shell be located on both faces of truss,and placed so their center November 3,2015 TPhWI EA in SCSI,cepiss of whkh WI be furnished upon request. Inas colndde with joint canter lines. MITek USA,Inc./CompuTrus Software 7.6.6(11_)-E9.Digits indicate size of plate In Inches. 7O For basic connector plate design values xe ESR-1311,ESR-1968(MITek) This design prepared from computer inpt by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq:Cu 1.00 LUMBER SPECIFICATIONS 1-2=( 0) 76 2-4=(0) 0 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 2-3=(-70) 40 SPACED 29.0" O.C. BC: 2x4 ROOF #1SBTR TC LATERAL SUPPORT <= 12"OC. DON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRGAREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEIES) DL ON flOTOTA CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF 0'- 0.0" -109/ 407V -7/ 59H 5.50" 0.65 KDDF 625) OVERHANGS: 18.0" 0.0" 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 KDDF 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 ROOF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET• (CORD• 2: Design checked for net(-5 last) uplift at 24 " c spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 8.5" Allowed = 0.334" MAX BC PANEL LL DEFL = 0.013" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.9" Allowed = 0.334" 1-11-11 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2l.lft, 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• o I C 0 o _ I _ o f 2 x9 0 1 M-3x9 )'• 1-06 y (PROVIDE FULL BEARING:Jts:2,3,4 1 y 6-00 fir( PA0Fe, N" NCS I N„E�"S 'Sipe 89200PE r' JOB NAME : 5017-B POLYGON - DJ1Scale: 0.6559 i/� WARNINGS: GENERAL NOTES, wigs..othensiee noted l ;a OREGON ei( 1.Builder and erection contractor should be advised Gal General Notes 1.This design is based only upon the parameters shown and Is for an individual ! � 2-.° -3r.. Truss: DJ1 end Waminge before mnstradbn commences. building condoned.Applicability of design parameter.and proper 1 2.Zv4 compression web bracing must be metalled where shown 5. Incorporation of component is the roaponslblllty of the building Designer. j A e h 3.Additional temporary bracing to Insure stability during eenetrudbn 2.Design eaeumea Me by eo bottom drone to be lateral,/braced et v tet' .�j�t^ 2 on.end et 10 o c.respectively unless braced throughout their length by � RIO-- DATE: �;jar Is the resporeddlity of the erector.Additional permanent bracing of continuous sheathing such as Plywood eheething(TC)and/or drywal(BC). DATE: 11/2/2015 the overall structure is the respandbfty of the budding designer. 3.Zr Impact bridging or lateral bracing required where shown+5 SE K 15 0 9 919 4.Na bad should be applied to any component anti after al bracing and 4.Inatelation of truss Is the responsibility of the respectfue contrador. 4• fasteners aro complete and at no time should any beds greeter than 5.Design assumes trusses are to be used Ina non-amoeba environment, design bads be applied to any component. and are far condition'of us. TRANS ID: LINK B.Design meehdbeadngatagwppodashown.smmorwedge g EXPIRES:12/31/2015 5.CompuTNs hes no control over and..comes no responstbllity for the nesassry. fabrication.heedling,shipment end insttalhtian of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be baited on both feces of trues,and plead s their center TP W6ICA In BOB),copies of which We be furnished upon request. lineg,Die. Join i Ind uta ads of atf center to lines. MITek USA,Ina./CompHTrus Software 7.6.6(1L)-E 10.For basic connector plate design values se 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-101) 66 TC LATERAL SUPPORT <= 12"OC, DON. 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 978V -23/ 122H 5.50" 0.76 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 11.7" -66/ 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. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed = 0.396" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.593" f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=22.1ft, TCDL=4.2,13CDL=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. ti 0 0 nt1 m rn o Wii 1 2 4�� 0 I M-3x4 1 1 1 1-06 6-00 'PROVIDE FULL BEARING;Sts:2,9,3 I � D r R Q1 e. /!✓ tt` 89200PE "v- JOB NAME : 5017-B POLYGON - DJ3 ,/� Scale; 0.5809 /' - ~ WARNINGS: 'alter , GENERAL NOTES, unlaceon the ar noted: M `CrTruss: DJ3 I.BultlarentlerodbnconhagorsMWdbeatl lsetloreSOeneralNotes ThlsMpgnlsMsedonryupuponlMpaametarsswnand.to,enlneWduel 7.4.. OREGON �, tri A. and Wamings before construction commences. building component.Appllcabilly or design parameters and proper 2.2w4 compression web bracing must be installed where sMwn e. incorporation of component i°me respomlblllty of the building designer. 'v ° 3.Additional temporary bracing to insure stability during construction 2 Design assumes ms top end bottom chords to its roughs braced at '�© T'- y vA e Is the responsibility of the erector,Additional permanent bracing of Z o.c.and at 10 o.c.respectively,.ery unless broad throughout their length by 1'Y DATE: 11/2/2015 IM overall structure le the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or arywsA(BC). �R.I O- 4.No bad should beapplied to a 4.in5loped bridging or there)pracing ry or the when shovel contractor. SEQ.: K1509920eany 4.Design IMStrIsthe esretobeueorarospegNecontviron fasteners aro complete dna al no time should any beds greater than 5.Destgn assumes trainee aro is M used In a non-conostve environment, TRANS ID: LINK designtoedeM,ppieam any component. end Cr.for"drycondglon'ofuse. 5.Comp-fru,hes no control over and assumes no responsibility for the S.Design assumes NII bearing al ail supports shovel.Sham or wedge if fabrication,handling,shipment end meteletion of components. ^°`°"°ry. EXPIRES: 12/31/2015 6.The design isfumishedsubjentethe limBetionseat forth by T.Design assumes oaedoeneofacesorainage la provlaetl. November 3,2015 8.Plates ted be (oltl on both feces or Wes,and plead w their center TPI NfCA In BCSI,copies of which will be furnished upon request. tins coincide with joint center throe. MiTek USA,Inc./CompuTNs Software 7.6.6(1L}E 9.Digits Indicate sloe of bete In Inches. 18.For basic connector pieta design values see ESR-131 t,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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 SPACED 29.0" O.C. 2-3=(-127) 92 BC: 2x9 KDDF #16BTR 3-4=( -64) 25 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: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 956V -30/ 151H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 4 -1 12 6.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. 0 0 01 0 I 0 1 M-3x4 y y 6-00 y 1-11-11 y {1-06 ,lik0) PRQp . 'PROVIDE FULL BEARING;Jts:2,5,3,9 I ...;.% 0) ,t,‘ 'NE ''. `•!/'wry 8G'200PE 4/ JOB NAME : 5017-B POLYGON - DJ4 Scale: 0.5002 � , / L f WARNINGS: GENERAL NOTES, unless otherwise noted. ' `� OREGON�p, ��1l I.Builder and erection contrertor should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an individual Truss: DJ4 and Warnings before wnebrucibn commences. building component.Applicability of design parameters and proper 'y© 1t t � v t1 4 2.954 compression web bracing must be installed where.horn a. incorporation of component is the responsibility of the balding designer. _7 T2V 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,j"j�\]'s ngth by is the responsibility of to erector.Additional permanent brad^ f Y continuous end el a cin.each..ply unless braced throughout their ell(B). e.� �` he" g o continuous eheemlor such as plywood aired where show/v drywel(BC). H lir DATE: 11/2/2015 the overall chanter.is the responsibility of the balding d finer. 3.Zr Impart bldging or lateral bracing required wnere shown i a SE K 15 0 4 9 2 1 4.No bed should be applied to any component ural after all bracing end 4.Installation of buss Is the responsibility of the respectNe contractor. 4• fasteners era complete end at no time should any bads greater than 8.Design assumes trusses are to be used In s noncorrosive environment, end are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component.5.CompuTus has no control over and assumes no responsibility ler me 8.Design assumes MI tea ng at aN support shown.Shim or wedge if EXPIRES:12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design la furnished subject lame limiatlne set forth by B.Plates shall be located on both feces of truss,end placed w their center TPWVTCA In BCS'.copies of which will be furnished upon request. lines windde nth joint center tions. 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 sae ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 98 TC LATERAL SUPPORT 6= 12"OC. UON. 3-9=( -76) 34 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 HORS BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 452V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 95V 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 24 "oc spacing. 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 TC PANEL LL DEFL = -0.028" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 4 -i Design conforms to main windforce-resisting ° system and components and cladding criteria. 6.00 12 Wind: 140 mph, h=21.7ft, 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. 3 o 0 U) m cMa o I 5 le -/ 1 M-3x4 y 1-06 y 6-00 3-11-11 y octw- Pf Qpe0- 'PROVIDE FULL HEARING;Jts:2,5,3,9 I lt,,\� 4G,IN 6) (lei 89200PE 11:- JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.4225 WARNINGS: GENERAL NOTES, unless otherwise noted ill /y., Truss: DJ5 1.Builder and eredioncentradorshould beadvised dal General Notes 1.This design lsbased only , Aupontheparametersshownandlaforanindividual -5ORE #G©N 1C/ and Warnings beforebeforeconstruction commences. building component.Applicability or design parameters and proper [ 2 gra compression web bracing must he Installed where Mown Incorporation of component Is the responsibility of the building designer. ,11,` 0;\ �1A" 3.Addllonel temporary bracing to Insure eternity during construction 2.Design assumes the lop and bottom MONS to he Merely braced at '�/*, _7 F 14 s .4i. Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and e1 10 o.c.s,nh ey unless braced throughout their length by C./ h DATE: 11/2/2015 the overal ahudure is the responsibility of the bidding designer. continuous sheathing such as pywood ehsething(TC)end/or drywall(BC) �R' � V 4.Naload should be applied to any3.2e Impact bridging or lateral bracing required where ehevm i i SEQ.: K 15 0 4 9 2 2 Op component untl atter al bracing and 4.Installation of buss Is the responsibility of the respedroe contractor. rssteners are complete and at no time should any bads greater than 5.Desitin assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for dry conditionof use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes Nil bearing at all wpporia shown.Shim or wedge if ,ivy (} fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. EXPIRES' 1 2/31/201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and paced so their center November 3,2015 TPIA TCA In SCSI.copes of whbh MI be furnished upon request. lines coincide With(ohs center lines. MilkUSA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits indicate size of plate In Inches. 10,For basic connector pale design values sea ESR-1311,ESR-1966(MITek) 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: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 SPACED 24.0" O.C. 2-3=(-208) 105 BC: 2x4 KDDF #16BTR 3-4=(-101) 46 9-5=( -39) 18 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 OVERHANGS: 18.0" 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" -29/ 454V -46/ 221H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 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 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" )�( Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 4.O I Iu) fn O O 2 6 1 1 M-3x4 y l cD PROF y 1-06 y 6-00 5-11-11 C. NG1NEr�, c/47 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 1 \ 447 A :9210P r JOB NAME : 5017-B POLYGON - DJ6 - --- Scale: 0.3768 /01,�� MO 07 WARNINGS: GENERAL NOTES, unless otherwise noted. /� OREGON t1i1 1.Builder and erection contractor should be advised of al General Notes 1.This design ing o'^Ibased eM.Applicability ora parameters sera sned 1profor er individual / �yO n ^4v Truss: DJ6 and Warnings before construction commences. builincorporation of component Is the responsibility of the building designer. ✓/\ �y M A e �v it,`� 2.244 compression web bracing must be installed where shown.. 2.Design sesames the lop and bottom chords to be laterally braced at V 1 M �y., ].Additional temporary bracing to Insure Nobility during construction T o.c.and at 10'o.c.respective)/unless braced throughout Meir length by i `' V Is the reapo�bllity of the erector.Additional permanent bracing of continuous sheathing such as p)/wood sheathing(TC)and/or drywall(BC). /11R R 11+"�" DATE: 11/2/2015 the overall structure Is the responsibility of the bolding designer. 3.24 Impact bridging or laterel bracing required where shown.e SEQ.: El5 0 4 9 2 3 4.No bad should be applied to any component until after all bradng and 4.Installation of turas is the respondblgry of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes busses are to be used In a non-corrosive environment, design bads be applied to any component. and are fer'dry condition"of use. TRANS ID: LINK B.Design assumes Sit bearing at al supports shown.Shim erwedge if EXPIRES:1 /312015 5.camparraa nes no control over and aewm.a no responsibility for necessa, fabnaatlan,handing,shipment and installation of component. 7.Design assumes sdequata drainage N provided. November 3,2015 6.This design is banished subject to the limitations set forth by S.Plates shall be located en both faces of truss,and placed so their center TPIMTCA In BCS(.copies of which will be furnished upon request. lines coincide with joist center Anes. 9.Digits Indicate size of plate In inches. MTek USA.Inc./CompuTrus Software 7.6.6(1L(.E 10.For basic connector plate dealgn values see ESR-1311,ESR-(BSB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 8C: 2x4 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-297) 122 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-198) 61 LOADING 9-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PIF OVERHANGS: 18.0" 0.0" 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" -29/ 956V -55/ 257H 5.50" 0.73 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" -159/ 338V 0/ OH 1.50" 0.43 HOOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 271V 0/ OH 1.50" 0.35 RODE ( 625) 13'- 11.7" -53/ 109V 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/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 5 -f II Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 4 Truss designed for wind loads in the plane of the truss only. II I 3 0 I :l N no o c 1 6�_� -/ o M-3x4 1 1 1 1 0,V PRnf- 1-06 6-00 7-11-11 �� 14GINE [+,, 70 15, (PROVIDE FULL BEARING;Jts:2,6,3,9,5 I r, (� /'� p'T . . :92000 _ �r. JOB NAME : 5017-B POLYGON - DJ7 IJ/" r Scale: 0.3282 i+ WARNINGS: GENERAL NOTES, unless otherwbe noted tl/ p /'y�. Truss: DJ7 1.Bultler and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual •Yr4. ,it.©REGf 4 Q,', "t's+. and Wamings bacon conehudbn commences. building component.Applicability of design parameters and properOREGON\� ^V 2.2e4 compression web bradng must be installed where shown o, Incorporation olcomponenl is Me responsibility of the bolding designer. 3.Additional temporary bracing to Insure stability during corrin neon 2.Design assumes the tap and bottom chords b be naoghe braced et 14 s Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 on.rs such e.ph unless braced throughout their el)B by /R,� DATE: 11/2/2015 the averal structure is the responsibility of the building designer. 28 continuousehginglen suehesacing re aired vng(TC)and/or dryweN(BCj. f ��.��� 4.No bed ehoultl ba e II d to a 3.2a(coiled bndginp or lateral bracing required where shown.a .. SEQ.: K1504924 pile any component ural after all bndng and 4.Inesign assumes truss is the responsibility be of the respecise contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses en to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are mr^dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designsiassumes full baanng at al supports dawn.Shim or wedge If 12/31/2015 n .1 r7 0 fabrication.handling,ahlpment and Inetelbibn of components. 7.Design assumes adequate tlrelnege is provided. EXPIRES: 1 2/3 Il201 5 8.This design Is furnished subject to IM limttations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center November 3,2015 TPLWICA in RCM,copies of which will be furnished upon request. line coincide with Joint center Imes. M Tek LISA,Inc./CompuTtus Sofi here 7.6,6(IL}E 8.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MITA) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFI#1TIONS 1-2=( 0) 76 2-7=(0) 0 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE C 1.15 2-3=(-287) 142 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 3-4=(-189) 79 4-5=(-108) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -94) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 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/ 455V -63/ 293H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDP ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ 0H 1.50" 0.49 KDDF ( 625) 9'- 11.2" -128/ 296V 0/ OH 1.50" 0.32 KDDP ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) '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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 6 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" o 5 Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 6.00 17' Truss designed for wind loads in the plane of the truss only. 0 0 co 3 ro 0 oI 7 1 M-3x4 y l y 1 �C:;� \y AIV E R ./co 1-06 6-00 9-11-11 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 .' ' 892 0.0 P E ` JOB NAME : 5017-B POLYGON - DJ8 Scale: 0.2998 .�'!' 'mfr• • WARNINGS: GENERAL NOTES, unless otheredee noted: OREGON �,� 1.Builder end erection contractor should be advised of al General Notes 1.TIs design niesoba ed Applicability kpen the parameters parameten and is for rs and proper Individual s_ Truss: DJ8 and Warnings before cone action commences. incorporation of component Is the of design ibYBy of the building designer. 1- £f A f2SS (' 2.7.4 compression web bracing musi be Installed rdrora Movm+. 2 Design assumes me top and bottom dwrds b be laterally braced al �•/ 4 ._,AN. 3.Additional temporary bracing to Insure stabillly during construction 2 o.c.and at 12 o.e.respadNely unless braced throughout their length byj'* t k the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drynel(BC). ill1 ^R R.`0 V jJ DATE: 11/2/2015 the overall structure la the responsibility of the building designer. a 2a Impact bndging or lateral bracing required where shown++ S E E 15 0 4 9 2 5 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepeetle contractor. 4•• fasteners are complete end at no time should any beds greater than 5.Design assumes trusses an to be used In s nerals rasive environment design bade be applied to any component. end are for'dry condition"of use. TRANS ID: LINK 6.Design assumes Ml bearing at alsuppotsshoeS.Sidmorwedge if EXPIRES: 12/31/2015 S.Company has no control over and assumes no responsibility for the once fabrication.handling.shipment end installation of component. 