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Plans (399) -- OA 5-T 2_0(-/ -06 0 mit1 &3z \ uc3w Ave MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-403_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: R45803939 thru R45803967 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. ��REQ P R pxFSS �NGINE�cR 87022PE 9<' -7 SAT OREGON cP 4/8ER �' ' OS A. HER�P E 'I'ES: 161 012f' November 3,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45803939 PL14-403_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc..Mon Nov 02 14:47:28 2015 Page 1 I D:L209JJu6om RC BuYOhH V69uyFHbu-zJ5p457XC F2v00ZtOrPmsXBsKEa0tX37bM9U 8fy N9nz 356 h 1-3-4 3i II 1-6-0 13x6 II 1 6 2 7 3 Scale=1:13.1 0 0 , N • . •���T Ia 5 4 6x6= 6x6 = I 3-3-4 I 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl 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 Ina NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1026/Mechanical,4=1154/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-278/0,3-4=-511/0 BOT CHORD 4-5=0/590 WEBS 2-4=-868/0,2-5=947/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=5,1-3=-50 Concentrated Loads ( ` tP R pFVe : - 7F)7=1007(F) '<tiE .r., c� � R � N 4 1%_:. 87022PE / N N y SAT OREGO qo O,N 'A "..4,/ v..' OS A. HE?' EXPIRES:06/30/2017 November 3,2015 d 1 ®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 budding designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,056-89 and 111051 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 PL14-403_UPPER F02 FLOOR GIRDER 1 R45803940 2 Job Reference(optional) Pacific Lumber IS Truss Co., Beaverton,Oregon 7.530 s.101 11 2014 MiTek Industries,Inc. Mon Nov 02 14:4728 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-zJ5p452XCF2v00ZtOrPmsXBnpEP5tS671/M9U8fyN9nz 1 1-2-0 I 1-9.0 I 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 11 QI i 0 zzzz1 I NNNN ,Zz NN. E' J 0 0 N ° I ° I e b o 13 72 11 4x8 MT2OHS= 6x10 = 3x8 = 6x10= 4x8 MT2OHS= I 14-10-8 14-10-8 I LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.18Btr 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=-9563/0,418=9563/0, 419=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=0/4.476,12-13=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. �� 0 P R OFen 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 at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 �Co �NGINE'F9 v/p lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 8-0-8,114 lb down at 9-1-8, C? 1027 lb down at 9-7-11,114 Ib down at 10-8-11,1027 lb down at 11-2-14,114 Ib down at 12-3-14,1027 lb down at 12-10-1,and 114 �� 2'9 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 87022PE of others. LOAD CASE(S) StandardCV 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 +. Uniform Loads(pit) , �'O), OREG N ti� �� Vert:10-14=5,1-9=50 11 sill �1 �� Concentrated Loads(Ib) Vert:9=1027(F)8=1027(F)7=-114(B)6=114(B)5=-114(B)3=1033(F)2=1147(F=1033,B=114)15=-114(B)16=-637(F) OS q HE RP 17=114(3)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 November 3,2015 4 thi ®WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MrcO-7477 v.10/03/2015 BEFORE USE. Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall budding 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/SP11 Quality Criteria,DS6-89 and SCSI building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss (Truss Type Qty Ply POLYGON R45803941 PL14.403 UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:29 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-RVfBHR09zYAm0Y74aZW?OIg6New?c1rHg0v2g6yN9ny I 1-6-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 N 4 3 1.5x3 II 3x4= I 1-9-4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL0.0 Rep Stress Incl NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/Mechanical,3=45/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. ��c ED P R OFkSS 444 ""17_.,. co �cNG(NEF9 /0*9 cr 8 • 2PE / � fnw y �pj OREGO scy�Qzc 9�, �M8ER \1 OSA HEC)% EXPIRES:06/30/2017 November 3,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. " Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,051-89 and SCSI landing Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95810 Job 'Truss Truss Type Qty Ply POLYGON PL14403 UPPER IF04 R45803942 ll FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Nov 02 14:4729 2015 Page 1 ID:1.209JJu6omRCBuY0hHV69uyFHbu-RV(BHR09zYAm0Y74aZW?OIg4SepFcvyHg0v2g6yN9ny I 1-0-8 I I 2.0-0 I Scale=1:37.9 3x4= 5x6= 1.5x3 II 4x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 3x6 FP= 1.5x3 II 4x5= 3x4 I I 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 e e • g e m e ®e 0 d \ / \ ZX ZN Z \ / Xa N d N - e JAL- - S. e o e Ili 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 I Plate Offsets(X,Y)— f1:Edoe,0-1-81,f21:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 Incr NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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 `SGQ`�� PR OFFS Un'Iforrn Loads(Of) Vert 14-21=-8,1-13=-80 Concentrated Loads(Ib) ( �NC'(IUEF'7 swo Vert:22=-5(B)23=5(B) NJ Lr✓ 2 4:t• 87022PE 91-- �Aj, OREGO (1,6.c.-14)1 'AO F,�8ER '\.� �O �s A. HER�P EXPIRES:06/30/2017 0 November 3,2015 9 mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,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 B 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 n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informafion 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 R45803943 PLib-403_UPPER FOB GABLE 1 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:30 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-viDZUn1 njsIdeiiG7GSExyDIS2FELUaQ3gebCYyN9nx 0.1118 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 1920 e 0 9 . _ 0 0 0 C Y uu0 0— ' 0 e 0 0 t a 42 0 o b N d N a e e - e e e e Y��V.V�u e \,j� 41 uuu - kuu�uuu 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 I 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 i 10-8-0 1 12-0-0 1 13-4-0 14-:x0 6-0-0 17' • . .• 2• • • _1 2-:• - 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 (Ioc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 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. (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. ROF 415' c�.�,NGP EF9 s�0 Q" 870 2PE 9r w 5. �A), OREG N r1, 4N 7 9- EMBER N1 �O On A. HeCk EXPIRES:06/30/2017 November 3,2015 • r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103/2015 BEFORE USE. l• Design valid for use only with Mitek8 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DS6-89 and SCSI Building Component Suite 109 Safety Inlormatlon 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 R45803944 PL14-403 UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Nov 02 14:47:31 2015 Page 1 I D;L2O9JJ u6om RCBuYOh H V69uyFHbu-N unyi62PUAQU FrH Sh_zTUAmTAR bU4xgZH KO9kyN9nw 1 2 3 4 Scale=1:13.0 II II II II II Ir U IIIA ,, 10 9 �■ II III 8 7 6 5 i 1-4-0 I 2-8-0 I 3-8-8 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 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(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. <��Ep P R Opo. C;:2 ANGINEER w0 2 44 Q- 8 • 2PE rr -/ y �Aj, OREGO af' <tN 9C ��BER �1 �O OSA. HE 't\P EXPIRES:06/30/2017 November 3,2015 e I ith ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall ■�B building.design. Bracing indicated s 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/TPII QuaBly CnBeda,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 R45803945 PL14-403 UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:32 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-r4LKVS21FTYLt?sfFhUiONld6rxfpO2jW 7iHRyN9nv Ole 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 e e e a s a e 9 e e a e 5 S 0 0 0 9 a E 42 0 d r N a 4 • Q a • - q P = _ = o e Q 4 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 I 2-8-0 I 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, :_s 1.0-0 7. r 1:.:0 r r r 1-4-0 :r 4-3-0 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 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY 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. 870 2PE cv y Nc'"oj, OREGO ,cy OLti 'AC°F�8ER ' S A. HE O-'5' EXPIRES:06/30/2017 November 3,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. wit Design valid for use only with MiTek0 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 verily 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/T111 Quality Criteria,DSI-89 and SCSI Bending 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 R45803946 PL14-403_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:32 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-r4LKvS21FTYLt?sfFhUiONleurxjpO5jW 7iHRyN9nv 0}1S Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 0 0 0 0 0 0 0 0 0 o o • _ 30 0 0 d N N 29 e o a a o o e e. a 0 o a a a 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1 1-4-0 1 2-8-0 1 4-0.0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr 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 puffins, except BOT CHORD 2x4 OF 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 17-3-0. (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. (1b)-Max.Comp./Max.Ten.-All forces 250(lb)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. ���ED PROF'sS Cz�ca �NGI NS' 4O cc $7022PE 4.7 vt' cv - �'Oj, OREG N cy� <U� 9O �MsER 1,� FO EXPIRES:06/30/2017 November 3,2015 e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mi Tek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,056-89 and ICS!Budding Component 7777 Greenback ANSI/M1Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON I. R45803947 PL14-403_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:33 2015-Page 1 I D:L2O9JJu6omRC BuYOhH V69uyFH bu-J Hvi7o3f0ngCV9R rpP?xZbrpj F HzYrKsletF pty N9nu Scale=1:18.4 1 2 3 4 5 6 7 8 9 2J ^ 0 0 d N N 19 z v _ _ — — 18 17 16 15 14 13 12 11 10 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 19-9-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 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 BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. O PR°FF � � GSs5 i � R '4 � -57 87022P, -7 .5, OR GON ti� � OSA H �R�P cv EXPIRES:06/30/2017 November 3,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. o Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual bung component,note 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 MiTele 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/M1 QualityCriteria,031,89 and SCSI leading Component 7777 Greenback Lane 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 PL14-403_UPPER F12 Floor 8 1 R45803948 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:33 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-JHvi7o3fOngC V9RrpP?xZbmaFDCYkQsletFptyN9nu 0-1-8 H I 1-6-0 I I 2-6-0 Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I to 2 3 4 5 7N.6 7 7.- -44N..8 e •07N. o 15 0 0 0 N 14 s 12 t1 10 9 0 1.5x3 II 4x5= 3x5 = 3x5= 3x4= I 17-3-0 17-3-0 Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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) 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=-611/0,34=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. ��`o t\G'NEF• s/0 "7`r 87022PE 1- N Ny � N Aj, OREO4v 9 C)OM$ERN� P� SA. HO; � EXPIRES:06/30/2017 t November 3,2015 t tin ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 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 into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,958-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type IOty Ply POLYGON R45803949 PL14-403 UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTeklndustries,Inc.Mon Nov 02 14:47:34 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-oTT4K841n5o36J01 M6WA5oNw8NeH600_IcpLJyN9nt p-10-81 2-6-0 I 0-48 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 q a g 9 '''''N Z \\N , NN 0, a 21 o a N o _ e `-220 19 18 17 16 15 t4 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4= I 24-3-0 I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress 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. � AGIRD EF9 s/°2 e 87022PE 9r yN 'N H '<>, OREGON cyQQzu 'F�'ncctijBER \1 P_ - A. HERS EXPIRES:06/30/2017 November 3,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10103/2015 BEFORE USE. R Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component Solely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803950 PL14-403_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:35 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-GfOSYU5wYOx1MabDwp1 PeOw5n3rhOZn9CyMMtmyN9ns 0-1-8 H I 1-1-12 I 2-6-0 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 a a/ \ 7 o , 7 N.,. 2 ro 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4=- 1.5x3 1.5x3 SP= I 24-6-4 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1842/0,3-4=-1842/0,4-5=3235/0,5-6=-3235/0,6-7=-3396/0,7-8=3396/0,8-9=2330/0,9-10=-2330/0, 10-11=2330/0 BOT CHORD 18-19=0/667,17-18=0/2678,16-17=0/2678,15-16=0/3456,14-15=0/3005,13-14=0/1324 WEBS 11-13=1640/0,11-14=0/1247,8-14=-836/0,8-15=0/485,6-16=-274/0,4-16=0/690,4-18=1036/0,2-18=0/1456, 2-19=-1232/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��Q,Eo P R OFFS �`cC'\5 �NGINEF9 szo2yr 870 2PE N v.-V5 ('oj, OREG N ti� U Pc sBER \1 NO SSA. HO; EXPIRES:06/30/2017 November 3,2015 e 1 r » ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.101032015 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 verily the applicability of design parameters and properly incorporate this design into the overall e 'F building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DS6-89 and ICS!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 R45803951 PL14-403_UPPER F15 Floor -I9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Mon Nov 02 14:47:35 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-GfOpS�YUU5wYOxwkTbDwp1 PeOw7H3yWOkh9CyMMtmyN9ns 1.5x3 I 0-10-8 I 2-8.0 1.x3 IIS 1 2 3x4— 3 Scale=1:13.0 111111111111111.1 111 III /AM II III 7 � .1.5x3 = - II' 1.5x3 = V III 111/M ME 6 BIM ME W. 5 �, 3x4= 3x4= 00-8330 I 0.1 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (hoc) Udefl L/d 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. ��`,- PR°FFss ��\� ,c-s- EFR i(29 8 $ 2PEr r N ir" >v �y SAT OREGO ti�Q<U 'AOn ',1,1 -.4 ER :\\ OSA- HE ` EXPIRES:06/30/2017 November 3,2015 f I Almllam v.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 re10/03/2015 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 balding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekn is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaMy Criteria,DSB-89 and BCSI Building Component 7777 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL14-403_UPPER F16 FLOOR R45803952 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(005ona11 7.530 s Jul 11 2014 MiiTek Industries,Inc.Mon Nov 02 14:47:36 2015 Page 1 ID:L209JJu6omRC BuYOhHV69uyFHbu-kraglg5YJi3mMdAQUXYeBDTGjSAFIOnJRcSvQCyN9nr 10-8-4i 2-6-0 1 Scale=1:41.8 4x6= 1.5x3 II 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 .a...1 : /.. c Nk,7 N o e 7 NN- 07 NN- o v w NNN 7 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 23-11-4 Plate Offsets(X,Y)— 1.19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:119 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1621/0,3-4=1621/0,4-5=3070/0,5-6=3070/0,6-7=-3286/0,7-8=-3286/0,8-9=-2275/0,9-10=2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,1415=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=0/724,4-18=-1071/0,2-18=0/1487, 2-19=-1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <C�Ea P R QI ,mac �NGINEFR w, �, 2v 870 2PE cv y��'0„,, OREGO OCH .pO AMBER AN �sA. HE ` EXPIRES:06/30/2017 e November 3,2015 a WARNING.. r/yrdesignVe f parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7471 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 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 ►L building design. Bracing indicated i 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/1Pll Qualify Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Informaten 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 R45803953 PL14-403_UPPER F17 Floor 10 1 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:37 2015 Page 1 lD:L209JJu6omRCBuYOhHV69uyFHbu-C28DyA6A40BdzmIc2E4tjR?OOsZeUa2SgGrTyeyN9nq 0-1-8 I1-N2 I 2-5-8 I 2-6-0 I Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 2 3 4 5 6 7 8 _ zt,-ANN_ 70,,- i5 � 1jQ N 4 0 0 0 13 11 10 1.5x3 II 3x5= 3x5= 3x4= 3x6= 0-7-4 16-0-12 I 5-121 1 15-5-9 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=666/0-2-12,12=1125/0-3-8 Max 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 + ) Standard ���q P R DeadQF- 1) Floor+ Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ��� �NG)NEER s, Vert:9-13=-8,1-8=-80 Concentrated Loads(Ib) Il Vert:1 400(F) 870 2 P E N Zi �A OREGO /r� DUH 7,PC'OSMBER 1R P�0 A. HES EXPIRES:06/30/2017 November 3,2015 i l t ®WARNING-Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mmek®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 !Ariel('design. Bracing indicated is to prevent bucktng 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/fP11 Quality Criteria,DSI-89 and SCSI Budding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL14-403_UPPER F18 R45803954 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:37 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-C28DyA6A40BdzmIc2E4tjR?TGscZUaDSgGrTyeyN9nq 1 1-7-0 11 2-3-0 I °. 118 Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 = 1 3x4= 2 0 3 4 5 6 z 12 0 O t:, 2 N s .