7.Design adequate drainage is prodded. November 3,2015 S.Obis design le furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPVWTCA in BCSI,copies of width will be furnished upon request. g.Dlessoinciddetwith joit atcenter In inlches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E to.For basic connector plate design values see ESR-7311.ESR-7580(Mitch) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x9 NODE #1&BTR SPACED 24.0" O.C. 2-3=(-323) 159 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-216) 96 LOADING 4-5=(-149) 69 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -65) 30 DL ON BOTTOM CHORD= 10.0 PIF OVERHANGS: 18.0" 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/ 455V -70/ 325H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -123/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. 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 TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 7-03-12 10-05-03 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" " MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 4 .ti M-3x5(5) N 0 rMIIIIIIIIIII ':' 01 I 3 CoM �A- F 1 211'1,4_3x4 7-_" • o - 4 d PR0F� y 1-06 y 6-00 y 11-08-15 y ,,,,,co {.e„4�,i " ,r� (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 89200PE -7,_ JOB NAME : 5017-B POLYGON - DJ9 P ,/,,, -- ...- Scale: 0.2773 WARNINGS: GENERAL NOTES, unless otherwise noted f`Y., Truss: DJ 9 1.Bauder and aredwn contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an indlutual ' 7 OR E G O I ^j y t and Warnings before construction commences building component Applicability of design parameters and proper �.n v I V �`(/ 2.a4 compression wee braarp mea be installed where shown.. incorporation or component la he responsibility of the building designer. .4,,t4 "C. 3.Additional temporary bracing to Insure siabl8ty during construction 2 Design Becomes the top and bottom chords to be latersly braced at r is the responsibility of he erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure I°the rsepoiwlbNity or line building tlesigner, 3.continuous sheathing such as plywood sheathing(TG)and/or drywel(BC). ` 4.No load should be applied to any component until alter al bracing and 4.Installation Impact oof trruas is the°relyronsbility of the respectbracing required where ive contractor. �i n SEQ.: K1504926anyfastenetaare complete and atnotime should loads greater than 5.Desi T RAN S I D: LINK design loads be applied to any component, Qf°° she d s°roary assumes trusses ^'of�..�used In."n oo rosiwe environment, 5.CompuTrua has no control over and assumes no responsibility for the 8.De sigassumes IMI bearing at all supports shown.Shim or wedge if EXPIRES: nP1RS. A2A31/G01ryfabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage lapross,an November 3,2015 8.This design is famished subject to the l befwns re forth by e.Protea 1,0 ba located on both faces or Was,and plead so their center TPIAVICA h SCSI,copies of which MA furnished upon request. Anes coincide with Joint center lines. Wick USA,Inc./CompuTrua Software 7.6.6(114-E9.Digits Indicate alae of plate In inches, to.For basic connector plate design values sea ESR-1311,ESR-7988 NITA) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 LUMBER SPECIFICATIONS 1-2=(-239) 120 1-5=(0) 0 0 TC: 2x4 KDDF 1BTR LOAD DURATION INCREASE = 1.15 2-3=(-140) 56 BC: 2x4 KDDF 1613TR SPACED 24.0" O.C. 3-4=( -61) 29 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/ 237V -51/ 2056 5.50" 0.38 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -162/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CCOND. 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 = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 6.8" MAX HORIZ. TL DEFL = -0.003" @ 13'- 6.8" �, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 6.00 load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. AI U.) I 0 EL i M 0 c 0 1 z 5►-� 0 M-3x4 y �cO PRQ 6-00 7-07-08 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 I 44 17 " 89200PE c`" JOB NAME : 5017-B POLYGON - EDJ Scale: 0.3706 �: I► - • - WARNINGS: GENERAL NOTES, untees otherwise noted 0 OREGON 'YfCr i.Bander and•radion contractor should be advised of al General Notes 1.This design Is based only upon the parameter,shown and is for an individual raj 4- N t. Truss: EDJ end Warnings before construction commences. building component.Applicability of design parameter and proper i+ I A"4 2.2,4 compression web b ednp mast be installed where crowns. incorporation of component is me responsibility of balding designer. /LI f 14 a 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords obra be laterally braced at by Is the responsibility of the erector.Addnbnal permanent bred f T ntin end et ea cin.each as ply unless throughout their dry length). 9.7:E, R I�y _ jJ ng o continuous sheathing each as plywood eMathing(fC)and/or drywen(BC). +[� l... DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or Oterot bracing required where shown•s 4.No bad should be applied to any component until alter an bracing end 4.Installation of truss b the reeponclbIlty of the respective contractor. SEQ.: K 15 0 4 9 2 7 fastener are complete and at no Urns should any bads greater man 5.Design assumes busses ars to be used in anon-corrosive environment and are for"dry condition*of use. design bade be applies to any component. TRANS ID: LINK 5.CompuTrushas nocontrol over and aswresnoresponsibility for the S.DesgnaewmeaM1Albeanngetagsuppartaehown.5rmorwedgeit EXPIRES:12x/31/22015 necessary. rebrbation.handling,shipment end installation of components. 7.Design eesumes adequate drainage is provided. November 3,2015 s.This design Is furnished subNct to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNNTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint Indicatele aireoplate IninchesInes Die MITek USA,IRC./COmpuTrus Software 7.6.6(1L)E to.For bad°connector plate design values sea ESR-1311,ESR-1988(Mask) This design prepared from computer input by . PACIFIC LUMBER—BC LUMBER SPECIFICATIONS at 24oc s TRUSS SPAN 11'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift " TC: 2x9 KDDF CATION LOAD DURATION INCREASE = 1.15 pacing. BC: 2x9 KDDF #1&STR SPACED 29.0" O,C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12.0C. OOH, system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY, ceofer to CompuTrus gable end detail for mplete specifications. 5-07-08 5-07-08 12 T 6.00 p 12 "Cl)6.00 I)M-4x4 2 o c I o o M-3x4 M-3x4 1 y 1-06 11-03 y ��¢ D Pi(7perS :9200PE v- JOB NAME :NAME : 5017—B POLYGON — Fl Scale: 0.5339 WARNINGS: GENERAL NOTES, unless othendse noted. illeCr. Truss: F 1 Bukder and erection contractor shoat be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual .p A OREGON R EG ON ', and Waminga before construction commences. building component Appllceblllly of design parameters and proper �r V 17 Gl..l V'V 4(f 2.gxa<onprossbn web bracing must be Installed where shown w, incorporation of component le the responsibility of the balding designer. Z.' ,/7'r M A #44„ 3.Additional temporary bracing to hour,stability during construction 2 Design assumes the lop end bottom chortle to he laterally braced el T e 4,} Is the responsibility of the arodor.Additional permanent bracing or T a c and et 70 c.c.nepectNely unless lanced throughout their length by 11/2/2015 the ovenl structure is the responsibility of the building designer. continuous us rgor such as wing re uir a where a Bert a drywal(BC). `R11..\— DATE: 4.No lead should he applied to e 3.2a Impact bridging or the rel bracing required when shown t♦ e/Ji SEQ.: K 15 0 4 92 8PW any component until after all bracing and 4.Installation of truss ie the neponslbilly of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design sad.be applied to any satnpenant arid are tar drY snodlion at use. 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes roll bearing at ail supports shown.Shim or wedge If fabrication,handling,shipment end installation of components. nemwary. assumes ao EXPIRES:. T1/'3 i/r7111 C 8.This design is furnished subject to the limitationsset forth by 7.Design �aa�d on both is provided. November 3,2015GJ aT1/L4J1J TPbwTca la BC31,copies of width nIl be furnished u 8.Plates coincide he loceletl on faux of truss,and placed w their center pan request, Ines coincide with Joint cenler lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate size of piste In Inches. 10.For beide connector plate design values see ESR-1311,ESR-1838(MITek) 16. This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDE'/Cq=1.00 LUMBERSPECIFICATIONS DURALUSS SPAN 9'- 11.1" LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 TC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3=( -76) 34 BC: 2x9 KDDF M1fieTR 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -36/ 197H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -44/ 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 'COND. 2: Design checked for net(-5 pef) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.037" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.099" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 3 -/ Design conforms to main windforce-resisting 6.00 (I system and components and cladding criteria. Wind: 190 mph, h=21.7ft, 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. 2 I (I o vi run o li c , 1►� 4 o M-3x4 J' y 1 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:1,4,2,3 I �NNc . '7 C,I,IN.E�cR `S/O�"S. 89200PE C" JOB NAME : 5017-B POLYGON - J5 Scale: 0.9765 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: © OREGON• ,� . 