- 11 1 9 6 3x5 = 1.5x3 II 3x5= 3x4 = I 11-2-8 11-2-8I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=482/0-2-12,7=482/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=480/0,1-2=391/0,2-3=391/0,3.4=713/0,4-5=-713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=625/0,5-8=0/292,3-9=357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each 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. ���EO PROFES �\c, NGINFR 0/O 144, 4 87022Pivr- -7 fi'oj, OR GON ep <UU 9-, FM$ER \\ a0 ,S A. Hec,r EXPIRES:06/30/2017 November 3,2015 4 a _ ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and B 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/1111 Quality Criteria,D51-89 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 R45803955 PL14-403_UPPER F19 Floor 2 1 Job Reference(optional) Pacific LuWick &Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 7ck Industries,Inc.Mon Nov 02 14:47:38 2015 Page 1 ID:L209JJu6omRCBuYOhFIV69uyFHbu-gEibAW7orJJUbwJobyb6GeYdgGtgDx_buwa0U4yN9np 0-1-6 HI 1-7-8 II 26-0 I =1 Scale=1:38.2 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 , ., 22 7 1 ra u Y 21 Int n 18 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5 = 3xS = 3x4= 22-7-8 I I 22-7-8 Plate Offsets(X,Y)— 11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=978/0,19-20=-978/0,1-20=-978/0,1-2=-867/0,2-3=-867/0,313=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. 87022PE 9r N `�'�, °REGO rto 7 aIli 9O FABER \1 N pS A— HO\ EXPIRES:06/30/2017 November 3,2015 I ! air ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1011-7473 rev.10103/2015 BEFORE USE. mi x Design void for use only with Mirekm connectors.This design is based only upon parameters shown,and a for an individual bulging component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate the design into the overall �'��k, 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.derrvery,erection and bracing of trusses and truss systems,see ANSI/T711 Qualty Criteria,DSII-89 and BCSI 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 R45803956 PL14-403_UPPER F22 FLOOR GIRDER 2 1 Job Reference(oDtionap Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:38 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbugEibAW7orJJUbwJobyb6GeyesGvFD_hbuwaoU4yN9np p-9-4 1 2-6-0I 0-i1,f8 Seale=1:41.8 3x5= 1.5x3 II 3x6 = 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 iN9E. e e -II 20 N 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 24-6-4 Plate Offsets(X,Y)— f1:Edae,0-1-81,112:0-2-0,Edgel,120:0-1-8,0-1-81,(21:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl 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 Incl 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 F,d P R OFF Uniform Loads(plf) Vert:13-19=-5,1-12=50 :11- io�� NGINE� `r''/Q Concentrated Loads(Ib) i R <C 2 Vert:12=-1129(B) 'r $7022 ,,,,:7G0 E 9t' N y �'0j, OREG N rp 4/ 9Or, BER AN �O US A. HE.'‘ \-4P EXPIRES:06/30/2017 November 3,2015 r _ e 11 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI}7473 rev.10/03/2015 BEFORE USE. 11 Design valid for use only with M7ek0 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 properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Trit QuaHy Criteria,D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803957 PL14403_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.Mon Nov 02 14:47:39 2015 Page 1 ID:L2O9JJu6om RCBuYOhHV69uy FH bu-8QGzN r8QcdR LD4u?9f6Los5r_gKLyYpl7aKa0XyN9no Scale a 1:17.5 1 2 3 4 5 6 7 8 9 0 d d N N O 0 0 0 0 0 0 O O • ... . .. ... .... ........ ... • . ... . . . .. .... . 18 17 16 15 14 13 12 11 10 I 10-7-6 I 10-7-8 LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 10-7-8. BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). (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. 0 PR°F ����NGINE-R s/o?� Q 87022PE 9r y 'oj, OREGSN e• Q<U "PO1 ��SER .\\ On A- HER.\P EXPIRES:06/30/2017 November 3,2015 e A .r a 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 coponent.not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate tha design into the overall 'f building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quaily Criteria,DSI-89 and BC-SI 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 R45803958 PL14-403_UPPER F25 Floor 6 1 IJob Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:39 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-BQGzNrBQcdRLD4u?9f6Los5ofgDDyPII7aKa0XyN9no I 1-5'0 II 2-6-0 I Scale=1:38.7 1.5x3 II 4x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 9e e e e d ` 7 Ne• 407 Nt V N.--7'.....N.- o N N 1 tg 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 356= 355= 3x8= 3x4= I 22-2-0 22-2-0 I Plate Offsets(X,Y)— [1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress lncr YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-971/0,1-2=766/0,2-3=-766/0,3-4=-2432/0,45=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. R �ti�Ea P °FFss ��5 rG\AGiNE -rs w� 2 87022PE 9f 7 SAT OREG N ti� LUQ '5) s.4,/BER \1 PCO SA HE' S EXPIRES:06/30/2017 November 3,2015 4 _ i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifekm connectors.This design is based only upon parameters shown,and is for on individual building component,not _ a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality CrBeda,DSB-89 and BCSI Building Component Safely Intormalion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803959 PL14403_UPPER F26 Floor 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:40 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-cdgLbB92NxZCgETBjNdaL3d_x4flh?IuME37ZzyN9nn 1.5x: II 2-1-4 I 2-6-0 115x3 I I 1 2 3x4= 3 Scale=1:12.9 J L 5 4 3x4= 3x4= �111 4104 I 46-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. eco t� GN FR `SAO 870 2PE r N N CI`A), OREGON ti� IL 9b AMBER �1 ' �s A. HeCk EXPIRES:06/30/2017 November 3,2015 1 _ I mli— ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. x Design valid for use only with MitekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing rtAiTek' 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/TPit Quality Criteria.DSB-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803960 PL14403 UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:40 2015 Page 1 ID:L209JJueomRCBuY0hHV69uyFHbu-cdgLbB92NxZCgETBjNdaL3dyS4Ymhq5uME37ZzyN9nn 1 1-3-4 1 2-6-0 1 Scale=1:42.8 1.5x3 H 4x6= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 c d N / 7NN7 7 NNt NINd \ NNN / H it �_ a 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5= 5x6= 3x4= 1.5x3 SP= I 24-6-a 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 3-1od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. @co �>�GINEF•4 /O w `r 870 2PE /91' u2., OREGON 45 <V% P0 F-7$ER "N 4O OSA. HE , EXPIRES:06/30/2017 November 3,2015 1, 1 ow r WARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Welt®connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek` is always required for stabitty 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/TIll Qualty Criteria,DSB-89 and ICS!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 R45803961 PL14-403 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.Mon Nov 02 14:47:41 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-4pOjoX9h8Eh3S02NH48puHAB?T0tQSp2bupg5PyN9nm I 1-0-8 1.5x3 II 1 354= 2 Scale=1:13.2 I — %N r 4 ���������������♦,rq' 1.5x3 II 3x4= 1-3-8 03 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. <��EO P R OFFSco \AGINE'k- . 87022PE r" N 'Cl 7 (1‘,-.0),, OREG•N (yam I O ps A- HE?' EXPIRES:06/30/2017 November 3,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJfP11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Clrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803962 PL14-403_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:41 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-4pojoX9h8Eh3S02NH48puHAB4T0uQSp2bupg5PyN9nm I 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N 1.5x3 II 3x4= p 1-2-4 I 0.43 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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. Q 870 2PE vr"" CP cNi 0 y 'O�,, OREG Nti <U 'Ac c'4lBER -\\ �O OS A- HECk EXPIRES:06/30/2017 November 3,2015 e. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USEsk0 Design valid for use only with Mu connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PD Quality Criteria,DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803963 PL14-403_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.Mon Nov 02 14:47A1 2015 Page 1 ID:L209JJueomRCBuYOhHV69uyFHbu-4pOjoX9h8Eh3S02NH48puHABUT0gQSp2bupg5PyN9nm 1-6-4 1.5x3 II 1 3x4= 2 I Scale=1:13.2 \ L 0 0 N T \ • ... •������������������. . . /-0 a •���� 47 ♦�����������1. . 1.5x3 II 3x4= 1-9-4 o-d a 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress 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. � Ea P R°Fess �NGINF9 ic./ 144 -7 87022PE r tP\ '% OREG6JJO(U 9O FMBER \\ ,- ps a-HE , EXPIRES:06/30/2017 November 3,2015 1, / IMMO mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design void for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is atways 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 Quaety Criteria,DSB-89 and SCSI Building Component Suite e Safely Inform:Non 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 PL14-403_UPPER F43 FLOOR SUPPORTED GAEL 3 1 R45803964 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Z?y60tAJvYpw4Ydagof2QUjMOtL89v3Bp .EdsyN9nl 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L N -r- a 4 3 1.5x3 II 4x4 = 0-11-0 I 02 0-11-0 Plate Offsets(X,Y)— 11:Edge,0-1-8l,f3:Edge,0-1-61 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc" 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 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. ���,Gp PROFFss ��5 �NGlNEF9 �O �, 2 „:„....c 87022PE 9r va y �A� OREG N Ro �N 9On cc,�jBER \1 O S a. HE1/4 ‘4P EXPIRES:06/30/2017 4 November 3,2015 it mama ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mirekm connectors.This design is based only upon parameters shown,and is for on individual building component,not t a truss system.Before use,the buiding 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 n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualfy Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803965 PL14-403_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Mon Nov 02 14:47:42 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-Z?y60tAJvYpw4Ydagof2QUjMvtL79v3BpYYEdsyN9n1 1 0-10-0 1.5x3 I I 1 304= 2 Scale=1:13.2 d ...♦..•. .. ♦ ♦.•.. 1.5x3 II 3x4= 1-1-02 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:10 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 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. eo �\����NGP E�c9 wo 44, 87022P, yr y SAT OR GON cp 4 9O 418 ER \' \Q ps A. HE'4P EXPIRES:06/30/2017 November 3,2015 esermrsaws, is.... ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011-7473 rev.10/03/2015 BEFORE USE. - x 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 the design into the overall MiTek' 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 ANSI/TPI1 Qualify Criteria,DSB-B9 and BCSI Building Component Suite 109 Safety Inlermalon available horn Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95810 Job Truss Truss Type Qty Ply POLYGON R45803966 PL14-403 UPPER F45 FLOOR SUPPORTED GABL 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:42 2015 Page 1 I D:L2O9JJu6omRC BuYOh H V69uyFH bu-Z?y60tAJvYpw4Ydagof2 Q Uj MYtL59v3BpYYEdsyN 9nl I 1-3-0 1.5x3 II 1 3x4 = 2 Scale=1:13.2 do N V4 4 1��.��5x3 II 3x4= 0-0-4 1-6-0 I 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud 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/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. <? .0 P ROFFss r. N5 .cNGINE - �O ` 29 $70 2PE -02,OREGO > 4/ O' MBER \1 On A- FiER�P EXPIRES:06/30/2017 November 3,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not J a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 'f building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke 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/TPll Clearly Criteria,DSI-89 and SCSI BuBding Component 7777 Greenback Lane Safely Informallon 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 R45B03967 PL14403_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.Mon Nov 02 14:47:43 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-1 CVUDDBxfsxnhhCmOVBHziFXuHhNuMJL2CInAlyN9nk 7x10 II 1 2 Scale=1:13.3 0 0 N C 7 4 3 7x10 I I li 0-7-4 1 0-17-4 0-7-4 Plate Offsets(X,Y)— 11:Edge,0-1-81.14:Edge,0-1-81 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Lid 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. 2 870 2PE „fir 414 cc N ySAT OREGON (-P'Q1N 9C, cc" ER A\ OS A. H -v, EXPIRES:06/30/2017 November 3,2015 4 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mit. Design valid for use only with MTekE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '` building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M,RT eK- 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/rPli Quality Criteria,058-89 and ICSI Building Component Cure 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. limik. 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. 0-T/16' 2. Truss afor wide bracing truss spacingmust,be individual lateraldesignedby bracesnengineer.themselves p 4 may require bracing,or alternative Tor I p bracing should be considered. O IM� O 111111M11111 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. ~ cra C.. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate z CS6 '1;2 designer,erection supervisor,property owner and plates 0-14uT from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■M reaction section indicates jointMail ill min. ©2012 MiTekOO All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. OM— �_ 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 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. NI is not sufficient. BCSI: Building Component Safety Information, MiTek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ....... lot 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.r'` 89200PE 9r— PR ,W) 0„, -yam ,7 OREGON tx /Cz 'Illi ' 1.4P-_orto, i . 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, 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, 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-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF 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 T 12 f 12 II M-4x4 d 6.00 6.00 p 3 _1 2 4 n Mo o 7 c Iof 0 1 M-3x4 M-3x4 G 1� ,L• 1-06 16-05-08 Neo. ` l 6,© l Gr 4�C? 89200PE v-- JOB NAME :NAME : 5017—B POLYGON — Al . Scale: 0.960104/04 P -- WARNINGS: GENERAL NOTES, unless otherwise noted: IP CC' I� OREGON Jy 1.Builder and erection contractor should be advised o/all General Notes 1.Thisdesign is based only upon the parameters shown and Is for en Individual 44,1 Truss: Al and Wamings before construction commenter.. building component.Applicability of design parameters and proper /J S°.,41,,,i,"‘"'2.24 compression web bracing meet be InNelbd where shown v. Incorporation of component b the rasponsibAly of the building Oeetgner. +0 1 k 1 4 2V "t" 3.Additional temporary bracing to insure stability during consirudlon 2.Design assumes the tap end bottom chorda to les throughoutaterally breca0 at e✓ 1 `� Is the responsibility of the erector.AddBbnal permanent bracing f 2 ox.and at/G o.c.respectively unless braced their length by t 5 6 o continuous sheathing such as plywood sheathing(TC)and/or dryweA(BC). ,4 R` y DATE: 11/2/2015 the overall strumae is Me responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where ehown+. SEQ.: 1(15 0 4 8 8 1 4.No load mould be applied to any component until after all bracing and 4.Instelatlon o/truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assume.tosses are to be used Ina noncorrosive environment, TRANS ID• LINK design loads be applied to any component and are assukr mes full condition"of use. 5.Compares has no control over and aawmes no responsibility for Me 8.Deueea Humes full bearing al all supporta shown.Shim or cadge II EXPIRES: V fJ I❑E S 1 rl/31/201�5 fabncatiun,handlin shipmentcomponents. ry Ghf_If1 G57 L/5T1 LvIJ g, and irnpalanof sen 8.Pesignaswmetadequate athl face isd. November 3,2015 8.This design la Nmisiied subject m the Ilmitelbns set fodh by e.Plates shag be located an both feces of Imsa,antl placed w their comer TPI,WTCA in SCSI.copes of which will be furnished upon request. lines coincide with joint center lines. S.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-161) (- 56) 209 BC: 2x4 KDDF 816BTR SPACED 24.0" 0.1. 2- 3=(-1046) 267 8- 6=(-206) 866 8- 4=( -39 ) 435 WEBS: 2x4 KDDF STAND 3- 4=( -784) 176 8- 5=(-256) 209 LOADING 4- 5=( -784) 176 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1046) 267 BC LATERAL SUPPORT <= 12"0C. 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/ 862V -87/ 87H 5.50" 1.38 REEF ( 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. !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 = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 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 9-03-12 Design conforms to main windforce-resisting 3-11 3-11 4-03-12 system and components and cladding criteria. 4 4 T T T 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 IIM-4x4 Q 6.00 (All Heights), Enclosed, Ce t.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0 Truss designed for wind loads 4 in the plane of the truss only. M-1.5x3 M-1.5x3 3 rn 03 o o 1 2 8 - 6 0 o M-3x9 M-3x8 M-3x4 0 y y y �� O P R 0F�C. 8-02-12 8-02-12 1-06 y 16-05-08 y 1-06 l CN• 'ci 4) NSjp�... ley cr 89200PE pr" JOB NAME : 5017-B POLYGON - A2 Scale: 0.3101 'Ain GENERAL NOTES, unless otherwise noted: 0 L:Z. Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and N for an individual OFA EGON a�" and Wamings before consirucllon commences. building componentApplicability of design parameters and proper y. 1"s 2.904 compression web bracing must be installed where shown♦ incorporation of component le the responsibility of the building designer. ��'6 iq 1 s 2.A� "w 3.Adtlfllenal temporary bracing to insure atablllty during construction 2 Design assumes the tap and bottom chords to be laterally braced et T W l"'+. Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and e1 70'o.c.respeciNety uMees braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility of the building designee continuous0impahealgl en suebeaatywg reamed where sow brdryweN(BC). '.Vf „" I"lI 3.2x Impact bridging or th lateral bracing required Shawn s a `w. L SEQ.: Ki5 0 4 8 8 2 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive enemnment. TRANS ID: LINK design bads be applied to any component. and are for"dry condition.or use. 5.CompuTnn has no control over and assumes no responsibillly kr the 8.Design assumes full bearing al all supports Mown.Shim or weeps If EXPIRES 12/31/2015 fabrication,handling,shipment and llatn of A This design is Nmiahed subject to theslimitations set forth bys 8.Plaes7.DesignshaN be locatteduonassumes adeqatebot facesdrainagelotrusis,and placed so their center November 3,2015 TPIIWTCA in SCSI,copies of which w1N be furnished upon request. Ines colndde with kW center Ines. 9.Digits indicate ssa of plate in Inches. MITek USA,Ino.lCompuTrus Software 7.6.6(1L)-E 10.For basic connector pieta design values see ESR-1311,ESR-1988(MITek) k. 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=( -134) 72 7-13=(-392) 1860 BC: 2x6 KDDF #1&3TR 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10=( -154) 548 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8708) 1942 10-11=1-1624) 7552 10- 4=( -582) 2788 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -6820) 1562 11-12=(-1608) 7450 4-11=(-2524) 576 2x6 ROOF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 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) 1924 13- 8=(-1950) 8880 11- 6=(-2354) 548 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 6-12=( -550) 2526 BC LATERAL SUPPORT <= 12"0C. UON. 12- 7=1-1404) 342 @@ADDL: BC CONC LL+DL= 2975.0 LBS @ 6'- 0.0" OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -1041/ 4661V -74/ 86H 5.50" 7.46 KDDF ( 625) 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. @@ HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOADS EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" 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 T T 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. T T T T T T '1 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), 6.00 c7. Q 6.00 load duration factor=l.6, 9.0" Truss designed for wind loads 5 47d in the plane of the truss only. IIt y M-3x5 M-3x5 4 6 M-3x9 M-3x5 3 y fik, M-5x10 M-5x10 m p . r..ir �� m o . ex. o 9 N i,7 11 : 112 13 8 O o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 +2975# �y y 3-09-06 y 2-05-14 y 2-04-08 y 2-09-08 y 2-05-19 y 3-09-06 y c5 P R Qpl, y 1-06 y 16-05-08 y lNGiNE 9 r'�. 11 Lt 89200PE JOB NAME : 5017-B POLYGON - A3 Scale: 0.3195 J� GENERAL NOTES, unteaa omerwise noted: 1110111111 10 4t. '�� WARNINGS: OREGON 1 I.... 1,Budder mierections construction shouts be advised of a9 General Notes 1.This design is based only pl Applicability the parameters Mown and Is taper Individual 7� 'I._lJf1G 1.V'V � As Truss: A3 and Warnings before consi uc tan commexes. Inorpoilding component.Anentiith ofdesign pay oftereuikproper af'.1 2.2i4 compression web bracing must be instated where shown+. Incorporation of component Is me responsibility of the building designer. rQ '7�' 1 +4 �.I 43.Additional temporary bracing to Insure stability during construction 2.Design and cr 10 the tap end uelybottu seechotar to be laterally braced et is the re mlbildy of the Stanton.AddR000i M bracing of T o.c. al tee c.c.respectively unless braced throughout their length by apo perma e g continuous sheathing such as pyw ooding(TC)and/or dryer/dintfi'llRIO- SEQ.: '��,,.. DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bredig requireduired where shown++ , l S EQ.: K 15 0 4 8 8 3 4.No load should be applied to any component until after al bradng and 4.Instalatun of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads 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 end are for^dry condition..of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequsta drainage is provided. November 3,201 5 6.This design is furnished subject to the limitation set forth by 8.Plates shed be located on both taus Velma,and placed so their center TP#WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate in Inches. MiTek USA,Ina./CampuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 7.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF S16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. NON. • LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 92.0 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 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 1 12 6.00 D 'lint-4x4 iz ''\16.00 3 I I M � — O 0 M-3x4 M-3x4 y 1-06 y 13-07 y y OT R OF 0yGINE ,,, /p 4 :9200PE JOB NAME : 5017—B POLYGON — B1 Scale: 0.5192 _ / 441111111. WARNINGS: GENERAL NOTES, unlessolhenose noted. OREGON ('{ Truss: B 1 1.Builder and cradles contractor should be advised of all General Notes This design a based only upon the parameters shown and Is for an individual r:#2 l J R EG€3N and Warnings before construction commences. balding component Applicability of design parameters and proper Y ,(. 2.2a4 compression web bracing must be installed where shown�. incorporation of component Is the reaponsibNlty of the building designer. /O -.C'3. 14 0 [+�,\ 3 Additional temporary bracing to Insure abblltiy during construction 2.Design assumes the top and bottom choMato be laterally braced at W is me responsibility of the credo,.Additional permanent bracing of l a c and et to o c respectively unless braced throughout chair length by {1 11/2/2015 the overall structure a me responsibility of the building designer. So Impacts ridgSr later l dnro reodquired air shea when.s and/or tlryweA(BC). PRO- DATE: Gr 4.No load chord be applied to a 3 in Impact bridging olateral bradng required where Mown e• SEQ. : K 15 0 4 8 8 4 pp any component and after all bracing and 4.Installation of buss le the responsibility of the respective contractor. fasteners are complete end at no time should any pads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condltlon"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes NII bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2015/ 1/20 I fabrication,handing,shipment and Installation of components. ry 6.This design is furnished subject to the limitations set forth by B.Design nsassumes all be located adequate nee.otruss,and placed Co their center November 3,2015 TPUWICA in SCSI.copies of which wig be furnished upon request. Anes coincide with joint center linea. MITek USA,Inc./CompuTrus Software 7.6,6(1L}E S.Digits indicate she of plate in inches. 1o.Far basic connector plate design values see ESR-1371,ESR-19e6(Welt) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-27) 512 6-3=(0) 319 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-681) 123 6-4=(-27) 512 WEBS: 2x9 KDDF STAND 3-9=(-681) 123 LOADING 9-5=( 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. UON. DL ON BOTTOM CHORD = 10.0 PSE' TOTAL LOAD = 92.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL.= 25 POE Ground Snow (Pg) 0'- 0.0" -134/ 742V -79/ 79H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -134/ 74111 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -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 HORIZ. LL DEFL = 0.005" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.5" 6-09-08 6-09-08 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-9x9 Q 6.00 4.0" Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 'f--.7.7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 m � o Iro o 6 -4 0 0 1 M-3x9 M-1,5x3 M-3x4 6-09-08 6-09-08 y E. 1 06 y 13-07 y 1 06 y eco IAGp EE �fo �r :9200P JOB NAME : 5017-B POLYGON - B2 Scale: 0.4067 WARNINGS: GENERAL NOTES, unless otherwise noted 1. OREGON /'{I\I �Cr 1.Buhler and creation contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual OR G OI V b Truss: B2 and Warnings before construction commences. building componentApplicability of design parameters and proper t' ry� 2.2a4 compression web bracing met be Installed where shown+, Incorporation of component Is the respon&billy of the buidinp de&goer. �Q -11- A s 4i " ' 3.Additional temporary bracing to Insure stability during condructlon 2.Design and 5810umes the top end bottom chords for to be res helly braced at 'Y' 'e''' la the responsibility I the erector.Additional 1 bedof T titin at 10 o.c.respectively unless breed throughout their length by '''' ''F? AyJ_ Spon 8y opermanent rg continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). '• 'Fi RIO- DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2e Impad bridging or liter&bracing required where shown++ 4.Be load should be applied to any component until after all bracing and 4.installation of truss Is the respon&bllty of the respective contractor. SEQ.: K 15 0 4 8 8 5 fasteners are compete and at no time should ens bads greeter than 5.Design assumes trusses are to be used b a nen.00rre&.e environment, and are for"dry condition"of use. TRANS ID• LINK design loads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design ceassumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2015 rya fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage M provided. November 3,201 5 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA in BC51,copies of which will be furnished upon request. thea coincide with and center tins. 9.Digits Indicate she of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E no.For basic connector plate design values ase 6519-1311.ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC E 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: 204 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: 204 KDDF STAND; LOADING 2- 3=(-6562) 1984 7- 8=(-1542) 7199 2- 8=(-1658) 404 2x4 DF STAND A - 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 LL = 25 PSF Ground Snow (Pg) 4- 5=(-6536) 1400 9-10=(-1150) 5660 3- 9=( -656) 3034 TC UNIF LL( 50.0)+00( 19.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=1 0) 76 10- 5=(-1146) 5659 9- 9=( -142) 370 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 920.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -126) 74 BC LATERAL SUPPORT <= 12"OC. 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 ERG AREA OVERHANGS: 0.0" 18.0" @@ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE 5Q.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/ 3643V 0/ OH 5.50" 5.83 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 N0_ BEING MET. Join together 2 pat: with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOE nails staggered t: 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 204 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 = 0.899" @@ 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 1. T 1' 3-07 3-02-08 3-02-08 3-07 Design conforms to main windforce-resisting T f f T f system and components and cladding criteria. 12 6.00 2 M-9x6 12 Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 0" load duration factor-1.6, 3 .F-T Truss designed for wind loads I�1 r in the plane of the truss only. imi M-3x5 M-3x4 2 4 M-5x10 M-5x10 10 o l 7 8 N 9 1 O I M-3x6 7M-4x4 M-9x8 M-1.5x3 0 y y ), ♦3004# .1. b 3-05-09 2-06-12 1-07 2-06-12 3-05-09 l ryp��y 13-07 y 1-06 y .<(. rrl oF'L��h c;3• c?INE�rCC V•27 2 '1/4C. 89200PE Ir JOB NAME : 5017-B POLYGON - B3 Scale: 0.3912 WARNINGS: GENERAL NOTES I ssothenNse noted 1'f+. Truss: B344 1Botderand erection conlredorshouPobeadvised stagGeneral Notes This design ba d 5upon the parametareshown ridbfor enindividual )7 OREGON 1!j and Warnings before construction commences. building component.A plcebllity of design parameters and proper A ,( 2.2a4 compression web Dredeg mull be instated where shown 5. Incurpo tl f component Is Me responsibility of the building designer. �rO .ft t„ s *v �`'-`4 14 3.Additional temporary bracing to Insure stability during construction 2'Design m the topres and bottom unless braced M laterally braced et _T T X41•• is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et ee10'o.c.oosh 55 sty braced threug their length by {]� DATE: 11/2/2015 the overeg structure Is the reepondbgity of the building designer. 2s Impact sheathing ng::teh es plywood sheathing(TC)rhereshownand/or tlrywaN(BC). ����.y j} 4.Ne teed should be applied to 3.2a Impad bridging c'lateral bracing required where shown+♦ lr^ SEQ. : K 15 0 4 8 8 6any component until after all bredng and 4.Installation of truss 9 the reepondbility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trends are to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condbien•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decdeasa assumes/W:bearing al all euppone drown.Shim or wedge If EXPIRES: �(Fy D y ry /] y fabrication,handling,shipment and inetalation of components. necessary. Lh r it�J:1 Gf 31 l.`GO 1 8.This design is furnished subject to the limitations set fodh by 8.Design last snshall be lom,edJen bdrainage th fa esloftruss,and placed so their center November 3,2015 TPLWI'CA In 51St,copies of which will be furnished upon request. Ines coincide with Joint center line. MlTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate she of plate in inches. Software 10.For basic connector pate design values see ESR-7311,ESR-79811(MITek) k. 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 #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 412 8- 9=( -108) 142 8- 1=(-3192) 1070 11- 5=( 0) 476 209 KDDF 41613TR T1 2- 3=(-1076) 904 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12=(-2444) 1242 BC: 2x6 KDDF SS LOADING 3- 4=(-7814) 3158 10-11=(-4096) 9690 9- 2=(.-118) 189 12- 6=( -380) 1742 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12=(-3994) 9479 9- 3=(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2934 12-13=(-2684) 6330 3-10=) -314) 1510 13- 7=) -400) 289 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 10- 4=(-2102) 1098 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11=( 0) 390 TC CONC LL( 66.0)+DL( 18.5)= 84.4 LBS @ 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2T9 BRACING AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES 012 APPLY DUE TO THE SPANIAL 0'- 0.0" -1149/ 2975V -80/ 9OH 5.50" 4.76 KDDF ( 6 ) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 9.76 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 "oc spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX\/�/ 9" oc in 1 row(s) throughout 28.4 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" 9" o in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 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-b(6-.1(5 15-08-05 . 18-00 1- 6-15 6-04 6-09-03 6-09-03 6-09-03 7-00-11 1. 484.408 .f ' f ' 1' 12 6.00M-4x6 M-5x6(S) M-4x6 2 M-3310 M-34 x4 M-3x4 M-36 x10 M-1.5x3 Li( o ; f ` _� / + a 0 o II /- i 1111 'S3 1 `" 8.11-1.5x3 M- x4 0.25�' M- x9 M-3x10 m M-4x12 ,cO rnQ/4:6'S M-7x8(S) �+• V y y y +T 1-00 8-07-04 8-05-08 8-05-08 8-09 ,1• ,I• ct. 89200PE r35-03-04 - JOB NAME : 5017-B POLYGON - D1 " ... Scale: 0.1165 WARNINGS: GENERAL NOTES, Arms otherwise noted: C) X1'1,['��/1�/•�� jIt 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en Individual ")7 OREGON "./ Truss: D1 end Warnings before wnstructbn commences. building component,Applicability of design parameters and proper �( rya 2.914 compression Web bradrp must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. </K "' 1 4 W _'�'^• 3.Additional temporary bracing to Insure elabl8y during construction 2.Design assumes.10 the icp and bottom chords to d t roughoaterally braced al C./ a ,y.�l''s Is the responsibility f the erector.Additional t brads f Tn8nand s1ghfrr reach es plywoad"eacetlthroughoutr dryeir langur). �+ `v spo ftY o permanent g o continuous Meathmg such es plywood sheathing(TC)and/or drywep(BC). �:C„�+ RIO-: DATE: 11/2/2015 the overall structure is the responsibely of the budding designer. 3.2.Impact bridging or lateral bracing required where Move«« SE K 15 0 4 8 8 7 4.No load Mown be applied to any component until after Cl bracing and 4.Installation of truss le the responsibility of the respective contractor. 4•: fastens are complete and at no time should any Peds greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, . and are for"dry condition"of use. design baso be applied to any component TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnorespone@Iliyforthe 6.Desico���wmeah beating at 58eapponaMown.Shim orwedge lf EXPIRES:12/31/2015 tabdctllon,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed co their center TPVWTCA In BCSI,copies of which will be furnished upon request. g,Eels coincide In ode 5th(she of plate center n Inc.es. M(Tek USA,Inc./CompuTrus Software 7.6.6(1L).E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by ii PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" , TC: 2x6 KDDF #16BTR; IBC 2012 MAX MEMBER FORCES 4WR/DDE/C8=1.00 2x4 KDDF #14BTR T1 LOAD DURATION INCREASE = 1.15 1- 2=( -567) 173 9-10=( -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 HC: 2x6 ODOR SS SPACED 24.0" S.C. - 2- 3=( 0) 0 10-11=( -959) 3987 1-10=( -343) 1467 13- 7=( -62) 871 WEBS: 2x9 KDDF STAND 2- 9=( -533) 178 11-12=(-1221) 9893 10- 2=( -47) 150 7-14=(-3395) 827 LOADING 9- 5=(-3903) 920 12-13=(-1164) 4735 10- 4=(-3149) 821 14- 8=( -200) 106 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PS 5- 6=(-4901) 1094 13-14=( -792) 3164 4-11=( -22) 756 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10. J1SUPPORT <= 12"OC. SON. 0 P ' 6- 7=(-3644) 809 11- 5=(-1052) 289 BC LATERAL TOTAL LOAD = 42.0 Psi 7- 8=( -37) 91 5-12=( 0) 231 LL = 25 PSF Ground Snow (Pg) 12- 6=( 0) 313 NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATI "L LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 80135 MET. 0'- 0.0" -231/ 1475V -86/ 93H 5.50" 2.36 KDDF ( 625) 35'- 3.3" -183/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURREN^L'. For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 18'- 0.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.063" @ 39'- 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=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 T T 3-06-15 13-08-05 T 18-00 1-01-172-05-031 4-04 6-09-03 6-09-03 6-09-03 7-00-11 4 T Q T 1-07-04 T T T 12 6.00 p 3 M-4x6 M-3x10M-3x10 M-4x6 2 9 M-5x4 M-5x6(S) M-3x4 M-1.5x3 f C` w 6 8 01 + \ 0 0 N ++ o 9..10 11 12 .'. M M-1.5x3 M-3x4 0.25" 13 "I9 -7, M-3x4 M-3x10 M-4x12 M-7x8(5) YD PROk-t. y y y y), 00 8-07-04 8-05-08 8-05-08 8-09 ..1, . � tNGS 1�,�4-6,,s,/0.35-03-04 <G/ 4X"' 89200PE IP'1.-- JOB NAME : 5017-B POLYGON - D2 Scale: 0.1790 -A�. / WARNINGS: GENERAL NOTES, leas otherwise noted ,. f-A (y„ Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This designb ly,pon the parameters shown and is for an Individual -37, OREGON 'tee, • and Warnings before construction commences building component A pit:ability of design parameters and proper Lew OREGON 4JAY [�✓ 2.204 compression web bracing muAbs installed where Mown« incorporation I pc nt le the responsibility of the budding designer. ew "i" )• N...,AP,= 3.Additional temporary bracing to Insure MIMING during construction 2 F s.c. thelop aid bottom chorda to be laterally braced at -7 1 ;a Is the responsibility of the erector.Additional permanent bracing of T o c and 110' soon es plywood lees braced throughout their length by a DATE: 11/2/2015 the overall structure Is the responsibility of the balding designer. continuoussheathingor traeacing requirede ewhere sand/or tlryweA(BC). [_ �� 3.le Impact bridging or the lateral bracing where Mawr«« '4. SEQ. : K 15 0 4 8 8 8 4.No load should be applied to any component until atter at bracing and 4.Installation of truss is thresponsibility of the respective contractor. fasteners are complete and at no time should any Nada greater than 5.Design assumes trusses are to be used Ins nen-corrosive environment. TRANS I D: LINK design loads be applied to any component. end are for dry condition'of use. 5.CompuTn a has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it �y n' i 0 fabrication,handling,shipment end installation of components. 7.Design assumes adequate tlrelnege is provided. EXPIRES. 1 2 3!/201 5 6.This design Is Nmiehad subject to the limitations eel forth by 8.Plates shag be located on both faces of truss,and placed so their center November 3,2015 TPI/MCA In SCSI.copies of which WWI be furnished upon request. Anes coincide with joint center linea Wick USA,Inc./CompuTrus Software 7.6.6(9L)-E 8.Digits indicate erne 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 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=(-1340) 403 10-11=(-439) 2249 1-10=( -306) 1441 6-13=(-124) 737 3- 4=(-2414) 629 11-12=(-525) 2643 10- 2=( -4) 351 13- 7=(-172) 186 WEBS: 2x4 KDDF STAND 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 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2417) 579 11- 4=( -393) 139 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2649) 659 4-12=( -2) 83 12- 5=( 0) 178 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 "00 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=l.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 T ff Sr 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 1 Sr ' f 12 12 M-5x6(S) Q 6.00 6.00 p M-4x6 M-4x6 M-3x4 0.25" M-3x4 3 1 4 5'2 t e 9W\/ \\. M-1.5x3 M-3x5 1 +. m 0 I M .0 0 10 'f 13 ..8 0 M-1.5x3 M-3x10 M-3x4'� y•* 11 0.25 l M-3x8 M-3x6 0 M-5x6(S) y c.0 PAOF4- y y l y y l Co ‘AGIN ✓p NES, `$' 5-02 6-10-12 6-09 6-10-12 9-06-12 4,4 y 35-03-09 :920OPE pr.+ JOB NAME : 5017-B POLYGON - D3 Scale: 0.1973 "' WARNINGS: GENERAL NOTES, uniese othenmsee noted 10 OREGON s�' �NCr t.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual y.. Truss: D3 and Wambgs before construction commences. building component Applicability of design parameters and proper Lia£-L1 �f4N 2.DN compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building designer. _7 W 3.Addeonel temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom onschofor to be reughy braced al s { T o.c and at 10'0.0.fsapectively unless braced throughout their length by P. y ' Is me responsibility of Ne erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andfor drywaN(BC). /14 Fi10 - DATE:: 11/2/2015 the overall structure is the responalblity of the building designer. 3.Se Impact bridging or lateral bracing required where shown« • SE K 15 0 4 8 8 9 4.No bad should be applied to any component until after al bracing and 4.Installation of tons Is toe responeiMRy of the respedWe contractor. 4• fasteners art complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. design loads be applied to any component. and are for"dry condition"of use, TRANS ID• LINK ADesgnassumeewiiboatingalalwpp°nashoes.Shim°rwedgeIt EXPIRES:12/31/2015 5.Compuims has no control over and assumes no responsibllby for the ..-,, fabdcatkn,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. November 3,2015 6.This design Is famished cabled to the limitations set forth by B.Plates shall be located on both taus°timss,and placed so their center TP WVICA in BCSI,wpbs of which will be furnished upon request. lines coincide wall joint 9.Digits Indicate lea.01 plate Inrinches. MITek USA,Ina./CompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design value sae ERR-1311.ES12-1958(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 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 999 11-12=( -67) 129 11- 1=(-1928) 969 15- 9=(-170) 173 BC: 2x0 KDDF 616BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=1 0) 0 12-13=(-563) 2249 1-12=1 -39B) 1941 2- 9=(-1340) 486 13-14=(-657) 2643 12- 2=( 0) 351 LOADING 4- 5=(-2419) 753 19-15=(-673) 2616 12- 4=(-1228) 366 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PS3 5- 6=(-2653) 819 15-10=(-648) 2263 4-13=( -31) 490 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE 6- 8=(-2101) 674 13- 5=( -393) 141 TOTAL LOAD = 42.0 PSP 7- 8=( 0) 0 5-19=1 -13) 83 NOTE: 2z4 BRACING AT 29"0C UON. FOR 8- 9=(-2417) 718 14- 6=1 0) 178 LL = 25 POP Ground Snow (Pg) 9-10=(-2699) 784 6-15=1 -696) 241 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8-15=( -132) 737 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 10PSF LIVE LOAD. TOP 0'- 0.0" -249/ 1468V -191/ 94H 5.50" 2.35 ROOF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -291/ 1995V 0/ OH 5.50" 2.39 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 = -0.155" @ 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 7-06-15 15-08-10 in the plane of the truss only. T 1 11-11-11 5-03-12 2-03-03 2-09-09 5-00-12 5-00-12 2-09-09 2-03-33 4-07 5-01-08 I 1 1' T 1 1 1' 1 1 1' 5-07-04 10-00 12 4 T 3 M-5x6(S) 7 6.00 12 p M-4x6 M-4x6 4 6.00 M-3x4 0.25" M-3x4 4 5 6 f yy - M-3x5 .440,71A\ M-1.5x3 rn o o rn CV f. e'4 --..((o 11+* 12 13-- 15 **10 c M-1.5x3 M-3x10 M-3x4 0.25" °4-3x8 M-3x6 �I J. y y M-5 y(S) y Cc PP04.. 5-02 6-10-12 6-09 6-10-12 9-06-12 y 61 c.eCj�;�\AGIN.E'�Ch' (5)0 ` l 35-03-04 y t zt- 89200PE r JOB NAME : 5017-B POLYGON - D4 Scale: 0.172340,<Fg.r.` �• 1011 WARNINGS, GENERAL NOTES, unless otherwise noted ('y. Truss: D4 1.Builder and erection nomrader should beadvised ofakGeneral Notes 1.this design labased only upon the parameters shown and isfor anIndividual •7 OREGON 4i' and Warnings before construction commences. building componentApplicability of design parameters and proper A. 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ') ,f4,- 14 s {.t �y 3.Additional temporary bracing to Insure stability during construction 2.Design assumese 0.top end bottom chords to be throughout braced et _7 T `„W ""r• le the responsibility of the erodor.responsibility till t bracing ( 7 o.c.end et 18 on.respectively plywood braced their length by DATE: 11/2/2015 won ty o permanen g o continuous sheathing such es plywood aheething(TC)and/or drywsk(BC). jTvR.R. 1.),- SEQ.: the overall structure la the restblll /the building designer. 3 Di Impact bridging or lateral bracing required where shown++ -.. K 15 0 4 8 9 0 4.Ne lead should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respeelive contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a nen-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"or u... ey for the 6.nnece.ss assumes full bearing at alt supports shown.Shim or sedge if 5.CompuTrus hes no control over end scene,,no reeponaibilDesiEXPIRES, 12/31/2015 31/ 01 fabrication,handling,shipment and installation et components. 7.Design assumes adequate drainage is provided. 6.This design is hanlehed subject to the limitations set forth by 8.Plates shall be located on both faces Mims,and placed so their center November 3,2015 TPWVTCA in BCSI,copies of which will be furnished upon request. linea coincide with joint center linea. MITek USA,Inc./CompuTrus Software 7.6.6(iL}E 9.Digits Indicate site of plats in inches. 10.For basic connector plate design values sea ESR-1311.ESR-t 988(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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 554 1- 8=(-427) 2151 8- 2=( 0) 264 6-11=(0) 275 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2043) 520 8- 9=(-429) 2148 2- 9=(-462) 191 3- 4=(-1734) 513 9-10=(-309) 1846 9- 3=(-102) 564 WEBS: 2x4 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=(-448) 2255 9-10=(-198) 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. OON. TOTAL LOAD= 42.0 PSF 10- 6=(-558) 210 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 OPACIOR AT EASDC TO S. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIYIIEC 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/ 1481V 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.121" @ 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=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 13-06-15 7-08-10 13-11-11 T T T T 6-10-08 6-08-07 3-10-05 3-10-05 6-08-07 7-03-04 1 q 4 4 T T 12 12 M-4x6 M-4x6 Q 6.00 6.00 p M-3x4 4 M-3x4 M-3x9 2 ,00000000.04•00 w M-5x6 0, o o A rr B 9 10 11 •"7 0 I o M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 to M-3x5(5) y l y l y c` 6-08-12 6-05-04 8-06-08 6-05-04 7-01-08 y y SNGr . 15-03-04 20-00 C? '' tQ y y . � 35-03-04 '" 89200PE ... r" JOB NAME : 5017-B POLYGON - D5Scale: 0.1722 OREGON GENERAL NOTES, unless otherwise noted: 111. <1J� 1.Bulder and eredbn contractor should be advised of al General Notes 1.this design based only upon the parameters chose and Is ler an Individual v. 1. Truss: D5 and Wamings before construction commences. building component.Appllcabllty of design parameters and proper 1�Q � y' 2p, 4 hs 2.2x4 compression web brearp must be Installed where shown.. incorporation or component is Sr.responsibility of the holding destgee, -7 1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom Mess bate d throughout lly theiraced al l�.., s h the restNlity of the erector.Additional m brad f P ntin ou s ea0 hino.crsuchas ply utiles brecad(TC) nd/their all(Bngth by `R R.i�y Spon permanent n9 o continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). (;• �+ DATE: 11/2/2015 the overall structure M the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. SE K 15 0 4 8 91 4.No bad should be applied to any or/mooned until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•: fasteners are complete end dt no time should any Pads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, design bade be applied to any component. end are for"dry Gond%Ion"of use. TRANS ID• LINK vti responsibility 8.Design assumes MI bearing at all supports shown.Shim or wedge lr EXPIRES: 12/31/2015 5.Com Trus hes no control over end assumes no res tell for the noose CI\f 1F1 CLL3 febntaatlen,handling,shipment and Installation at components. T.Design assumes adequate drainage la provided. November 3,2015 8.This design Is furnished subject to the limitations sat forth by 8.plates shag be located on both feces of huge,end placed so their center TPIANTCA In SCSI,copies of which wit be furnished upon request. lies 9.loDiess oinncidde size of tlwith Jointce tnterllinnes. MiTek USA,Inc./CompUTrus Software 7.6.6(1L)-E iN.For bask connector plate design values see ESR-7371,ESR-7988(Wok) 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) 264 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2093) 676 10-11=(-551) 2198 2-11=(-962) 176 3- 9=( 0) 0 11-12=(-479) 1896 11- 3=(-128) 566 2x9 DF STAND A LOADING 3- 5=(-1734) 693 12-13=(-582) 2252 11- 5=(-292) 157 LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 POE 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-208) 196 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT 6= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- B=(-558) 200 8- 9=(-2642) 721 8-13=( 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA ------ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1481V -141/ 141H 5.50" 2.37 ROOF ( 625) 35'- 3.3" -259/ 1981V 0/ OH 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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, 15-06-15 3-08-10 15-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( ff load duration factor=1.6, 6-10-08 6-05-04 2-03-01-10-01-10-09-03-03 6-05-04 7-03-09 Truss designed for wind loads f 1' f f f fin the plane of the truss only. 13-07-04 14-00 T 'r 4 6 f f 12 M-4x6 M-9x6 12 6.00 (7'. 3 M-3x4 5 Q 6.00 M-3x9 M-3x4 2 M-5x6 r.o li 8 rw w rn o A e ,0 Ya 1 ** 101 1 12 13 *sq o M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 �1 M-3x5(5) o l y y y 6-08-12 6-05-04 8-06-08 6-05-04 y 7-01-08 y � Pf� ��` l .1• 15-03=09 y 20-00 y ,, GIN.E % '/� 35-03-04 y 44../� ` , , 89200PE vt-- JOB NAME : 5017-B POLYGON - D6 Scale: 0.1722 4,00111°1111 •1~0/141 � './ WARNINGS: GENERAL NOTES, unless otherwise-rated _ /']+. Truss: D 6 1.Builder and erection contractor should be advised of all General Note. 1.This design Is based only upon the parameters Mown and Is loran individual OREGON ":et../ and Warnings before construction commences. building componentApplicability of design parameters and proper rre. ( 2.Dr4 compression nab bracing must be installed where shown+, incorporation of component la the responsibility of the building designer. t-, �'A. 3 Additional temporary bracing to bears stability dunng eenetnxtion 2.Design edetlassumes the top and uely unless Mbr to be latemny bread at '�} 7' ei a 4 Is the responsibility of the erector.Additional 7 ex.and et 1d o.c.respectively bndd throughout their length v 'Y DATE: 11/2/2015 permanent continuous sheathing py g(T)and/ordrywan(ec the overaA structure Is the reapenbblllty of the building designer. g etch as ng re aired in C ��.'�� S4, 4.Ne load Meoid be applied to anyg and4.2a Impact bndging or lateral bracing required where tshomhe ra+• E K 15 0 4 8 9 Z fasteners are complete and at ntime should until Wada all brad than s.Installation e nation°-hues is the are toondbRN or the respective contractor, TRANS I D• LINK design bads be. ied to an y greaterDesign.ao'do on homes are be ..d in a non-corrosive environment, applied y component. and are for condition"o/use. 5.CompuTrue hes no control over and assumes no reapeoelblllly for the 6.De5 cease assumes full bearing at all supports Mown.Swim or sedge If EXPIRES: 12/31/201 fabrication,handling,shipment and Installation of components, 7,Design assumes adequate drainage is provided e.This design Is famished subject to the limitations set forth by B.Plates shah be basted on both rads Ohne.and pieced so their center November 3,2015 TPINJFCA In SCSI,coplee of which von be furnished upon request. lines coincide with)einl center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate size of plate in inches. M.For basic connector plate design values see ESR-1311,ESA-7988(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=(-2510) 594 1- 9=(-406) 2134 2- 9=1-181) 184 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2291) 518 9-10=(-271) 1845 9- 3=( -17) 404 3- 4=(-1661) 457 10-11=(-289) 1867 3-10=(-644) 239 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-1661) 444 11- 7=(-422) 2227 10- 4=(-237) 1089 2x9 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 297 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 537 5-11=1 -14) 468 BC LATERAL SUPPORT <= 12"OC. CION. 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 RODE ( 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 = -0.119" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.291" @ 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" @ 34'- 9.7" 17-10 Design conforms to main windforce-resisting 17-05-04 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=9.2,BCDL=6.0, ASCE 7-10, ' ♦ ,1 .' 1' '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 9.0" 9 4'+f M-5x6(5) M-3x9 `•25" 3 5 Y(, M-1.5x3 /1\)11pop M-1.5x3 2 lei//1/ (n on o CD A a' 1, 4 10 '� 11 B o of 1*-M-9x9 M-3x4 M-5x8(S)0.25" M-�x4 M-3x6 0 • y '<(' O P R 0 `�'�' y y y l c3 GI NEED /0 8-09-08 8-07-12 8-07-12 9-02-04 y y ,," ph t^� p - ,/.0: y 35-03-04 1-06 � 892200 E: 1^" JOB NAME : 5017-B POLYGON - D7 • Seale, 0.1800 iry .. io WARNINGS: GENERAL NOTES, unless otherwise noted: i/'�r'}C/'2(^YAI M jc 1.Builder and erediun contfador should be advised of al General Notes 1.This design is based only upon the parameters Nov'and Is for an individual C)REGO�V l 'ki Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper ry 2.2x4 compreaaion web bradng must be Installed where shown*. Incorporation al component Is the responsibility of the budding designer. "0 .�y 14 2 4 3.Additional temporary bracing to insure stadia),during construction 2.Design assumes the lop end bottom unlchoess lensds o be laterely braced at V s t by is the rasponsiNllty of the eredor.Additional permanent bracing of 7 nBn and sheathing o n.respectively a vply unless braced throughout r dryeir all(B). �^�. continuous such as plywood eheathlrg(TC)end/or tlrywall(BC). 49.1R R'O-: DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown*e 4.No load should be applied to arty component until after al bracing and 4.Matagstlon of truss Is the responsibility of the respective contractor. SEQ.: K 15 0 4 8 9 3 fasteners are complete and at no time should any Nada greater than 5.Design sesames trusses ere to be used In a non-conosive environment, and are for^dry condelon"of use. design toads be applied to any nemponant TRANS ID: LINK 5.compuTrashasnocontroloversndassumesnoresponsibilityforthe 8.Desicos�awmesMtbearMgataNwpportashown.Shim orwsdgelf EXPIRES:12/31/2015 ry fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. November 3,201 5 B.