1.Bulder and endin contractor should be advised of al General Notes 1.E isddesign ia basedaonly poll Vie parameters parametand Is ers andproran ar individual {" tn..,]/_(4 Truss: J5 and Warnings before construction commence.. incorporation of component is the responsibility of the building designer. 4.. 1( s 2*fly T 2.244 compression web bndng must be Installed where shown+. 2.Design aasome,the top and bottom chords to be the braced at 3.Additional temporary bracing to insure stability during construction y o.c.and et 10 c.c respectively unless braced throughout Meir length by w� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). S. "R R,,�,_,�✓ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.Za Impact bridging or leleral bracing required where shown++ SE K 15 0 9 9 2 9 4.No load should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrodva environment. design pads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK8.Design assumes MI bearing at al supports shown.Shim or wedge it EXPIRES:5.CompuTrus hes no control over and assumes no responsibility for the necessary, fabdcalbn,handling,shipment and installation of components. 7.Design aseumea adequate drainage Is provided. November 3,2015 8.This design is furnished subject to the limitations sat forth by 8.Platen shall be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which WR be furnished upon request. Ing,Inness coincide with joint size of platnter e l ima toinches. MITek USA,Inc./CompcTrus Software 7.6.6(1L)-E 10.For basicconnedor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 9.5" !COND. 2: Design checked for net(-5 TC: 2x4 KDDF #16BTR 9 (— psf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #lb BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC system and components and cladding criteria. 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: 140 mph, h=20.6f t, TC DL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall mom. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 12 5.00 " 3 0 fh 2 il m, c o 'VlirliiiiiiiiIIIIIIIIIIIIIIIIIIIIIIIIIPIIIIIIIIII —1 o M-3x4 4 l y 1-06 6-09-08 y �� t1 RF�p es� ~� .,*4 F'4) fQ 4t144,6 c, .. 89200:E....,,i,..2:17r- JOB NAME : 5017—B POLYGON — G1 �,.�� Scale: 0.6499 WARNINGS: —•0 GENERAL NOTES, unless otherwise noted. Truss: G1 Buddeand.baleerection conlrectoronshould cobences.advised o!eA General Notes baledesign Ipbased optycaupon the parameters parMeven and bofor en Int vdual �� �OREGON (>I^ ' and Wamings before construction commences balding component.Applicability of design perametere end proper G V ✓ 2.2x4 compression web bracing must be Installed where Moven�. Incorporation of component b the responsibility of the building designer. /,a s 3.Additional temporary bracing to insure Nobility during construction 2 Design assumes the top and bosom chords to be Mealy braced at Is the responsibility of the erector.Additional permanent bredng o! T o e and at 10'ee sc.respectivelycpt unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility of the budding designer. continuous Mging at such l b edng required arae where s aos s tlrywaA(BC). t••dl� �. � 4.No load should be applied to an 3 in2Impact bodging or th lateral predng of where Moro♦♦ fCy; SEQ. K150493DPW o component MN Nada erednhend 4.DslegnasomensIs ema etc to be used iinsrespectosi contractor. .919 fasteners are e applied and at noctime should any bads greater then 5.Design assumes Irueeee are M be ossa In a non-corrosive environment TRANS ID: LINK design Dads beepgl.atoany component. and are for^my condition^o!use. Me 6.Design assumes NII bearing et ala supports Moven.Shim or vndge If 5.CompuTrus has no control over and assumes no responsibility for fabrication,handling,shipment and inetetetion of components. 15 necosxry. EXPIRES: n�`j /n^ 6.This design Is furnished subject to Be limitations set forth by 7.Maagnaaumeletled an drainage ters I.truss,an November 3,2015 L` J L�f S.Mateo shall be located se both faces of luras,and placed so their center TPNNfCA in SCSI,copies of Wadi vdA be furnished upon request. Anes oolndde with joint center line. MITek USA,Inc./CompuTrus Software 7.6.6(1 L}E e.Digits Indicate size of plate in Inches. 10.For beak connector plate design vetoes see ESR-7311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 76 2-4=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-75) 31 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -78/ 418V -13/ B2H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 6.00 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" . MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" 3MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, 2 I Truss designed for wind loads o in the plane of the truss only. N , NI 7=,'" -/ O M-3x4 y y l 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 ��p PP°Fe. �', ,,0►N �i' s/ C. 89200PE r~ JOB NAME : 5017-B POLYGON - H 1Scale: 0.7411 /e - 4,. WARNINGS: GENERAL NOTES, unless otherwise noted .. OREGON �G( 1.Builder and eredlan cantrador should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is bran Individual .. Truss: H1 and Warnings before construction commences. balding component.Applicability of design parameters and proper �L�Q�1 'St S_ 2.era compression web bradng must be Installed where shown.. At Incorporation of component Is the responsibility of the building designer. '1 ( `=t" temporary brewing to Insure stability during construction a. 2 Design seamen the top end bottom chords to be laterally braced at a .(9, O-DAT3.Additional tem l p T o.c.and et 10 asks reapectNsly unless braced throughout their length by Is the responsibility of the erector.AddRlonal permanent bradng of continuous sheathing such as A vood sheathing(TC)and/or drywal(BC). /04 .1i R IO- DATE: E: 11/2/2015 the overall elrudure is the responsibility at the balding designer. 3.2(Impact bridging or Wend bredng required where shown•• S E K 15 0 4 9 4.Na load should be applied to any component until after Cl bredng and 4.Instelatlan of buss Is the responsibilly of the respectNe contractor.Q• 31 5.Design assumes fasteners are compete and al no time should any loads greeter assumes hues..are to be used m a noncorrosive environment. design roads be applied to any component. end are for"dry condition"of use. EXPIRES: �(I] �+ TRANS I D: LINK va responsibility S.Design a�me.full bearing at al supports shown.Shim or wedge If C/�f I EJ:12/31/2015 S corn Toe hes no control over end assumes no re ImI for the nekes.e fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 E.This design is furnished subject to the limitations set forth by e.Plates shall be toasted on both faces of trues,and placed so their center TPLWTCA in SCSI.copies of which will be furnished upon request. Ines coincide with jt center ess Indicatete og ctelines. elnes 9. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Far back cannedor plate design values sea E5R-1311.ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" INC 2012 MAX MEMBER FORCES 9WR/GDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-208) 106 1-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-102) 38 TC LATERAL SUPPORT <= 12"OC, UON. 3-4=( -37) 18 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/ 236V -44/ 178H 5.50" 0.38 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 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 MAX TC PANEL LL DEFL = 0.038" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" 4 -e' MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 0 Design conforms to main windforce-resisting 12 3 system and ccladding 6.00 Y components and criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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. 2 0 M O t g 0 1 M-3x4 l l ) ����4 P R nfie 6-00 5-11-11 (1 (PROVIDE FULL BEARING;Jts:1,5,2,3,4 I rl�`CJ GINE.C�� Cid,0 41 092 00 P E 1--- JOB NAME : 5017-B POLYGON - J6 ri/►,/I�. Scale: 0.4085 / i''��rp WARNINGS: GENERAL NOTES, unless othennse noted a!r_ /+y,. Truss: J 6 1.Builder and erection contredor Mould be advised dal General Notes Ibis design N based only upon the parameters shown and Is for an Individual -sem OREGON +. and Warnings before construction commences. building component.Applicability of design parameters and proper !� A fs, A. 2.2,4 compression web bracing must be installed where shown Incorporation of component is the responsibility of the building designer. ,Q�. \l^ 3.Additional temporary bracing to Inas Nnblllly during construction2 Design assumes the top and bottom chords to be laterally braced at "�O !j" i A s � Is the responsibility alibi ender.Adtllbnal permanent brodng o! 2 o.c.end at id o e.raapectNely unless braced throughout their length by /.w 'Y 11 DATE: 11/2/2015 the overall structure Is he responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(ec). 6.R R I LA- 4.Na bad should be applied to any component until after el bradrp and 4.Installationbof trunss la the g or erelspansibllty a/the respective contractor. L: SEQ. : K1509932 fasteners are compbleand sinetime should an loads greeter 5.Des Y 0 Design for on trusses ere to be used Ina non-corrosive environment, TRANS ID: LINK aadgnfo.eeba,pgl.dloany mmponem. andar.for"dry aanenlon^Druse. 5.CompuTms has no control over and assumes no responsibility for the 8.Oecsieeea sanmes 169 bearing at al supports shown.Shim or wedge If y. E" J (} 5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. EXPIRES:R ES• 1 2/31+-2'+1 u/ G.This design is furnished subject to the limitations set forth by 8.Plates shallbe located on both faces of truss,and plead so their center November 3,2015 TPWIICA In SCSI,copiers of which will be furnished upon request. line coincide with Joint center lines. MITek USA,inC./CompuTrus Software 7.6.6(IL)-E 1.Digits Indicate size of piste In Inches. 