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP6WICA In BIB),copies of which coil be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek LISA,Ina./CompuTrus Soflwafe 7.6.6(IL)-E to.For basic connector plate design values see ESR-1311,EER-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/Cil=1.00 TC: 2x4 KDDF #16BTR 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=1-259) 1899 10- 4=( -18) 475 WEBS: 2x9 KDDF STAND 3- 4=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=1-1694) 453 12- 8=(-916) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"OC. (100. 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. DL 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=1-270) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -293/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) ICONS. 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 = -0.019" @ -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 = -0.019" @ 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 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 g T 1' fsystem and components and cladding criteria. T f T T 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 I 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 in the plane of the truss only. M-5x6(5) ! M-5x6(5) 3.114 ,44, 0.25" 0.25" 4 6 > 5x3f \ A5X3 m no v' _ O 1 RE1� ma 10 ma 11 M-3x6 M-3x4 17.25" M-3x4 M-3x6 B o M-5x6(S)o o �cD PROF. t.l y y 1 ��� [` 6iNE�,.'fo 9-02-04 8-07-12 8-07-12 9-02-04 l 45 I, l l 1-06 35-08 r�(�y�y�j 1-06 `. :9200 E �C' JOB NAME : 5017-B POLYGON - D8 Scale: 0.1680 On ,,,41111" WARNINGS: GENERAL NOTES, uHess otherwise noted i -47.7 1. Truss: D 8 1.Builder and erection contractor Mould be advised of all General Notea I.This design is based only upon the parameters shown and is for an individual OREGON and Warnings babe construction commences building component.Applicability of design parameters end proper .. [. 2.A4 compression web bradng must be inslstbd where shown Incorporation of component is the responsibility of the building designer. �,eO 11 - 14a �Ty `^'4 temporary bracing stability g conahuntlon 2.Design assumes the lop ash bottom chords to be latera braced el ,7 ,, �"'�`• 3.Add8lonsl tem bract to Insure Nabil during laterally Is the responsibility of the erector.Additional permanent bracing al 2'o.c.end at 70'a.c.respectively unlace braced throughout their length by verall structureIs Ina responslblity of the building designer. 2enilnuous sheathing such as plywood required where sheathing(TC)and/or drywaNBC). 44%7P `a.s R 1I-` 3.2x Impact bridging or lateral bracing Mown a• J"f V DATE: 11/2/2015 the o SEQ.: K 15 0 4 8 9 4 4.No load should be applied to any component until eller ail bracing and 4.Installation of buss Is the reaponalbillty of the respective centred°, fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be eppllsd In any nantpanent and are ten dry nenditlen'of use. 5.CompuTrushas nocontrol over and assumesnoresponsibliyfor the 6.DesignaswmeshitbeanngaieMsupportsMown.Shimorwedpelf EXPIRES: 12/31/2015 febrtcatien,handling,shipment end Installation or components. necessary. 7.6.This design is furnished subject to the limitations set forth by 8.Pees shall be locaassumes ted onbothequateinafacesiotrrusls,eand placed sotheir center November 3,2015 TPINVTCA in BC51,copies of which will be fumlehed upon request. lines coindds with Joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.Forbesic connector plate design values see E519-1311,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=1 0) 76 2-14=(-1563) 4468 14- 3=1 -450) 1450 11-21=(0) 246 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5078) 1849 14-15=(-1359) 3844 3-15=(-1167) 418 WEBS: 2x4 KDDF STAND 3- 4=(-3049) 1214 15-16=1 -981) 2686 15- 4=( -3) 320 LOADING 4- 5=(-2496) 1160 16-18=1 -877) 2227 4-16=1 -584) 149 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1717) 622 17-19=1 -36) 93 16- 5=1 -59) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1 -579) 604 19-20=1 -785) 2044 16- 6=( -257) 47 TOTAL LOAD = 42.0 PSF 6- 8=(-1750) 623 20-21=1 -865) 2295 6-18=1 -55) 266 7- 9=( -469) 611 21-12=1 -863) 2298 17-18=1 0) 81 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8-10=(-1486) 533 18-19=1 -754) 1965 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=1 -581) 602 18- 8=1 -143) 384 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2257) 1058 19- 8=1 -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=1-2692) 1039 8-20=1 -323) 89 OVERHANGS: 18.0" 18.0" 12-13=( 0) 76 10-20=1 0) 475 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20-11=1 -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" -478/ 1669V 0/ OH 5.50" 2.67 KDDF Unbalanced live loads have been considered for this design. ** For hanger specs. - See approved plans ICOND. 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 = 0.198" @ 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" 1' j' .( 1' 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 4-05-12 2-03-0 0-11-15 5-05-04 MAX HORIZ. LL DEFL = 0.113" @ 35'- 2.5" 1 1 1 1 1 1 T--f T 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 M-3x4 7-. ,r- Q 6.00 system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 I B I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N ` load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads 4 M-3x4 in the plane of the truss only. M-3x6 . ,y- 3 . , M-3x8 /T - -- ��. . o .. . Allk•' �r 19 M-3x4 M-3x80 1817 19 20 21 `1\ 1 M-5x8 o ld-1.5x3 `n M-7x8 0.25 M-1.5x3 M-3x6 0 M-3x4+ M-5x8 a 3.75 M-3x4+ M-5x8(S) 12 ) ) ) ) ) ) ) ) ) kOoPR(Fes y y 05-08 4-05-12 9-07-08 2-00-y 9-11-10 5-06-10 s-os-o4 6-01-08 y y \"��-rL�GINE t1,.�.,,yrf" 1-0e-o5-08 10-11-12 22-02-12 1-06 ,C3' (p�ty^^��ryy'�rr''t�h�}t'.� ',{r�... 35-08 8920OPE E. r" JOB NAME : 5017-B POLYGON - D9 Scale: 0.1433. CC BuildeWARNINGSr GENERALisdesign unless eotherwise the ate RE(3Oyu' *, ), 1.Builder antl median contredor should be advised of all General Notes 1.This dasipn Is based only upon the parameters shown and is for an individual fl V'V V' ^G( ille Truss: D9 and Warnings before construction commences building component Applicability or design parameters and proper [� 2.2N compression web bracing must be Installed where shown a. incorporation of component is the responsibility of the building designer. V4)k. 1:42. ,. - 3.AddlBonal temporary bracing to Insure stability during canstrucllon 2.Design assumese n,tap and bottom ciroMato be lalerelty braced el 1 lathe responsibility of the erector.Additional permanent brad" f i. T se,and at 10'a,c,such ci respectively unless braced throughout their length by rAy/,, aa...s sport g o continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). "/t^y.�RI��,..' DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradip required where shown•+ r SEQ.: K 15 0 4 8 9 5 4,No Toed should be applied to any component until alter al bredng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component, and Design .comes full bearing g asssupportswedge �(I'�) [ r�(�] r7 5.CompuTrus has no control over and assumes no responsibility for the 6.Desico hal bead" t 0Mown.Shim or wed it EXPIRES:12`/31/2015 Geary, fabrication, furnishedn,handling,shipment and installation of components, 7.Design assumes adequate drainage Is provided. November 3,2015 6,Thisbs design n furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center TPIPMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Int./CompuTrua Software 7,6.7)1L)-E 10.Far 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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #166TR SPACED 29.0" O.C. 1- 2=( O) 76 2-14=(-1052) 4460 14- 3=( -291) 1448 20-11=(-409) 142 WEBS: 2x4 KDDF STAND 2- 3=(-5070) 1274 19-15=( -917) 3837 3-15=(-1153) 311 11-21=( O) 246 3- 4=(-3053) 839 15-16=( -628) 2692 15- 4=( 0) 319 LOADING 4- 5=(-2489) 781 16-18=( -577) 2335 4-16=( -609) 171 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. 110N. 5- 6=(-2763) 728 17-19=( -27) 102 16- 5=( -248) 894 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 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8-10=(-1933) 677 21-12=( -597) 2306 17-18=( 0) 81 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19-) -543) 2157 10-11=(-2297) 718 18- 8=( -59) 178 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2699) 732 19- 8=( -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" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 10-20=( -113) 647 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA ** For hangerspecs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) p 0'- 0.0" -340/ 1669V -138/ 138H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -340/ 1669V 0/ 0H 5.50" 2.67 KDDF ( 625) [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" 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" ()-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 1-08-12' 4-08-11 2-11-152 03-03 5-05-04 6-03-04 T T T T TT T T T T T Design conforms to main windforce-resisting 12-00 12-00 ,( system and components and cladding criteria. 12 M-3304 12 Wind: 140 _ 7-10, 9 6.00 M-4x65 M-3x8 M-4x6 Q 6.00 (All mHeights),1Enclosed,9Catg2DLExpOB ASCENFRE(Di r), 6 e 0 load duration factor=1.6, End vertical(s) are exposed to wind, M-3X9 Truss designed for wind loads 9 M-3x4 in the plane of the truss only. -144N. M-3x6 3 fn M-3X8 c P .!r 1j 15 18-0a�411011L,_. O M-5x8 M-3x9 M-3x8 o 17 "^ •rt=t\ d, o I n't 19 2021 ; 3 o M-1.5x3 M-7x8 0.25" M-1.5x3 M-3x6 0 M-3x4+ M-5x8 0 d 3.75 M-3x4+ M-5x8(S) • 12 J. J. J. l J. J. y EQ PROF Lil y y 05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 y 6-01-08 y � � l 1-02-05-08 10-11-12 22-02-12 1-06 \ "c'" .E `':, 0. l ti Lf��r%��vy�ry pp'T 35-08 :72O P c- JOB NAME : 5017-B POLYGON - D10 :; /,,�'' Scale: 0.1433 '-'�� WARNINGS: GENERAL NOTES, unless otherwise noted f 'CrTruss: D 10 1.Builder and erection contractor should be advised of al General Notes i.This design is based only upon the parameters shown and is for an individual 7 OREGON R EGOk 1 j*K' and Wamings before construction commences. building component Applicability of design parameters end proper Vf7G 1,.1LJIV Aye/ 2 2a4 compression web bndng must be Installed where shown+, incorporation of componeSie me responsibility of the building designer. 'O t/"' 2,0 " 3.Additional temporary bracing to insure stability during oonWuction 2.Design assumes the top and bottom chorda to be laterally braced et 7 1 Is the responsibility at me erector.Additional permanent bradng of 2'o.c.end at ig o.c.rospactNaty unless braced throughout their length by // �`•. 4 eves DATE: 11/2/2015 the overall structure is the responsibally of the building designer. continuous ridging or such as plywood required et where s and/or tlrywell(BC). C �. �� 3.2s Impact bridging or afetal bracing requirhe where shown SEQ.: 515048 9 6 4.Na load should be applied to any component until after Cl bredng and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete end al no time should any loads greater than 5.Design assumes busses are to be used ins noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"try condition"of use. 5.CompuTms has no control over and assumes no responsibility for tM 8.Des ign saunas full bearing Cl all supports Mown.Shim or wedge if hbricallon,handling,shipment end matelatlon of components. 7.Design a mistimes adequate drainage is prodded. EXPIRES: 12/31/2015 O.This deetgn I.furnished subject to the limitations set forth by 8.Plates shallbe located on both faces of truss,end placed so their center November 3,2015 TFW I'1CA in SCSI,copies of which wil be furnished upon request. Anes coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E B.Digits mdicete size of plate in inches. 70.For basic connector plate design cakes see ESR-1711,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF NBTR1- 2=( 0) 76 2-11=(-969) 4961 11- 3=( -265) 1448 16- 7=(-147) 150 1LOAD DURATION INCREASE O = 1.15.C. 2- 3=(-5071) 1108 11-12=(-846) 3838 3-12=(-1159) 306 7-17=(-952) 128 BC: 2x4 KDDF ST&NDR SPACEDAIED 29.0" 0 3- 4=(-3059) 699 12-13=(-549) 2693 12- 4=1 0) 319 8-17=(-116) 699 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-2990) 628 13-15=(-924) 2336 9-13=( -609) 190 17- 9=(-917) 162 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2169) 598 14-16=( -20) 102 13- 5=( -199) 899 9-18=( 0) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2330) 638 16-17=(-908) 2295 13- 6=( -506) 170 TOTAL LOAD = 42.0 PSF 7- 8=1-1935) 543 17-18=(-468) 2308 6-15=( -18) 239 8- 9=(-2249) 568 18-10=(-466) 2311 14-15=( 0) 81 LL = 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=( -391) 2158 NOTE: 2T9 OPACIOR AT EASOC UON. FOR 15- 7=( -35) 159 ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL 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 DS P SC LIOE LOAD. REP 0'- 0.0" -270/ 1675V -125/ 134H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- B.0" -204/ 1498V 0/ OH 5.50" 2.90 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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=l.6, 11-11-11 End vertical(s) are exposed to wind, 11-11-11 11-08-10T ,f Truss designed forwind loads 2-07-09 9-05-12 4-05-12 2-00-04 5-01-06 5-09-14 5-05-04 6-01-08 in the plane of the truss only. ffffiffff 12 12 M-4x6 6.00 M-4x6 M-3x9 M-3x8 .S36.00 f6 7 At M-3x9 M-3x9 0 o M-3x6 o m ,,.1 M-3x8 of o o d, !�� 1 M-5x8 M-3x9 M-3x80 1519 -16 17 18 **10 o ^� 0.25" M-1.5x3 M-3x6 I to o M-3x4+ 3x4+ o M-1.5x3 M-7x8 0 M-5x8 M-5x8(5) 12 3.75 _ � O PRQFes y y y y 5� �rj,iNE - f' J, y y y y 1-062-05-082-07-09 9-05-12 10-11-12-12 2-00-0� 5-01-06 5-04-14 5-05-04 6-01-08 y .jam �i -' ,�� 22-02-12 y . 89200PE r' J• 35-0B Jr-o00": JOB NAME : 5017-B POLYGON - D11 -I...7- ..401 : 77 Scale: 0.1593 -51G OREGON , .cam WARNINGS: GENERAL NOTES, u4ess otherwise noted ,�} {� t Builder and erection contractor should be edoNed of all General Notes 1.ills design Is based only upon the parameters shown and b for an Individual au"' e 7 y�{ 2•w `'" Truss• D 11 and Warnings before construction commences. building component Applicability of design parameters and proper �/ ♦ 1 4 s 2.Ss4 compression web bracing mud be Installed where Mown+. Incorporation of component Is the responsibility of the building designer. ,,9 �� 3.Additional temporary bracing to Insure stabilfty during construction 2.DeAgn assumes the top end hotiom d,arde la be laterally braced st �I T Deas end al 1 G secs respectively uNesa braced throughout their length by lathe responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the oversN structure le the responsibility of the building designer. A 2r lmpad bridging or lateral bredng required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor.SEQ.: K 15 0 4 8 9 7 fasteners are compete and at no time Should any wads greater than 5.Design anuses trusses are to be used in a non-corrosive environment EXPIRES:12/31/2015 and are for"dry condition"of use. TRANS ID• LINK design loads bespaced toany component. 6.Design assumes hASpring atall supports shovm.Shim orwedgeil November 3,2015 5.CompuTma has no control over and assumes no responsibility forme necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the llmpetions set forth by 8.Plates atessAshelll bbe�h lea on both fhl faces of trues,and paced as their center TPUWICA M SCSI,copes of which will Na furnished upon request. 9.DION Indicate sizejof pbte In Inches. MiTek USA.Inc./CompuTrus Software+7.6.6-SP2(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS. TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF Nib BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF t)168TR 1- 2=( 0) 76 2-13=(-1325) 4578 13- 3=( -374) 1482 10-19=(-170) 817 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=1-5185) 1510 13-14=1-1154) 3940 3-14=(-1241) 456 19-11=( -18) 131 2x4 KDDF WlumTR A LOADING 3- 4=(-3059) 900 14-16=(-1037) 3871 14- 9=( -164) 945 4- 5=( 0) 0 15-17=( -51) 192 14- 6=(-1329) 411 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.1 PSF 4- 6=(-2713) 849 17-18=( -873) 3425 6-16=( 0) 286 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=( 0) 79 BC LATERAL SUPPORT 0= 12"OC. SON. TOTAL LOAD = 42.0 PSF 7- 8=(-3088) 958 19-12=( -657) 2262 16-17=( -821) 3247 LL = 25 PSF Ground Snow (Pg) 9-10=(-2235) 7009 16- 7=( -185) 502 ow NOTE: 2x9 BRACING AT 24"OC UON. FOR ( 0) 17- 7=( -294) 171 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2550) 760 7-18=( -436) 80 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 1OPSF LIVE LOAD. TOP BCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG 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) ** For hanger specs. - See approved plans 35'- 8.0" -243/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) 1COND. 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, TCDL=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, f fTruss designed for wind loads 2-07-04 4-11-08 2-04-15 3-07-05 5-01-04 4-08-08 2-03-0T-04-15 3-07 3-11-12 in the plane of the truss only. .f 4 1 4 'f T 4 T T T r 2 2 6.00 M-5x6 M-5x8(2) A. M-4x6 M-6x5 0. 25" M-8x4 ti6.00 1 0 M-3x8 + M-1.5x3 I "' mo M-3x10 00 c /e __= FOri A f-f� a, !�'= 1 M-6x8 14 16.0........-- - o oo M-3x9+ M-3x8 0 15 17 18 19 * 12 o o M-3x4+ o M-1,5x3 M-3x10 0.25" M-3x8 M-3x6 1 ... :13.75 M-5x10 M-5x6(S) o 12 J. J. , y ,9 l l l -c, , p Ods J. ,L-07-0y 9-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 'Co' .,.\�r�kf.