10.For basic connector piste design values see ESR-1311,ESR-1/88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 65 2-5=(-54) 72 3-5=(-210) 173 TC: 2x4 KDDF #16BTR LOAD DUSPTIED I24R0ASE = 1.15 2-3=(-115) 96 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 3-4=( -9) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -86/ 498V -32/ 104H 5.50" 0.80 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = 0.013" @ S: L L6.0"/24 Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.140" @ 3'- 5.2" Allowed = 0.410" MAX TC PANEL TL DEFL = -0.167" @ 3'- 5.4" Allowed = 0.615" 6-05-12 0-03-12 f MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 12 5.00 l7 M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N I ol o I d 2 o 1 M-3x4 M-1.5x3 y yy 6-05-12 0-03-12 1 y 1_06 6-09-08 ,c,�� P i0F1's�S' `,�89200PE JOB NAME : 5017-B POLYGON - G2 Scale: 0.5499 �� ,l`= WARNINGS: GENERAL NOTES, unlessotharvdse noted: •ey� OREGON�� '��/ 1.Balder end erection contractor ehodd be advised or all General Notes 1.This design b based only upon the parameters shown and b for an lsdbadwl 77 ('� `_ Truss: G2 and Wamings before construction commences. balding component.Applicability of design parameters and proper lb A `[ 2.234 compression web bradng must be installed where shown s. Inesign assumes of component Is the responsibility of the boldin de �./ 4 a.„ 3.Additional temporary bracing to Insure stability during cenetruction 2.Design nd at 10 int by end bottom drams to d l roughoWarmly braced et A Cal Is me responsibility f the eredor.Additional permanent bradng of 2',gio. end s ea hin respectively as ply wood s braced throughout melt length by MSR R R -V. apo dY o centlnuous sheathing such as plywood ehealhlnp(TC)ant/or tlryWaA(BC). C j+f DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.23 Impact bridging or Wend bredng required where shown.. SEQ.: Ki5 0 4 9 3 3 4.No wad shown be applied to any component anti after al bradng and 4.Insulation of Imes Is the reepondbGAry or the respect.contractor. fasteners are complete and at no time should any wade greeter than 5.Design assumes traesea are to be used In a non.orrosive environment, design wad.be applied to any component and ere for"dry condition^or use. TRANS ID: LINKe.Design s.wmesalbearing atalsupports shown.Shim orwedge if EXPIRES:IBES 1'�31�20 �J 5.CompuTrus has no control over and assumes no responsibility for the necessary. bbnceson.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.Thh design is furnished subject to the limitations set fonh by 8.Plates shed be located on both faces of Ina.,and placed so their center TPIMTCA in BOW,copies of which wil be furnished upon request. Ines coincide 9. indicateer joint oi pleb erl Innes ess. MRek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=(-246) 123 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-148) 60 TC LATERAL SUPPORT <= 12"0C. UON. 3-9=( -66) 31 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.040" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" 4 -/ MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" Design conforms to main wi ndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, 6.00 12 ° (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads j1 in the plane of the truss only. 0 2 r h1 cl o to - I 1 S►�� -/ O M-3x4 l 6-00 'PROVIDE FULL BEARING Jts 115,2,3,9 y �\���' ' Ek.„, fj.,/. 15. 89200PE Q1.'' JOB NAME : 5017-B POLYGON - J7 ,0000 Scale: 0.3692 -A WARNINGS: GENERAL NOTES, unless otherwise notes: j'y., Truss: J7 1.Builder and erection conbMould ould be advised of a8 General Notes 1.This design Is based onty upon the parameters shown and Is for an idividual 17 A OREGON 4/ and Warnings before construction commences building component Applicability of design parameters and proper L. t 2.2a4 eampreasbn web bracing must be Inata6Nd where Mown 0, incorporation of component lathe responsibility of the building designer. ^'� 0 3.Additional temporary bracing to Inure stability during construction 2 Design ed et to the top and bottom ce,braced to be laterally bilged at �O T k A s N me responaibll.y of the erector.Additional permanent bracing of 2 c.c.end et 10 o.c.respectively unless broad throughout their bngih by `Y DATE: 11/2/2015 the overall structure la the responsibility 20 Impact sheathing aterlbh as acng requirede where send/or drywaN(BC). �. �� epansibllty of the building designer. 3. Impact bndging or th lateral bracing where shown.. SEQ.: K 15 0 4 9 3 4 4.No Ned Mould be applied to any component until after el bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time Mould any pads greater than 5.Design assumes trusses aro to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. S.Compel-rue has no control over and assumes no responsibility for the B.Design assumes lull bearing at aN support.Moven.Shim or wedge if EXPIRES: PIE 1/201 lebncatbn,handling,shipment end Inetellibn of components. necessary, 7.Desig6."Ms design is furnished subject to the limitations set forth by 8.PNNanahal be locateduenebom laces of truss,and placed so their center November 3,2015 "Msassumes TPIM70A in BG51,wpbs of which Mil be furnished upon request. lines coindde with Joint center linea MRak USA,Inc./CompuTrue Software 7.6.6(11_)-E9.Digits Indbate size of pale in Inches. ill.For basic connector pate design values we ESR-1311,ESR-1988(MINIM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 659 6-3=( 0) 302 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=7-786) 149 2-3=(-786) 127 6-7=(-259) 649 3-7=(-739) 220 7-4=(-169) 196 WEBS: 2x9 KDDF STAND LOADING 4-5=( -9) 9 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 HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 1.5" -100/ 551V -60/ 19OH 5.50" 0.88 KDDF ( ) 13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 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/290, 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 = -0.016" @ 6'- 11.7" Allowed = 0.610" MAX TL CREEP DEFL = -0.033" @ 6'- 10.6" Allowed = 0.819" MAX HORIZ. LL DEFL = -0.006" @ 12'- 8.0" MAX HORIZ. TL DEFL = 0.010" @ 12'- 8.0" 7-00-06 5-09-06 0-03-12 / Design conforms to main windforce-resisting 12 M-1.5x3 system and components and cladding criteria. 5.00 Dy 5 -/ Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 3 HI I 114141144444441141 crt0 do HY4 00 T R1 I c 6 =.7 1 2-m--- o M-3x4 M-1.5x3 M-3x4 l . l 6-10-10 6-02-14 A. G� PnQFes-, l y l i4. G 1-06 13-01-08 ��c.. .. ... fW /9 fpif 89200E JOB NAME : 5017-B POLYGON - G3 .+ . Scale: 0.3573 y© 40,, : j-...„ WARNINGS: GENERAL NOTES, unless otherwise noted OREGON ^V Cr I.Buller and erection contrador should be advised of al General Notes 1.This design U based only upon the parameters shown and is for an Individual �a Truss: G3 and Warnings before construction commences. bolding component.Applicability or design parameters end proper /� 2.ry �' `• • 2.2r4 compression web bracing must be Installed where Mown*. Incorpon8on of component Is the responsibility of the building designer. v/S -'7�' y A' v 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the lop and bottom charts to be laterally braced al V f`Y Is the respond f the erector.Additional permanent bracing of 7 o.c.and at ea cin.such as ply wood s braced f7C)e nd/n,ry length). 41 R R.10- DATE: 0t responsibility o germane continuous sheathing such as prespectively unless s braced throughout bout their drywalgth b 4` k DATE: 11/2/2015 the weal structure In the respondblity or the building designer. 3.23 Impact bridging or lateral bracing required where drown SE El5 0 4 9 3 5 4.No load should be applied to any component until after al bracing and 4,Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"or use. responsibility for IM 6.Design assumes full bearing at all supports sheen.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibiEXPIRES:12/31/2015 %bdcstion,handling,shipment and inatalletlon of components. 7.Design ssumes 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 both faces of Inros,and placed so their ceder TPIM/ICA in SCSI,copies of which nil be furnished upon request. g.Dees coincide ellzsloi t carterate inllis.nlines. MiTek USA,Inc./CornpuTrus Software 7.6.6(11)-E 10.For bane connector plate design values see ESR-1311,ESR-1888(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/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-287) 143 1-6=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-184) 79 3-4=(-108) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 20 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 = 42.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -168/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -116/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 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 = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 5 MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" 4 Design conforms to main windforce-resisting system and components and cladding criteria. ii 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. 2 �I r1 p 1 6 o M-3x4 [`'�© f R Oi= 6-00 9-11-11 $\ GINEc-Sp (PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 •7- . ' ,._...89200PE r' JOB NAME : 5017-B POLYGON - J8 • JIf' Scale: 0.3249 1[� WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en individual Truss: J8 and Warnings before contraction commences. building component Applicability of design paremetera and proper !,. �g the responsibility incorporation of component ��� 2.2t4 compression web bracing must be Installed when shown responsibility of the building designer. 