� 9• C7/� y l 1-062-05-08 10-11-12 22-02-12 y .4./ ' L� 35-08 $ Vt-E � JOB NAME : 5017-B POLYGON - D12 �4 ,0 Scale: 0.1597 40OREGON y'y., WARNINGS. OENERALNOTES, .Neasolherwisenoted' // ,L,OREGON /4`'C',. Truss: D 12 1.Builder and erection contractor should be advised of ail General Notes i.The design is based only upon the parameters shown end is for an individual aJ'' v and Warnings before construction commences building componentApplicability of design parameters and proper �yv� -7,/' Yf�� �� 2 2e4 compression web bracing must be installed where shown+. incorporation of component Is Me responsibility of the building designer. V y f+ • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterapy braced at /Ry/_ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and et 10'o.c.respectivaty unless bated throughout their length by "` E'"3 1 �,,, DATE: 11/3/2015 the overall structure Is the responsibility of the building dealener. continuous sheathing such as plywood sheathing(TC)and/or drywag(Bc). fl 4 3.2a Impact bridging or lateral bracing required where shown r o SEQ.: 1015 0 4 8 9 8 4.Na bell Mould be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectbe contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes to sees are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 8.Design EXPIRES:1 /31/2015 5.CompuTrus has no control over and assumes no responsibility for the eoeaee ssumea Nil bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design ssuoss edeq"ate drainage is provided. November 3,2015 8.This design is furnished subject to the(imitations sat forth by 8.Plates shall be located on both faces of trust,and placed so their center TPNNrCA In BENI,copies of which will be furnished upon request. Ines coincide with joint center lines. g ine in MITek USA,Inc./CompuTrus Software+7,6.6-SP2(1L)-E 10.FForlts basic e connectorsbe fpetdesiignvaluesseeESR- Pia g 7311,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/C9=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 - 1- 2=( 0) 76 2-11=(-1130) 4578 11- 3=) -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5185) 1273 11-12=( -986) 3940 3-12=(-1241) 452 7-17=(-1065) 286 3- 4=(-3059) 710 12-14=( -826) 3871 12- 4=( -138) 945 8-17=( -152) 817 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2713) 685 13-15=( -42) 192 12- 5=(-1329) 367 17- 9=( -21) 131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 254 KDDF #166TR A 5- 6=(-3843) 963 15-16=( -711) 3425 5-14=( 0) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3088) 788 16-17=( -641) 3060 13-14=( 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2235) 573 17-10=( -542) 2262 14-15=( -668) 3247 8- 9=(-2550) 608 14- 6=( -130) 502 LL = 25 PIF Ground Snow (Pg) 9-10=(-2658) 659 15- 6=) -294) 161 _____________ _____ ____ 6-16=( -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 IOPSF 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 o c 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 f� 3-07 3-11-12 q q 4 4 4 4 lz 12 M-5x8(S) Q6.0S 6.00 M-5x6 M-3x9 M-4x6 M-3x5 0.25" M-1.5x3 r1 1 M-3x8 o o, M-3x10 ___ 14• 43 ^� `l tCr ��' 1 M-6x8 M-3x8 0 13 is 16 17 `n oI 2 M-3x4+ , M-1.5x3 M-3x10 0.25" M-3x8 M-3x610 of o to M-3x4+ o M-5x10 M-5x6(S) 12 3.75 12 �f1. ,.D P `VF' , y y y y y y y y .„Cp . N INE , r0 J, y y-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 44.1 1-062-05-08 10-11-12 22-02-12 y 4•C • l 89200PE -'"" 35-08 JOB NAME : 5017-B POLYGON - D13 •Scale: 0.1616 i' OREGON 4. Ct- WARNINGS: GENERAL NOTES, unteupon the ss noted ,,1 {^� Yom, 1.This designbased onlythe t shown and la for an IntllWduel �/� _T y A s •V�µ"'" A. 7.ander and erectiona construction shouldsen be noes of a4 General Notes Is upon parameters `✓ i W 4 Truss: D13 and Warnings before consinrcea commences. bodpgcomponentpcnent is Applicability responsibility parametersand prop, 2.2c4 compression web bredrg moat be Installed where shown+. incorporation a component b the m chords kr a the building designer. mpro 2.Design assumes the Inti and bottom chot ) be laterally breeetl sl ,'fri �f9. ��,,:, Via 3.Additional temporary bracing to insure stability during construction T o.c.end at 1G o.c..aspectNety unless braced throughout their bngih by 1�f '.. le the responsibility of the erector.Additional permanent tensing of continuous sheathing a sh as plywood ehealhing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bddging or lateral bradng required where shown++ S E K 15 0 4 8 9 9 4.No bed.heuld be applied to any component until eller all brodng and 4.Installation of Swale the responsibility of the respective contractor. Q• fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in.non-corrosive environment EXPIRES:12/31/2015 . eel bads be led too nt, and are kr"dry furl Aon'of use. TRANS ID LINK tin no any H.Design assumes�Ib»erngataoeuppodeshown.Shim orwedge u November 3,2015 5.CompuTme has control over and aswmes no responsibility for the awry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limnetbns set forth by 8.Plates shall be Beebe on both faces of truss,end placed so their center TPIANICA In SCSI.copies of which Mn be furnished upon request. tines coincide with joint center lines. 9.Digits Indicate lire of plate In inches. Wee USA,Inc./CofnpuTrus Software+7.6.6SP2(1L)-E /O.For basic connector pale design values see ESR-1311,ESR-1980(MITek) -I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF WOEHTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 76 2-11=(-3179) 8910 11- 3=( -932) 2860 16- 7=( -862) 589 BC: 2x4 KDDF #16BTR 2- 3=(-10108) 3486 11-12=(-2756) 7679 3-12=(-1188) 314 7-17=(-1428) 572 WEBS: 2x9 KDDF STAND; LOADING 2x4 ROOF #15BTR A 3- 4=( -7138) 2664 12-13=1-3776) 9582 12- 9=( -746) 2224 17- 8=1 -126) 854 LL = 25 PSF Ground Snow (Pg) 4- 5=1 -6370) 2914 13-15=1-4672) 11628 12- 5=1-3670) 1600 8-18=1-3398) 1912 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=1 -9748) 3868 14-16=) -378) 936 5-13=( -364) 1214 18- 9=( -492) 1812 TC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- G.0" TO 35'- 8.0" V 6- 7=1-11386) 4628 16-17=(-3882) 9624 13- 6=(-2170) 996 9-19=1-5682) 2354 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- O.0" TO 35'- 8.0" V 7- 8=1 -8346) 3438 17-18=1-3356) 8254 6-15=( -79) 504 19-10=) -300) 220 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-1- 0=) -5230) 2168 18-19=1-2068) 5038 15-16=( 0) 118 NOTE: 2x9 BRACING AT 24"OC UON. FOR 15-16=(-3500) 8708 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL 15- 7=( -778) 1959 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 3EING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP O'- 0.0" -1054/ 3101v -53/ 117H 5.50" 4.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3009V 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed= 0.150" 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" Scin 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed= 0.200" 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.Ift, 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. 5-11-11 29-08-05 2-07-M4-11-089-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 T 1" 432"# 1 1' '( 1 1' 1 12 6.00 G,' M-5x8 M-5x8(5) M-3x6 M-3x9 0.25" M-3x6 M-3x6 M-3x8 M-1.5x3 i0 tea, M-3x8 /�/ o rh o --- b1-5x812 M-3ii r' 14 o of 0 M-3x4+ I M-11$x3 M-9$40 0 25;7 M-3 §;6 M-3x89 -''r4M-3x4+M-3x10 0 M-7x12 ...G13.75 M1880-5x16(5) r GV^ P r �� 12 y y y y y y y y j3'\CC GI► E� ) y 2y07- .).' 084-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 � y 1-2605-08 10-11-12 22-02-12 y `" y, 4. - _.... -08 .n+' JOB NAME: 5017-B POLYGON D14 tom, Scale: 0.1099 110 Cr - WARNINGS: GENERAL NOTES celess otherwise noted '37 OREGON yam" .�ff.... Truss: 014 1.Bclde,and erection coniradorshould beadvised stalGeneral Notes 1.This design baseMy apse the parameter.cRone sod roranlrdlvldual ,�y [+� ht and Warnings before construction commences. bulldog po A.pllcabl0y"(design parameters and proper ✓� 7" 1 4 y 2 y� � 2.204 compression web bracing must be installed wAers shown*. Incorporation f pner,is the responsibility or the building designer. C+ 3 Additional temporary bracing to Insure stabduring construction 2 Design W the1'pard bottom chords to be kleratiy braced et 4,,y' R V'- Ie the responsibility of the erector Additional permanent bracing of Y o cand t 10 apectwety unless braced throughout their length by 9' DATE: 11/3/2015 the overall structure Is me responsibility or the building designer. continuous eheatht g awl/as plywood sheet shores)and/or drywall(Bc). 4.No load should be applied la an 4.2s Impact bridging i0s!steres po sing iyof required where shown co t SEQ. : K 15 0 4 9 0 0 pW e y component until after all bracing end 4.Installation of truss k fee responsibity of the respective contractor. faslenem are complete and at no time should any bads greater than 5.Design assumes dunce are to be used inn non-corrosive environment. EXPIRES: vV(]D pp !� q TRANS ID: LINK deHga bads be applied to any component. and are for"dry co.lehlon"of use. GTFIfl�a3:'12/3112015 G CampuTrua has no control over and assumes no responsibility ler the e.Dealgn assumes fu'n bearing et tip supporta shown.Shim or wedge if fabrication.handling,shipment and installation of components. 7,pasl9�eeumea adequate drelnag la provided. November 3,2015 6.This design is furnished subject to Me limitations set forth by 8.Plates shall be located or:both faces of truss,and placed so their center TPINVICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./Compnlrus Softxa(e*7.B.6SP2(1L}E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1371,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-4685) 1604 1-10=(-1402) 4140 10- 2=( -558) 1745 6-15=(-1734) 687 2x6 KDDF #18BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4140) 1448 10-11=(-2367) 6584 10- 3=(-2827) 1116 15- 7=) -354) 1217 3- 4=(-6816) 2481 11-12=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 BC: 2x4 KDDF SS LOADING 4- 5=(-8431) 3098 12-13=(-3264) 8944 11- 4=(-1734) 687 16- 8=( -558) 1745 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 5- 6=(-8431) 3098 13-14=(-3264) 8944 4-12=( -122) 606 TC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=(-6816) 2481 14-15=(-3029) 8315 12- 5=( -585) 241 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 7- 8=(-4140) 1448 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) 1604 16- 9=(-1402) 4140 5-15-14=( -122) 606 BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V gEAAING MAX VERT MAX NORZ BRG REQUIRED BRG AREA TC CONC LL( 92.8)+01( 26.0)= 118.8 LBS @ 3'- 11.0" ALL FLAT TOP CHORD AREAS NOT SHEATHEDLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 92.8)+01( 26.0)= 118.8 LBS ? 19'- 11.0" 0'- 9.5" -788/ 2469V -28/ 28H 5.50" 3.95 KDDF ( 625) O 23'- 9.5" -788/ 2469V 0/ OH 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:l,3,7,9-10,16 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NGT BEING MET. JT 1, 9: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOPICON D. 2: Design checked for net(-5 pet) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.374" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.744" @ 11'- 10.7" Allowed = 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 4.0" MAX HORIZ. TL DEFL= 0.122" @ 23'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 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 I 41 1' 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 4 4 +118,808 4 '' 4 1' '1 0.804 12 12 Q6.00 6.00 1;7' M-4x10 M-4x10 M-3x6 M-3x8 M-3x6 f a a 5 6 7 u, p" }1y MI T2MINNif �1`i o "111111111111111111 r) 0 1- 10 11 121J 14 15 16 O I M-3x6 M-3x4 0.25" M-3x4 M-3x6 o 0 M1805-7x14(0) y 3-03-04 y 2-10-08 y 2-10-08 y 2-10-08 y 2-10-08 y 2-10-08 y 2-10-08 y 3-03-04 1 \�� �6 p E - /;-1 y wG2. p 17 C� y 23-09-08 4 89200 E r JOB NAME : 5017-B POLYGON - Cl 44, Scale: 0.2737 410 a_ uMaea etherwlsemeed -si, fie OREGON .. 4✓ t Balder a GENERAL N n Isb, * 2-C) jr 7.an W end erection conlredor Moura be advised of ail General Notes 1.This design Is based only upon the parameters fere Mown and Is for an Individual <6 - Y 14 V Truss: Cl and Weminge before constNclbn commences. Incorpbuildinoration 0Applas llty of design parameters and proper 2.944 compression web bredng must be Installed where shown+, Incorporation a component Is the reepondbplty of the allybuildingbra designer. A+�`�s 3.Additional tem bracing to Insure stability duan strudkh 2.Oesign assumes the lop and bottom Mohs to be teu9hy braced at ,e�R10-. temporary 9 con 7 o.c.and at 117 o,c,respeclNety unless braced throughout theft bnglh by I-1 Is the responsibility of the erector.Additional permanent tuning of continuous sheathing such as plywood sheathing(7C)and/or drpeeN(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.Ds Impact bridging:,r lateral bredng required where shown++ SE K 15 0 4 9 O 1 4.No load should be applied m any component unlit after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. 12/31/2015 q ( 4 Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. EXPIRES:.:I G!31IG 41 1 design bads be applied to any component. and ere far"dry full A les n'of use. TRANS ID: LINK pone B.Dealgneawmeehale••rmgmau.apponeMawn.Shim arweag.a November 3,2015 5.CompuTrue Ma m control over and assumes no responsibility ler the ssary. fabdeation,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIIVICA In SCSI.copies of which will be famished upon request. S.Inca oincide with loam of le ter lines. DigitMITek USA,Ino./Compnlrns Software+7,6.6-SP2)OL}E W.For basic connector plate design values sea 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-Rrp 2- 3=(-16455) 4395 11-12=( -6666) 25290 11- 3=(-12621) 3372 7-17=(-10482) 2877 BC: 2x4 CF 2400F 3- 4=(-26625) 7086 12-13=( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x9 KDDF #1aBTR 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=( -960) 4287 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" 00 4'- 0.08-V7-(-26232) 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0 0.0 23'- 3.07-V8=(-17811) 4683 16-17=( -6606) 25146 14- 5=) -528) 2640 TC SNIP LL( 50.0)+DL( 14.0)- 64.0 PLF 23'- 3.0' TO 27'- 3.06-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.':•' TO. 27'- 3.09-Y0=( 0) 75 15- 6=( -993) 4398 BC UNIF LL( 425.0)+51( 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 @ - 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) H, ( 3 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" 0'- 0.0" -2438/ 9326V -48/ 38H 5.50" 13.92 DF ( 670) Attach 3 ply with 3"x.131 DIA GUN 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17,93 DF ( 670) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '�"' 9" cc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 top chords, S" c in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOO 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 gpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 4 41289' ' 'f ''- 4128# i 12 12 6.55 17M-5x8 M-7x8 .,6.00 M-6x8 M-3x10 M-3x8 M-3x10 =M-6x6 2 3 4 5 6 7 8 M-5x12 m111 i\ Ni 01 - p 1 11 • 12 13 `• 14 15 1'c 17 ��C o �� I M-5x8" M-7x8 0.25" M-3x6 M-4x6 M-Sx�M-6x6 o - l y293351 ASH5-9y 18(S) y l l y 1 0 ��J ‘4G,1ll i 4-00 2-01-12 3-09-12 3-08 3-08 3-09-12 2-01-12 4-00 ;-y ''<C/ y 89200PE SI-- 27-03 1-06 JOB NAME: 5017-B POLYGON - El ;,, 1.1111'r „ 4OP,f Scale: 0.1553 10OREGON A+. WARNINGS: GENERAL NOTES, aNs otherwise noted: -33....- �,�yy O ,EGv.JN w, `1 Truss E I I.Builder and erection contractor should be advised of all General Notes 1.This design ie bawd only'p theparameters shown end Is for en individualSO !�-A L. s 2:('' V.s q and Warnings before construction commence.. building component.Applicability rtl ign parameters end proper _7 "i1�• 2.2x4 compression web bracing must be Installed where shown+ incorporation of compcner.1Is the responsibility of the building designer. 3.Ad48:nal temporary bracing to Insure stability duringee elmcllon 2 Design..comes the lop and bottom chords to De latereily braced al M '. .. R RIO- Is the responsibility of the erector.Additional permanent bracing or 2 o c.and at 10 a c reach plywood rssd s brecotl throughout their eeu(B by 4: DATE: 11/3/2015 the overall structure Is the responsibility continuous sheathing such as plywood sheet where and/or drywall(BC). of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K]5 0 4 9 0 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used ins non-corrosive environment. EXPIRES:.12j31 l2D15 TRANS I D: LINK design bads be applied to any component and are for"dry condition"of use. 6.Co,npuTrushas nocontrol over and assumes noresponsibility tor the 6.Design assumes Mllbearing ataA.upponwn aaha .Snimorwedgelf November 3,2015 fabrication.handling,ehlpmenl and installation of components. neceesery. 8.This design Is furnished subject to the tInBatiens set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed so their center T?bWICA In SCSI.copies of which will be furnished upon request. Ones coincide with joint center Anes 9.Digits indicate sin of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) v • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 RIDE' #168TR 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 PEE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92,0 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 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked fox net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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" 1 ' 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 17.. MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, 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 o in the plane of the truss only. 0 I rn r-1 O rn em 1 2 11111. _ ��4 M-3x4 1 l 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,9 E 61 co v4CAIN /0 144- 8920OPE mss' JOB NAME : 5017-B POLYGON - EJ1we , �(� ",,'111(6----Z----, Scale:Scale: 0.6861 s'''� -- WARNINGS: GENERAL NOTES, 1nless otherwise noted '/ OREGON )v.", 1.BURder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual N 'Y./ Truss: E J 1 and Weminge before construction commences. building component.Applicability of design peremetem and proper L. �ytn +,„ 2.2a4 compreedo wpb bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. /aO T'' 14 \,a 4 3.Additional temporary bracing to Insure stability during conelmcibn 2 Design assumes the tap and bottom chords to be laterally braced at s Ti' Is the responalbilty of the are dor.Additional permanent Wising of 2 ntinc.end sheathingt 1hin rsuch as ply unless braced throughout r dry sii)B).by `_ continuous gigosuch b acwg re aired ere and/or drywaN(BC). RIO- DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. J.2a Impact bridging or lateral bracing required where shown 0� SEQ. : K 15 0 4 9 0 3 4.No bed should be applied to erg component antl after all bracing and 4.Installation of Wes Is the reeponsibiRty of the respective contractor. !wieners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5,CompuTmehas nocontrol over and aminesnoresponsibility brthe 8.Designa�wmeshillbeannpalsNwppodsshown.ShimorwedgeIf EXPIRES:12/31/2015 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 limitation set forth by 8.pates shall be located on both faces of Owe,and pieced so their center TPIVITUA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center tines. 