3.Additional temporary bracing to insure debility during construction 2.Design assumes the top and basion dards to o Morally braced at 1w Ie Me responsibility of the erector.Additional permanent bracing o! o c end et 70 o.c.respedNety unless braced throughout their length by [] continuous sheathing such se pywood sheathing(TC)and/or drywal(BC). DATE: 11/2/2015 the overel structure Is the responsibility of the building designer. 3.2(Impact bridging or Merril bradng required wnere sown** SEQ.: El5 0 4 9 3 6 4.No load should be applied to asy component until after all bracing end 4.Installation of truss is the responNbilly ohne respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 5.Cam Tme hes n control over and assumes n re S.Design assumes full bearing at al supports shown.Shim or wedge it EXPIRES:12/31/2015 pueponaibility for the nasary. fabrtatbn,handling,shipment endenation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject b the limitations set forth by 8.Plates shat be located on both latae of truss,and placed so their center TPO TCA in SCSI.copies of which oil be famished upon request. Ines coindde with joint anter Imes. 9.Digits indicate size of plate In Inches. MITek USA,IRC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design volas see ESR-7311,ESR-1988(MITek) h. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 644 5-2=( 0) 299 BC: 2x9 KDDF #l6BTR SPACED 29.0" O.C. 2_33=(-1399) 1277 5-6=(-256) 690 2-6=(-723) 216 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 595V -69/ 186H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 13'- 0.0" -65/ 597V 0/ OH 5.50" 0.87 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 "on spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 6'- 10.2" Allowed = 0.604" MAX TL CREEP DEFL = -0.032" @ 6'- 9.1" Allowed = 0.806" MAX HORIZ. LL DEFL = -0.006" @ 12'- 6.5" 6-10-14 5-09-06 0-03-12 MAX HORIZ. TL DEFL = 0.010" @ 12'- 6.5" 12 Design conforms to main windforce-resisting M-1.5x3 5.00 D 4 system and components and cladding criteria. � Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 �e a, 0 w o5 ►166 Cl , M-3x4 M-1.5x3 M-3x4 y l y - y 6-09-02 6-02-14 yQED PROF. 13-00 rty � GIe'i eVi' 89200PE r- JOB NAME : 5017-B POLYGON - G4 Scale: 0.3972mie4 iece . WARNINGS: GENERAL NOTES, unless otherwise noted: F OREGON k, /r� I.Builder and areal'.contrsdor ehoiid be advised of al General Notes 1.Thle design Is based only upon the parameters shown and Is for an individual O R �r OI V ''4' Truss: G 4 and Warnings before construction commences. balding component.Applicability of design parameters and proper ry 2.2t4 compression web bracing must be installed vfiere sloven+. Incorporelion of component is the responsibility of the building designer. /ti '� f W "'�`�, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholas to be laterally braced et e../ � b the nsponotblllty of the erector.AddBbnelpermanent bracing of T o.c.end at 10 c.c.resph..ly unless braced throughout their length by �'`w continuous&loathing such as plywood shwthing(TC)end/or drywel(SC). 44,E i R.}l.:\-. DATE: 11/2/2015 the overal structure la the responsibility of the building designer. 3.2a l sped bridging or blend bracing required where ahem++ 4.N0 load should be applied to any component anti after al bradng and 4.Installation of toes Is the responsibility of the respective contractor.SEQ.: K 15 0 4 9 3 7 fasteners ars complete and at no time should any loads greater than 5.Design assumes traee.e a,.b be used In.non-corrosive environment, TRANS I D: LINK design'ads be applied to any component. and era for"dry condition'of use. 5.CompuTms hes no control over end assumes no respon.Ibllny fortnt 8.Design swathes NI bearing et al supporta shown.Shim or vedpa if EXP 1 RES:12/31/2015 wcessfabrication.handling.shipment and installation of components. 7.Design eaames adequate drainage is provided. November 3,2015 8.This design is fumiehed subject to the limnetbne set font by 8,Plates shag be located on both faces of buss,end placed so their center TPINJI'CA in SCSI,copies of which colli be furnished upon request. liar coincide with Joint canter lines. 9.Digits indicate size of plate'Inches. MfTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate deNgn values we ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 ROOF 118BTR SPACED 24.0" O.C. 2-3=(-75) 27 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -41/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 rt ,F o I Iri0 I /- 24 0 M-3x4 l ) 1 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,9 Nom' SGP ,R `SSU <r 89200PE �C' JOB NAME : 5017-B POLYGON - HJ1 ,/ �_ Scale: 0.6861 'a �'^� 0 It 1.Baldy WARNINGS: a.TERALl1n 0b, untaupon the iee parameters 3'G OREGON C4' 1.Milder and erection contractor should be advised of al General Notes 1.This design p based only upon the parameters Mown and b ler an individual H ye, 4,(/ Truss: H J 1 and Warnings before construction commences. building componentApplicability of design parameters and proper 4^ 2.254 compression mob bradng must ba Installed where shown+, incorporation of component Is the responsibility of the balding designer. ,'rA41k 1a '� 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the tap and bottom dross to be throuWordghout braced at {� '(„ M the roapon°Ibility of the erector.Additional permanent bradng of continuous o c.and al t P a.c.roepedNety untess braced i)TC)on W(hair length by /� V 11/2/2 015 Ina oveng strucNrs blit roaponalbAlty of the buXdng destgner. 3. n lnrp6'd'teg:ng sheathing rlerc�nr:dng req red where end/or foh errw•p(Bc). `�'.'1+.`'C]RIO- DATE: 0 S EQ.: Ki5 0 4 9 3 8 4.No load should be applied to any component until after e8 bradng and 4.InsteAstlon of truss lathe reeponslb8ty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to he used ins noncorrosive environment, TRANS ID• LINK destgnloads beapplied teany component. and are for"dry condition.ause. 5.CompuTrushas rmcontrol over and assumes noresponsibility lerthe 8.Design assumes fel bearingaiailwpporhshown.ShimarwedgeII EXPIRES. 12/31./2015 fabrication.handling,shipment and Installation of components. ne."as EXPIRES:ffllC 1 G J '.Pestg"s.wmeladequate onbbodrainage e.,eprovided.n November 3,2015 e.This design Is furnished subject M the limitations eat forth by S.Plates chap be located on both faces origins,and placed w their center TPIM/ICA M SCSI,cookie of which will be!toddled upon request. Nits coincide with joint center lines. 9.Digits indicate sere of flees In inches, MITek USA,Inc./Com uTrus SoM,are 7.6.6(1L)-E 7N For baissen plate designvalues see ESR-7377,ESR-19e8(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-322) 160 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-216) 95 3-9=1-149) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)501) 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/ 237V -68/ 276H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" S -1 MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 73 O I N O C Fl m O m 1".-=-. 6..1' -1. I o M-3x4 cp PROF l 6-00 l 11-08-15 y C�?���� GIN e� /0 (PROVIDE FULL BEARING;Jts:l,6,2,3,4,5 I �-'N w Y 2 OO P E � 17 JOB NAME : 5017-B POLYGON - J9 ,C✓] Scale: 0.3003 t i'" //�ya..,, WARNINGS: GENERAL NOTES, unless otherwise noted. 191) �� � s'cs. 1.Builder end erection contractor should be advised of all This General Notes 1. s design Is based only upon the parameters shown and h for an Indhldwl y�, Truss: J9 end Waminge before construction commences building component.Applicability of design parameters end proper 4,.- f es"` /S. 2.2a4 compression web bracing must be Instated where shown 5. Incorporation of component Is the responsibility of the building designer. f 2S14 2.Deogn assumes the top and bottom chords to be laterally bracedat 141 3.Additional temporary bracing to Insure staMldy during construction T a.c.and at iP c.c.respectively Mese braced throughout their length by a Is the reeponsiblidy of the erector.Additional permanent bracing of continuous sheathing such as pNwood sheathing(TC)andlor drywad(BC). /1f 4+t)11 il"'d 10- ., DATE: 11/2/2015 the overall Nrueture is me reaponslbNN of the building designer. 3,2a Impact bridging or lateral busing required where shown 5 5 SEQ.: Ki5 0 4 9 3 9 4.No load should be applied to any component until after al bradng and 4.Installation of hues Is the respondblM/of the raapadNe contractor. fasteners aro compete and at no time should any bads greater than 5.Design assumes trusses ars to be used in a twn<onoNne environment TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"ofuse. 5.CornpuTrus has no control over and assumes no responsibility for Me 6.Decste�se scones hdl beanng at el wppons shove.Shim or wedge if EXPIRE S 12/31/2015 2/31/201 5 fabrication,handling,shipment and installation of components. ry Ghl�ifl Cal 1 /c7. G4.AIJ 6.This design is furnished subject to the limitations set forth7.Design aswmelatled on eoloos lsprovlde and November 3,2015 g J by e.plates inad be located on both lana alms. placed ss their center TPINVTCA In SCSI,copies of which cold be furnished upon request. lice celndde with Joint center lice Wel(USA,Inc./Com uTrus Software 7.6.6(11)-E g.Digits indicateekeolplalelninches. P10.For basic connector pate design values sea URA 311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 spacing. BC: 2x4 KDDF #16173TR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC system and components and cladding criteria. LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall DON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 —/ ry iri .I1 I N N ml orall11111111111111111111111111111111111111111 —1 I M-3x4 9 l y 1-06 8-00 elPRsept 4 ,`:..... 89200PE �< JOB NAME : 5017-B POLYGON - I1 Scale: 0.6358 .-,- WARNINGS' GENERAL NOTES, unless otherwise noted: -f1191 /'y.. Truss: I 1 Builder and erection contractor Mould be advised of al General Notes I.This design Is baud only upon Sr.parameter.shown and Is for an Individual .a1 OREGON s)ai and Warnings before construction commence.. balding component ApplkaNllry of design parameters and proper L OREGON�r 4JI V <e 2.IDN compr.pbn web bracing mak be installed where shaven+, incorporation of component h the responsibility of the balding designer, it •`v., 3 Additional temporary bracing to Insure stability during cenkructbn 2 Design esumes the top and bottom chords to be laterally braved al I'sO 1' 1 vI s is me responsibility of the erecter.Additional permanent bracing of Tac and at l0 a.c.respectively unless braced throughout their length by /w/� f`t DATE: 11/2/2015 the overall structure la he responsibility of the baldingae continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). '-I P R 118..L , signer. 3.Ta Impact bridging or lateral bracing required where Moven«+ SEQ.: K 15 0 4 9 4 0 4.No load should be applied to any component until after ail bracing and 4.Installation of tilos is the responsibility of the respecthe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry cons ion^clap. 5.CompuTrus has no control over and assumes no responsibility forma 8.Design assume.all bearing at al supports Mown.Shim or wedge If EXPIRES:12(' / O "necessary,hbricalkn,handling,shipment and Iulalhtion of components. 7.Designpumeadequdraateage h provided. November 3,20156.This design I.furnished subject to the limitations set forth by B.Plates shall be located on both faces of tropand placed u their centerTPNfCA In SCSI,copies o!Mich will be famished upon request. lines coincide with joint center lines. MRek USA,Inc./CompuTrus Software 7.6.7(1 L}E g,Digits indicate she of plate In Inches. 10.For basic connector plate design values see ESR•1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 59 2-5=(-50) 66 3-5=(-249) 177 TC: 2x4 KDDF #166TR LOAD DUSAAIED INCREASE = 1.15 2-3=(-103) 86 BC: 2x9 KDDF #ls BTR SPACED 24.0" O.C. 3_4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIP 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" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625) OVERHANGS: 18.0" 0.0^ LL = 25 POP Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 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 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 TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 4'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" f 1 1' 12 Design conforms to main windforce-resisting 4.00 1;7 system and components and cladding criteria. M-1.5x3 4 -f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, iTruss designed for wind loads in the plane of the truss only. N ri N .11 rn ►t5 -/ 0 2W o M-3x4 M-1.5x3 y l y 7-08-04 0-03-12 y y 1-06 y 8-00 ,,,,,WD WD PAore h ,c\ 6i Vc3 `fid GINE /42 89200PE c` JOB NAME : 5017-B POLYGON - I2Scale: 0.5233 <i �•. WARNINGS: GENERAL NOTES, unless otherwhe noted: OREGON ��In t.Budder and erection contractor co be advised of all General Notes 1.buildingcomponent.only icabiliy of e design parameters rameters show,and prroper Individual -v Truss: I2 and Warnings before construction commences Incorporotbn of component Is the responsibility of the building designer. /\ 14' j� 2.Nd compression temporary web bradng must be Installed where shown*. 2 Design assumes the top and bottom drords to be laterally braced al �.( 3.Additional temporary bracing to Insure stability during conslnwtlon 2'o.c.end al 10 o.c.reapectNely unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheeting such as plywood aheething(TC)end/or drywal(BC). fi R}r„,•\-- DATE: 11/2/2015 the overall structure is the responsibility of the budding designer. 3.24 impact bridging or lateral bradng required where allow,0 0 SE Ki5 0 4 9 41 4.No bed should be applied to any component until after el bradng end 4.Installation of truss la the respensibNN of the respective Contractor. 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes Gasses are to be used in a nonan ostve environment, design loads be applied to any component. and are for'dry condition of use. TRANS ID• LINK6.Design sssumesfull bearing atall supports sh0wn.Shim orwedge if EXPIRES: 12/31./2015. 5.ComWTrus has no control over and assumes no reaponsiblllly ler 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 shag be located on both faces of buss,end placed so their center TPIMTCA In SCSI.copies of Mich will be furnished upon request. lineB.Digits Indicate with Or plate in inches. lines. nes MiTek USA,Inc./CotnpuTrus Software 7.6.6(1L)-E 10.For bests connector plate design values see ESR-t311,EMI 989(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KEW #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. 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, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed 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. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1 o2 or equal typical at stud verticals. 4.00 G,—AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 N ti I r 0 rI N /— ,, I m o M-3x4 4 l l y 1-06 4-00 -- ..,,, ,0 PROFF �`co GIN s/ �4 ii ' 89200PE JOB NAME : 5017-B POLYGON - 13 Scale: 0.8111 , //'fir. WARNINGS: GENERAL NOTES, unless othanlse noted /7.7.. Truss: 13 1.Balder and erection contractor Mould be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual -7 A OREGON 41! and Warnings before conetrucibn commences. balding component.Appliubilny of design parameters and proper 2.w4 comprerbn web bracing must be Insisted where shown n. Incorporation of component is the responsibility of the building designer. G AL Y•7estgn assumes the tap end bottom thesis to be laterally braced et 3.Additional temporary bracing to Insure stability during construction "re:› rO -13- 1 4 2° �",. Is the responsibility of the endw.Addllonal permanent bracing of o.c.and at If 0.9 raepeciNely unless bread throughoutthroughouttheir lengthlengthby s DATE: 11/2/2015 the overal structure Is the responsibility of the building designer, 3.continuoust pcttbrsheathing r sit al b plywood cingt qua d wfi re e and/or drfnel(Bc), '(`.rR.R.1t_\. S EQ, : K 15 0 4 9 4 2 4,No load should be applied to any component until aner Cl bracing and 4.Installation of trap Ie the reapensibilty tithe respective contractor. ` fasteners are compote and at no time should any bads greater than E.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS ID: LINK destgn lead,be applied ta any aeepanarrt and are for"dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 8.De�,�wanes MI bearing et al supports shown.Shim or wedge If y ES r�y//3r}yy((rr]]0/�1 fabrication,handling,shipment end installation of components. 7. ryeumes EXPIRES: Glti7.l./.G4AI 8,This design is furnished subject la the Ilmlatlans set forth by 8.Platesnshal be buaeduaneboth faces drainage io truss,and placed so their center s provided. November 3,2015 TPIMTCA In BCSI,copes of which MI be furnished upon request. Ines coincide with joint center lines. MRek USA.Inc./CompuTrus Software 7.6.7(1L}E 9.Digits Indicate size of pets In Inches. 19.For basic connector plate design values sea ESR-7311,ESR-1988(MITek) 6. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-67) 15 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) , LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 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 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" 1-11-11 MAX HORIZ. LL DEFL = - _ 10.9" fMAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 r.7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -{ '' o m f I C '11M-3x4 l )' l 1-06 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 • 89200PE 1r- - JOB NAME : 5 017-B POLYGON - S J1Scale: 0.6811 �ip/s� WARNINGS: GENERAL NOTES, unless otherwise noted: I^.l'S (' IKI [/a . 1.Baader and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual OREGON a.. v Truss: S J 1 and Warnings before construction commences. balding component.Appllublgty of design parameters and proper '1k \ � 2 Dn4 compression web bracing must be instated wher..hown.. Incorporation of component le the responsibility of the balding designer, �/'/ti `T,�` 4, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be'eternity braced at V is the responaibll f the erector.Additional permanent bredng of n oii continuous at is hin rsuch as ply testes braced(TC)and/or they length by 4Ite' R I t. nY o continuous t 10'oing such tI plywood s braced throughout bout t elr len tic b DATE: 11/2/2015 the overall structure is the responsibility of the building destgner. 3.2a Impact bridging or lateral bracing required where Mown.. SE K 15 0 4 9 4 6 4.No load ahomd be applied to any component entl seer all bracing end 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any hods greeter then 5.Design assumes trusses are to be used m a non-corrosive environment. design loads be applied to any component. and Cr.for"dry condition'of use. TRANS ID• LINK S.Design assumes full beering at al supports shown.Shim arwedge if EXPIRES:12/312015 5.GompuTw Ma no control over and assumes no responsibility for the mmulary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This design is famished eubject to the limitations set forth by S.Plates shall be located on both feces of truss,and paced so their center TPWy1CA In SCSI.copies of which will be furnished upon request. linea coincide with loin center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(11_)-E 10.For basic connector plata design values see ESR-1311,ESR41966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4= BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 30 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF - 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 '/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. Fro .6- 2 Pliiio 9111111..