9.Digits indicate sae of plate In Inches. MiEek USA,Inc./Compel-rue Software 7.6.6(1L)-E 19.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) 1 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: 254 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=(-131) 93 1-4=(0) BC: 2x4 KDDF kl&BTR SPACED 24.0" D.C. 2-3=( -63) 26 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 PS? BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -23/ 237V -30/ 1191i 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 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.397" 2 3 MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 6.00 MAX HORIZ. LL DEFL = -0.001" @ B'- 2.0" MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load uration �,' Trussddesignedffor owind6loads a in the plane of the truss only. m N CD O f PIAO 110E21 4► M-3x4 l 1 y 6-00 2-02-12 ('�{'� !PROVIDE FULL BEARING;Jts:1,4,2,3 cD I-fl � :9200PE JOB NAME : 5017-B POLYGON - ADJ1 Scale: 0.5559 irow NERAL WARNINGS: O.misdesi design unuonhanoted: �� OREGON �j'�. Truss: ADJ1 1.Builder s before contractor should omm advised of all General Notes 1.mlding o la based only upon the parameters esignpr mews and is for an individual An. ' and VJaminge Debre consirudlon commences. building componentApplkabllAy of design parameters and proper �, 2.Za4 compression web bradng mut be installed where shown•, Incorporation of component Is the responsibility or the building designer. �O '41 k 4 v 2 3 Additional temporary bracing to insure stability during construdlon 2.Design assumes the top end bodom Words to be throughout braced et V � Is the responsibility of the eredor.Additional permanent bradng of Y o c and at 10'se o c respectively anises braced IhrouphoW their length by DATE: 11/2/2015 the overal shudure Is me responsibility of the building designer. continuous0sheathing such b adng replywood air a where and/or drywaN(BC). a i 3.2s impact bridging or lateral bradng required where shown a 41r SEQ. : K150 4 9 0 4 4.Na bad should be applied to any component unity after all bracing and 4.Installation of Iniac Is the responsibility of the roapedNe contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design pads be applied to any component. and an for"dry condition.'of ace. 6.Com Trus has no control over and assumes no res 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES:12/31/2015 pu ponsiblllly for the ury fabrkatlon,handling,shipment end Installation of components. 7.Design assumes adequate drainage is prodded. November 3,201 5 6.ma design is furnished subject W the limitations set forth by 6.Plates shall be looted on both races of truss and placed so their center TPIN.'ICA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA.Inc./CompuTrus Software 7.6.6(iL}E 9.Digits Indicate size or plate in inches. 10.For basic connector plate design 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 KDDF #1NBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" 0.5. 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 = 92.0 PSF 0'- 0.0" -90/ 918V -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) 9'- 0.0" -93/ 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 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.298" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.9" Allowed = 0.372" HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" - -- MAX Design conforms to mai n windforce-resisting system and components and cladding criteria. M Wind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 Truss designed for wind loads Nin the plane of the truss only. M 4` M-3x4 y y y 1-06 (PROVIDE FULL BEARING. I4-00 89200PE r- JOB NAME : 5017-B POLYGON - E J2Sale: 0.7329 ,+'fie I,Builder O.TRl1LNOTEb, udeuponthe par noted �7 7 OREGON Ct _'`Z I.Builder antl erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an Individual ffll tl��aMJJ�A VV w, ''(.I Truss: E J2 and Wamings before cenetrudlon commences. building component.Applicability of design parameters and proper // [�, V' 2.2a4 compression web bredng must be installed where shown•. incorporation of component la the responsibility of the building designer. /ti 7 v{a W "�`- 3.Additional temporary bracing to hien sleblllty during construction 2.Design assumes me tap end bosom chords to be laleralty braced et V "'F Is mere responsible)/f the erector.Addldonel permanent bracing f 2 o.c.and at 10 o.c.such.respectively unless bnud throughout their length by !R5lJ_ apon Ay o pe g o continuous sheathing such as plywood sheathing(TC)and/or drywnll(BC). 4", `'R R I O- DAT E: 11/2/2015 the overan atrueture Is the responsibility of building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K 15 0 4 9 0 5 4.No bad should be applied to any component until aIle,all bndng and 4.Installation of tinea Is the responsibility of the respective contractor. festenen an complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads.be appliedto any component. endegneassr'dry condition"of supportswedge 5.Compares has no control over end assumes no responsibility for the 6.Design eumee lull bearin t ll Mown.Shim or coos. if EXPIRES:12/31/2015 awry. fabrication,handling,ehipmeM and installation of component.. 7.Design assumes adequate drainage is provided. November 3,201 5 8.This design Is furnished eub)ect to the limitations set forth by 8.Plates shall be located on both taus of buss,and placed so their center TPUWTCA In BCS(,copies of which will be fundahed upon request. lines coincide with joint center lines. g.Digits Indicate slat of plata in incus. Mflek USA,Inc./CompuTrus Software 7.6.6(1L(-E to.For bade connector plate design values we ESR-1311,ESR-1988(MITek) I 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 141300 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 204 KDDF 81&BTR 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/ 0H 1.50" 0.03 HOOF ( 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" @ -I'- 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" @ 8'- 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=l.6, '' Truss designed for wind loads in the plane of the truss only. o, 0 I N O m fn o I 2081:1-7-4 5W-1".41-'4 0 I M-3x4 l ), y y 1-06 6-00 2-02-12 Ed PROF (PROVIDE FULL BEARING;Jts:2,5,3,9 I �C44"( �G'N E� ^/r, c:i 89200PE ? JOB NAME : 5017-B POLYGON - ADJ2 "OrAP,/:oiler Scale: 0.4939 WARNINGS: GENERAL NOTES, unless otherwise noted: • 1Truss: ADJ2 Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ')7 OREGON 4✓ and Wamhgs been construction commences building component.Appllcabfey of design parameters and proper 2.2x4 compression web brodng must be installed where shown a incorporation of component Is the responsibility of the building designer. ,6 .1!�, 14 a elO �4 3.Additional temporary bracing to(racers stability during construction Z Design assumes n.top and bottom chords to be laterally brewed et 7 V is the reeponsibIIAy of the erector.Addttlnnal permanent bracing of 2'on.and at 101 .c.respectively unless braced throughout their length by {"y DATE: 11/2/2015 the overall Structure is the responsibility of the building designer. continuous Sheathing such as singrelywood sheething(Tehrunor drywail(BC). RIO- 19 3.2x Impact bridging or petal bracing required where Mown e e SEQ.: 51504 9 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.COmpuTrus has no control over and assumes no responsibility lar the 6.Design assumes full bearing at all supports Macon.Shim or wedge If EXPIRES•1 2/31/201 5 fabrication,handling,shipment end installesun of components. n...,. 7.Design assumes adeqdrainage 6.This design is furnished subject a the Ihneatlons set fodh by 8.P1,1,5 shag be locateduenebeth facesis etos ris,ed.and placed so their center November 3,2015 TPIA TCA in SCSI,copies of which will be furnished upon request, lines coincide wlh joint center line. MiTak USA,Inc./CompuTfus Software 7.6.6(1L}E 9.Digits indicate alae of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-103) 69 3-4=( -90) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -79/ 471V -29/ 191H 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 '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 = -0.019" @ -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 = -0.099" @ 3'- 9.9" 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: 190 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. co 0 oil cu o I I� O''' 1 1 2 5 I c 5 1 M-3x4 y 1-06 y 6-00 • 0-09-08y (PROVIDE FULL BEARING;Jts:2,5,3 I 4c�p PRp�� 892002E r" JOB NAME : 5017-B POLYGON - BDJ Scale: 0.5499 t /� WARNINGS: GENERAL NOTES, unless otherwlse noted , OREGON l to 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters Mown and is for an Individual TSG ,�j_ R G o I V w, Truss: BDJ and Warnings before canstructionaammencee. building component Applicability of design parameters and proper -af V 2.D�4 compression web bracing moat be installed where shown*. Innrporseon of component Is the responsibility of the building designer. #Q 4 y 4 P "'�'- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be througaterallyhout braced et 1 y � Is the responsibility of the erector.Additional permanent bracing or c o i end et 10 o n respectively as ply need"sheathraceding(TC) (TC)and/or meh sit Bth). continuous sheathing a,such as adng re tired where s and/or tlrywel(BC). 4,4e . � DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or literal brodng required vfiere Mown a• SEQ.: K 15 0 9 9 0 7 4.No load Mould be applied to any component until alter al bracing end 4.Installation of Imsa is the responsibility of the respective contractor. testeners ere complete and al no time should any loads greater than 5.Design assumes Trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design beds be applied to any component. end areassume full be ring atus pPo doe 5.CompuTrus has no control over and assumes no responslbilly ler the 6.Dae full bearing t all co rte Mown.Shim ar we If EXPIRES:12/31./2015 See, fabriaaton.handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. November 3,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed w their center TPINMCA in BCS(,copies of which will be furnished upon request. 9.linescoincide aincide withindicate joint center lines. MiTek USA,Inc./CompuTroS Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR.t98e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" TO: 2x9 RODE #1&RTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-75) 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 HORZBAG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -105/ 905V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -94/ 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 lOPSF LIVE LOAD. TOP 'GOND. 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 = -0.019" @ -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 = 0.199" ,( MAX 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 p MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (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. til,' , o I • Z to A- o ti c oi 0 2 j !I -' 1 M-3x4 y Y l 1-06 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 90 P• O ( 44 89200PE Vic' JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6837 I'IMP WARNINGS: GENERAL NOTES, unless otherwise noted: I. /'S., Truss: C J l 1.Bader and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual -� OREGON a)ai and Warnings before construction commences. building component Appllcsbilly of design parameters and proper v l,.l k.J t V w, mal 2.2a4 compression web bracing musi be Installed where shown e. Incorporation o/cemponeM is the responsibility of the buRding designer y 4 V' r 3.Atldtienel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom,horde to be laterally braced at <O '11 s C's4 Is the responsibility of the erector.Additional permanent bracing of c Dec.. and at t0 ex.rsuch Ce ay unless braced throughout their length by OA. `_ DATE: 11/2/2015 the overall structure le the m continuous sheathingdgingor such as sing sheathing(TC)whereshown drywnll(BC). + �.� � p responsibility of the nit after designer. 3.to Impact bridging or lateral bracing required where shown r ea .f.� S EQ.: K 15 0 4 9 0 8 4.No load should be applied to any component MI after ell bracing and 4.Installation of is me responsibility of the respective contractor. fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads beapplied toany component. end are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility ler thenecess B.Design assumes full bearing at ail supports shown.Shim or wedge I! y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. EXPIRES: 12/31/20/5 8.This design is furnished subject to the Inrtetiena set forth by B.Plates shall be Bested en both faces of truss,and pieced so their center November 3,2015 TPVWFCA in SCSI,copies of ehlch will be furnished upon request. lines colndde with Joint center linea MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values fee EBR-7311,ESR-7988(MITek) IMMEMEIMMMMIMMMMIMMIMMMMMMMIMMIMMIMM This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 76 2-4=(0) 0 0 TC: 2x4 KDDF 1&BTR LOAD DUSPAIEINCREASE. O.C.= 1.15 2-3=(-72) 29 BC: 2x4 KDDF 1sflTR SPACEDD29..0" O TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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 POP 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 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 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" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" '/ Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (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. ol o o 4��� f 2 0 M-3x4 1 • y y yy 1-06 3-10-06 0-01-03 'PROVIDE FULL BEARING;Jts:2,4,3 I PROF .CSS( V P 1 Oi J 892001E r'' JOB NAME : 5017-B POLYGON - CJ2 "' Scale: 0.7423 �"�,.+ /" _ Nvoil Cts WARNINGS: GENERAL NOTES, unless otherwise noted O RE V7 W"I V �� 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual Truss: CJ2 and Warnings before construction commences. bolding component.Appllca5Ilty of design parameters and proper I"- -, P+, 2.254 compression web bredng must be installed where shown+, incorporation ass of component is the responsibility of the building designer. h 3.Additional temporary bracing to Insure etamllty during construction 2.Design sesames the top and bottom chords to be reoghy their a1 }�.,Ifr 14s ,(j�1(^ 7o.e.and at117mc,respectively unless braced throughout their length by �` ���` SJ Is the responsibility of the erector.Additional permanent lensing of continuous MeathinB such es plywood Meathing(TC)endlor dryweA(BC). Tw'.f` DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bredrg required where shown++ No load should be applied to any component until ager all bracing and 4.Installation Ohms la the responsibility of the respective contractor. SEQ.: K 15 0 4 9 0 9 4.fasteners are complete end et no tiro.should any cads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, and are for"dry condition•of use. �( L7 [[�� ttyy a] r7 TRANS I D• LINK design cads be applied to any component. II.Design assumes lull bearing at e1 supports shoes.Shim or wedge if EXPIRES:Ea3: 2/31/201 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TP WYfOA in SCSI.copies of which will be furnished upon request. jointInes coincide with 9.Digits indicate size of plate in Inches. MiTek USA.Inc./CompuTfuS Software 7.6.6(1L)-E 10.For bade connector plate design values see ESR-1311.ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DOF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2X9 KDDF #1&BTR SPACED 29.0" O.C. 1-2=( 0) 76 2-5=(0) 0 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 OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 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: L1=1/240, 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 -I MAX HORIZ. LL DEFL = -0.001" 0 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" '' 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=l.6, '' ~o Truss designed for wind loads I in the plane of the truss only. 0 M M f- rn ,L iiiti , 10E:50 o 5� -1 1 M-3x4 .0 y ,0 l 1-06 3-10-08 2-01-03 'PROVIDE FULL BEARING;Jts:2,5,3,4 I •<e-'\ �(� 11 P lope. 1.4611V4, ro " 89200PE " JOB NAME : 5017-B POLYGON - CJ3 Scale: 0.5963 '�''�' "_",,, WARNINGS: GENERAL NOTES, unless athennse noted: 10 /'y., Truss: C J3 1.Builder and erection contactor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual -�G A OREGON "jc"S. and Warnings baba construction commences building component.Applicability of design parameters and proper , ♦v� A. 2 204 compression web bradng must be installed where Mown+. Incorpoatlon of component Is the re \ . ponen aponsiblity of the building designer. �y (� 3.Additional temporary bracing to Inco 51 bllpy during construction Z Design sesames the lop and bottom chords to be latereW braced at </\ 7 k y A 2.°`0)-2r .