=414 > M-3x4 l l y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' c0 PR Opt. ' � Nt \AGA4 r0 = A? .0.. V 89200PE 9r"" JOB NAME : 5017-B POLYGON - SJ2 - '�' Scale: 0.7890 WARNINGS: GENERAL NOTES, unless°Merwlae noted. N. CC' Truss: S J2 1.Bubeer end erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown and is for an individual -TS•� OREGON ., )r. and Warnings before constructlen commences. building component.Applicablay of design parameters and proper / ,k (.��/ 2.Del compression web brsdng must be installed where shown., Incorporation of component Is Me responsibility of the building destgner, �a .�!)t„ {y+r A. 3.Addlional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom Morris to be lelerelry braced al _7 P y V "+{- Is the responsibility of the erector.Additional permanent bredng of 7 o.c.end at 7 P c.e.fe such as pry unless braced throughout their length by i a � DATE: 11/2/2015 the overall structure Is Mere continuous sheathing such as plywood shsathine(TC)and/or drywall(BC). ' ate..R'I.A.responsibility of the building designer, 3.24 Impact bridging or[sterol bracing required where shown.. r"� I SEQ.: El5 0 4 9 4 8 4.No load should be applied to any component until after all bracing and 4.Installation of In,..Is the responsibility ohne respective contractor, fasteners are complete and at no time should any Pads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design Pada be applied to any component. and are for'dry tendRen'of us.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design .comes full bearing at all supports shown.Shim lir oadgs It EXPIRES: PE / 1 1.40 1 fabrication,handling,shipment and Installation of components. ty' 5.This design is famished subject to the timnatkns set forth by 8.Design ssassumes al belocated uen°bath drainage of tress°and placed so their center November 3,2015 TPNVICA in SCSI,copies or which will be furnished upon request. Ines coindde with Joint center lines MTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits indicate oke of plate In inches. 10.For basic connector plate design values see ESR-7371,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 4'– 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 816NTR SPACED 29.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. WEBS: 2x4 ROOF STAND LOADING TC 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, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor=l.6, End vertical(5) are exposed to wind, LLTruss designed for wind loads = 25 POE Ground Snow (Pg) in the plane of the truss only. M-1.5x9 or equal at non–structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous co BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall fox entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 3-08-04 0-03-12 T T 12 4.00 D M-1.5x3 4 � 3 LK N -am Li ri I (-- o O 2 N OI 1 -� ; -1 :-. 11111 0 5 6 M-3x4 M-1.5x3 l l 1 1-00 4-00 _ kcoia.0PROcss. 89200PE JOB NAME : 5017—B POLYGON — Z1 Scale: 0.6405 ilria r _Ne WARNINGS: GENERAL NOTES, unless otherwise noted: IIIP OREGON )r� 1.Builder end eredbn contractor should be advised of el General Notes 1.This design Is based only upon the parameters Mown end Is bran individual ORE\.e OI Y J Truss: Z1 and Warnings before construction commences. bufiding component.Applicability of design parameters and proper �/ (�N 2.2a4 compression web bracing must be Installed where shown.. incorporation of component lathe responsibility of the bolding destgner. /r/� T 1 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes IM top and bottom MOMS to be laterally braced et S/ i 9th Is Its responsibility of the erector.Additional permanent bracing of Is 7 o.c.and at 10 o.c.respectively unless braced throughout their length by '`+. l� upon continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). R. RIO— DATE: 'ODATE: 11/2/2015 the overall structure is the respondblity of the bolding designer. 3.2x Impact bridging or lateral bracing required where Mown++ 4.No load should be applied to any component until after al bracing end 4.Installation of truss Is the responsibllry of the respective contreds,. SEQ.: K 15 0 4 9 4 9 fasteners are complete and at no time Mould any loads greater man 6.Design assumes trusses are to be used Ina non<arrosive environment, TRANS ID LINK design loads be applied to any component. and are for nondmon"ogr.a. • 6.GompuTrue has no control over and assumes no responsibility for the 6.Deems full besrin 1 l w shown.Shim or wedge If EXPIRES:12/31/2015 fabrication.handling,shipment and lnstalladon Si components. 7 Designssumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations sat forth by S.Plates.hal be located on both faces of tens,and placed so their center TP WIICA In ECSI.copse of which will be furnished upon request. Ines coincide with Joint center linea S Digits Indicate Me of plate in Inches. Wee USA,Ino./CompuTrus Software 7.6.7(1L)-E 16 For basic connector pale design values see ESR-7311,ESR-1988(WT.'S) 1 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5= 120(- ) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 36 101 WEBS: 2x4 KDDF STAND LOADING 3-4=( -7) 3 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -1B/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CCOND. 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" 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" fMAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 12 MAX HORIZ. LL DEFL = 0.000" 0 3'- 8.2" 4.00 - MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 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, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, 4 load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads ' in the plane of the truss only. X -ekIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII in I r 0 N ri rn I� O o 1 Z �5 _, M-3x4 M-1,5x3 J• l . 3-08-04 0-03-12 1-00 4-00 *C.C," PRDews 444 17 4 892007E 1-- JOB "JOB NAME : 5017-B POLYGON - Z2 Scale: 0.6209 - • WARNINGS: GENERAL NOTES, unless otherwise noted' 0 Cr r�- !` Truss: Z 2 1.Builder and erection contractor ahold be advised of al General Notes 1.This design Is based only upon the parameters shown and N for an individual �a9 OREGON G y JN j and Warnings before construction commences. building component.Applicability of design parameters and proper 7,/* if./ 2.2a4 compreaalon web bracing must be lnatelbd where shown 5. Incorporation of component is the respoalbllty afihe bulking designer. .+C] ry�� 3.Addftbnel temporary bracing to Insure stability during construction 2.Design assumes the top and bottom es.braced to he latarolly braced et rO •k 4 si s 2W �"'�"-. Is the responsibility of the erector.AddBlonel permanent bracing of 7 o.c.end at 10 o.c.reepectWety unless broad IhrouphoN their bngth by 4,14 .1:1R10.". j,� t H' DATE: 11/2/2015 the overall ao-aaara is the responsibility continuous sheathing such as plywood sheeming(TC)and/or drywell(BC). ',14 `a.1.R 1 'y ly of the building designer. 3.2a Impact bridging or lateral bracing required where shown*5 f+{ lr SEQ.: 51504950 4.No ked shoal be applied to any component anti after all bracing and 4.Installation of truss N the responsibility of the respective contractor. fasteners are compete and at no time should any pads greeter then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of aro. 5,CempuTrus has no control over and assumes no responsibility for the 8.De Nco��acmes MI bearing N ail supports shown.Shim or wedge If EXPIRES:12/31./201 fabrication,handling,shipment and Installation of components. ry' 8.This design is Mmiabed subject to the!iodations set forth by 8.Designatsnames ah be loadequate ttUd on both faces'of truss,and placed.a their anter November 3,2015 TPIA TCA In RCSI,copies of which nil be furnished upon request. Ines coincide with Joint center linea M7ek USA,InaicRrnpuTrus Software 7.87(1L}E g•Digits indicate size of plate In inches. to.For basic connector plate design values see E511•1311,ESR-1888(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /q y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEIDimensions are in ft-in-sixteenths. •14•‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. MIIIMIEMMINMIMIIMESsIttps 2. Truss bracing must be designed by an engineer.For 0"1/I g' 4 wide truss spacing,individual lateral braces themselves 0mabracing require should be go�sidr leeendative Tor I Mr'_011t 3. Never exceed the design loading shown and never �-� U Iiimilkil ,2 stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O 7-8 co- cs6 O� designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0 'nd' 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 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. 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 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or 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. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 41..0 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. Milfp 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with 1.--...n. project engineer a ore use. Industry Standards: ANSI/TPII: 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. SDesign Standard fornBracing. Fj f�� BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mil-7473 rev.01/29/2013