\y "+. Is the responsibility or the erector.Additional pen anent bradng of T o c.end at 1 P a.c respectively unless braced throughout their length by V 1"Y DATE: 11/2/2015 the overall structure is the respensiblity of the building designer. continuous sheathing such as plywood requiredshasthing(TG)and/or drywal(BC). RIO- 4.No bad should be applied a 3.2x Impact bridging or lateral bradng where shown++ SEQ.: K1504910 011e any component until after al bradng and 4.installation of Wss is the responsibility or the respective contractor. fasteners are complete end et no time should any bads greater than 5.Design assumes trusses are to be used M e non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry=minion"of use. 5.CompuTrus has no control over end assumes no responsibility ler the 6.Design assumes MI beating al all supports strewn.Shim or wedge if fabrication,handling,shipment and inetalletien of components. necessary.nsee EXPIRES: p'p C[:: n Irk /n Qy 5.This design Is furnished sub)ed to the limitations set forth by I.PlatPlates shall be located assumes adequateonboth face Is truss, russed. November 3,20C1/5kr TlC�7 C./J /L 1 TPIANTCA in SCSI,copies of which wit be furnished upon request. 5 lines coincide with Joint center lines.a al W ac,and placed so their center Software 7.6.6(12}E- 9.Digits indicate she or date In inches. MiTek USA,Inc./CompuTrus So to.For basic connector data design values see ESR-7311,ESR-1555(Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&0TR 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=(-151) 71 3-4=( -68) 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 DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 388V -30/ 150H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ ON 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 284V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. ___I 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 = 0.344" 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 8.2" 12 6.00 C '' 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, .-t Truss designed for wind loads 3 o in the plane of the truss only. 0 m o c I I 5 110- 1I O M-3x4 y 1-06 y 3-10-08 y 4-01-03 y oD PfSQp'ri (PROVIDE FULL BEAAING;Jts:2,5,3,9 I •rte\CO\ 461N.E' ' cii) el - 89200PE .-7 89200PE JOB NAME : 5017-B POLYGON - CJ4 /e Scale: 0.5002 ��ii WARNINGS: GENERAL NOTES, unless otherwise noted OREGON ^fid 1.Bulder and erection conlredor should be advised of all General Notes 1.D IlS design ms based only upon Asy parameters design shown and olwn and isrerrea`Individual ,// t. t'V Truss: CJ4 and w.mina•before construction commences. Incorporation of component is the redesign illty of the building designer. "0 _7 j 1 { 7,C'' `�4s 2.2x4 compression web bracing must be Installed where shown.. 2.Design townies me lop and bottom chords to be laterally braced at "f f •1J 3.Additional temporary bracing to hare stability tlurbg construction 7 on.and et 10'o.c.respadNeN unieas brend throughout their length by �^�. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywaf(BC). (,( i R.10- DATE: 11/2/2015 the overall elmcture is the responsibility of the building designer. 3.2x Impad bridging or lateral bracing required where shown.. SEQ.: K 15 0 4 911 4.No bed should be applied to any component until after all bndng and 4.Installation of turas Is the responsibility or the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used ins non.00no°Ive environment, destgn baste be applied to easy component. and are for"dry condition"of use. T RAN S I D: LINK vuresponsibility 6.Design assumes lull bearing at al supports shown.Shim or wedge if EXPIRES: XP R ES: 1 2/31/201 S.Com Trus has no control over and assumes no res 1611' ler the neness C/lr lfSC Irw v fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.nes design is furnished subject to the limitations set forth by 8.Plates shall be bated on bum fans or truss,and placed so their center TPI/TCA in SCSI,copies of which will be furnished upon request, lines coincide with NM center lines. 9.Digits indicate size or plate in Inches. Nick USA,Ina./CompUTrus Software 7.6.6(IL)-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 9WR/DDF/Cil=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 I-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1fi BTR 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)+054 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 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" -31/ 394V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 3BV 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 25611 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -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 HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12 0Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I 3 o N ob O o O I 11.-=.1.116►� -/ 0 1 M-3x4 J• 1-06 y 3-10-08 y 6-01-03 y �f, ,V P R opk, (PROVIDE FULL BEARING;Jts:2,6,3,9,5 I ��co �N QtI N R �fo 89200PE lior JOB NAME : 5017-B POLYGON - CJ5 � Scale: 0.4225 4e . - WARNINGS: GENERAL NOTES, unless otherwise noted ' Cr Truss: CJS Builder and erection contractor shout be advised of all General Notes This design le based only upon the parameters shown and aror an individual s} OREGON Je and Waminge before construction commences building component.Applicability of design parameters and proper . �n ,,, 2.2a4 compression web bracing noel be Metaled where Moven�. Incorporation of mmponert is me responsibility of the butdinp dealgner. G/e ..L)�, P y 3.Additional temporary bracing to Insure stability during canstructlon B Design esaumee the top and bottom chords to be laterally braced at T "L1•.. is the responsibility 2 o.c.and at 70 a.c respectively unless breed throughout their length by Y DATE: 11/2/2015 ar Me erector.Additional permanent bracMg of W.c.and 10'Ane such l b phyns qsheathing(TC)l len SC). �`+ 1 �+ the overall structure Is the responsibility of the building designer. 3.2i Impact bridging or lateral bredng required where Moven e• 4� R y SEQ.: K 15 0 4 912 4.No bed should be applied to any component until ager aN bracing end 4.InstaNetbn of truss is the responsibility or the respective contredor. fasteners are complete end at no time should any loads greeter than 5.Design assumes messes arc to be need Inc noncorrosive environment, TRANS ID: LINK desIgn loads be applied to any 000ponsnt and are Ior'dry cendlioni at tree. 8.CatnpuTrus has no cowl over and assumes no re•poneiblllty for the 8.Design assumes toll bearing et aN supports shown Shim or wedge If fabrication,handling,shipment end Inetaltatbn 01 components. neceaea EXPIRES: \/(0 A[7 C r)/v} ls]n� 8.This design is fumiehed subject to the limitations set forth by 8.Design assumes adequate onbath faces 1.prawl,a. November ue f 3,20151-I f1 C G 47 C.V 8.Plates coincide be located on boshfaces of truss,and placed so their center TPWyfCA In SCSI,copies of which will be furnished upon request. Mea coincide wth joint centerlines. MITek USA,Inc./CompuTrua Software 7.6.6(11_)-EB.Digits Indicate raze or plate In Inches. 70.For basic connector plate design values see ERR-1311,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 818BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-226)3-4=(-155) 1080 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -70) 33 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIFBEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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 ROOF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50" 0.30 RODE ( 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 1OPSF 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 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 HORIIZ. LL L =5 - .000022" @@ 11'- 8.9" r1 Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 1;7' Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only. Al 0 I so o V1 3 If co 0 c 10 -I 0 1 M-3x4 �yy y y ), 1103 y +(\Q .) PA(J 't'.nn . 7- - 1-06 3-10-08 I ��('jtIN��C`� f� . (PROVIDE FULL BEARING;Jts:2,6,3,4,5 w 89200PE v, JOB NAME : 5017-B POLYGON - CJ6 Scale: 0.3838 WARNINGS: GENERAL NOTES, unless otherwise noted: ,,,l i(((,,,���. 1.Builder and erection contractor Mould be advised of ail General Nates 1.This design h based only upon the parameters Novas end b for an Individual OREGON i .. .4 t Truss: CJ6 and Warnmpa before construction commences. budding component Applkabiltly of design parameters and proper L. 6y ,r s �& 2.2r4 compression web bracing must be installed where ehovm e. incorporation of component is the roaponsibNlty of the bupolig designer. '7 T 3.Additional temporary bracing to insure stabile),during construction 2.Design assumes the tap end bosom chests t°be htemdy t their et A� Is Me responsibility of the erector.Additional permanent bracingf Y ntinpc.end at 1 O hin rsuch as ply woods brecatl(TC)n dl Meir lengM by .R I r..�-' ° conllnuous sheathing such as plywood ehealhing(TC)and/or drywep(AC). Ri IO- DATE: 11/2/2015 the overall structure id the any al IIsi of the building designer. 3.In Impact bridging or Merril bracing required where Mown nri a S E K 15 0 4 9 13 4.No Mad should be applied to any component unty after el bracing and 5.(DNonan oftruss la Me eepsnti bulseed the enocncNEl a contractor. Q• fasteners are complete and at no time should any loads greater than Design assumes end are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK Furesponsibility B.Design assumes lull bearing at ail supports shown.Shim or wedge 11 EXPIRES: V DID CC: ��1/41/2p1C� 5.Com True has no caMml over and assumes res Ibll forme necaw C/l l�lilGti7 `�.' J fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage 6 provided. Put 1=P.f 3,2015 6.This design is furnished subject to the(imitations set forth by e.Plates shall be located on both feces of Miss,end placed sac their center TPgWTCA in BCS(,copies of which will be furnished upon request. lines coincide with Jon center lines. 9.Digits indicate she of date in Inches. MiTek USA,Ina./CornpuTfus Software 7.6.6(1L)-E 10.For basicoennedor slate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 481R/DDF/Cq=1.00 TC: 2x4 KDDF h16BTR LOAD DURATION INCREASE = 1.15 1-2=7 0) 76 2-6=(-44) 109 6-5=( 0) 18 BC: 204 KDDF II16BTR SPACED 24.0" O.C. 2-3=(-168) 25 5-7=(-94) 205 5-3=7 0) 46 WEBS: 2x4 KDDF STAND 3-9=7 -23) 30 3-7=(-211) 97 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.3 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 15.0 POE 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/ 429V -15/ 90H 5.50" 0.68 KDDF ( 625) LL = 25 PSF 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 "-KE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. BOTTOM CHORD CHECKED FOR 100SF LIVE LU D'. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-COI.CURR NTLY. 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" 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" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.008" @ 4'- 11.0" 9 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-9x6 Wind: 140 mph, h=21.6ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 3o3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co designed wind loads o Truss desi d for O1/1 - ti in the plane of the truss only. N mpg 7 o M-3x9 I o o M6-3x4 1 M-3x9 M-3x5 7 , , „ , 2-03-12 2-07-05 1-00-15 k y l y 1-06 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7 ¢ 89200PE�"' JOB NAME : 5017-B POLYGON - DCJ2 ,/'4 f Scale: 0.5934 � -'^"e, S� M WARNINGS: GENERALTis isb, Lnyup nthnvise eparamete C) "y OREGON tl�lj rr I.and rat and s before co construction co be advised of all General Notes 1. designbuleis based only upon the parameters shown and is open Individual Truss: DCJ2 and Warnings belore conaructlon commences. building component.APplkabll8y or design parameters and proper , ". 2.204 compression web bredng mud be Installed wfiere shown*. Mongered.ellon of component is the responsibility of the building cleverer. �O 1 '1 4 3 Additional temporary bredng to Inure atability during censimctlon 2.Design the top �c boli chords to be laterally braced at - T ey. Is the responsibility of the erector.Additional permanent bracing of T o e and t 10 cape'H ty Me braced Throughout their length by - r DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. Zecoimp M th.J suet plywood hr a where shown adios tlrywetl(BC). '.V/� �1 3.ln Impact bridging sir ale.al oradng requirhe where e oo++ L SEQ.: K 15 0 4 914 4.No bad Should be applied to any component until after all bracing and 4.Installation of buss•s tee responsibility of the respective coMmdor. fadenere are complete and at no time should any roads greater than 6.Design assumes'roses are to be used in a nen-concave environment, TRANS I D: LINK design loads be applied to eny component. and are for"dry conulden^of use. 8.0 repuTn a has no control over and assumes no responsibility for Me e.Design assumes MI bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,Nlpment and Inelallellon el components. sea ss 7.Design sasumeMat.on oralnage is prodded. November 3,2015 S.This design Is furnished subject tot he limitations o sial ponby 8.Plates shallbes ate3u. andacroraseso!Wes, placed so their center TPINVOCA In SCSI,copies of which will be lumlehed upon request. linea coincide with joint center lines. 9.Digits Indicate size or plate In Inches. MITek USA,Ino./Compulrun Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1995(MITek) :.i t This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-130) 207 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-276) 69 5-7=(-266) 913 5-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-4=( -53) 43 3-7=(-425) 279 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 ?SF 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" O'- 0.0" -88/ 963V -23/ 122H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.0" 0/ 148V 0/ OH 5.50" 0.29 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 3EING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL 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" 12 MAX HORIZ. TL DEFL = 0.016" @ 4'- 11.0" 6.00 4 -I Design conforms to main indforce-resisting '' system and componentsand cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. M-4x6 co 3 cr mo M ....4414101.....Nmewe-._ MINNomee-__ -3x4 1 mi iil o T1 o p I 2�� M6-3x9 o 1 M-3x4 M-3x5 y y l l 2-03-12 2-07-05 1-00-15 1 l b 1 1-06 2-05-08 6-00 3-06-08 VD PP 04- 'PROVIDE FULL BEARING;Jts:2,7,9 oct 89200PE fir" JOB NAME : 5017-B POLYGON - DCJ3 Scale: 0.5434 ! ' WARNINGS:uilderGENERAL design Is b .:ly:mwe otherwise parameters OREGON N 1J.i 1.Gunder and erection contractor should be advised of an General Notes 1.This tlastgn Is based only upon the parameters Mown and Is for an individual fl 'V Truss: DCJ3 and Warnings before construction commences building component Applicability of design parameters and proper �( 2.2e4 compression web bracing must be Petalled where Mown+. Incorporation of component la the responsibility of Me building designer. �yK 7 k' J y t �. 4 3.Additional temporary bracing to insure stability during cenetructbn Z y e.,. lid WIT IM by and bottom choke to d t laterally braced et ("/ 1 L lathe rcapenlablllly of the erector.Additional permanent bracing er P ea.end et sheathing respectively unless braced throughout their length by /�L�` , DATE: 11/2/2015 the overall structure is the responsibility of the building deeiger. 3.continuous bridging le'errasuch l bredngregsheathing(TC) ed wh nBrewn+tlrywan(BC). / 'u` 1""t 11 SEQ.: K 15 0 9 915 4.No bad Mould be applied to any component until after al bracing and 4.Installation tenntien of ttre troves responsibility are ste sibebnetyyn n.nonpentlaal contractor. nnvb n. i 11 1 L listeners are complete end at no time should any bads greater than v design bads be applied to any component. and are for"dry corAbon"of use. TRANS ID: LINK B.Campurroehe.ncontrol over and assumes noresponsibility for th, B.Design�wme.hOtbearl�etenwpponaMown.Shimorwedgeif EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ssumes adeWate drainage Is provided. November 3,2015 8.This design b NrMahed subject to the'imitation.eel forth by 8.Plates shell be loaned on both faces disuse,end placed se their center TPINVTCA in SCSI,copies of which will be furnished upon request. line coincide with loin?center lies. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompaTrus Software 7.6.6(1L)-E IS.For basic connector pate design values vee 1012-1311,ESR-1988(MITek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -88) 176 7-6= 0) 18 BC: 2x4 KDDF #1ERTR SPACED 29.0" O.C. " 2-3=(-243) 51 6-8=(-182) 350 6-3=( O) 49 WEBS: 2x4 KDDF STAND 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 = 32.1. POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PSP TOTAL LOAD = 42C PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP 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 TFE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NGT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. _'OP 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 7_11_11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 1 f 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 [ 0) MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 9 Design conforms to main windforce-resisting �' system and components and cladding criteria. 0 en o Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), o load duration factor=1.6, M-4x6 M Truss designed for wind loads in the plane of the truss only. 3 M �kB o me , m'.. o M-3x 4 ffilMillilla o =- 1 2 MZ3x4 M-3x4 M-3x5 1 1 1 1 2-03-12 2-07-05 1-00-15 .Jr 1 1 1 1-061 2-05-08 5-06-03 1 1 6-00 1-11-11 4.0 PROFS (PROVIDE FULL BEARING;Pts:2,8,4 5 r4� GIM E!'' fro. 44/ ztr 89200PE r JOB NAME : 5017-B POLYGON - DCJ4 -' Scale: 0.4752 .�•�''/'�'. 1.BWARuilder GENERALdesigniNOTES, .nly is:mon the aramete '37 µ OREGON �' Truss: DC J4 1.en1IMrannseforcontractor anodebeadvised ofall General Notes 7.nilsingcbased plcabnthepsmepaamovenandisopenIntllWdual JL)' , y A. • and Warnings before condructlon commences. building component.Applicability of design parameters and proper I `k 2.2x4 compression web bradng must be installed where shaven r, Incorpor tl f po.em Is the responsibility of the building designer. ✓"'0, -44- 14 f 2-Q` "„}_ 3 Additional temporary bracing to Insure stability during construction 2 Design a the -.v-end bottom a be lelere8y braced al - 7- VV� "["' Ie the responsibility of the erector.Additional permanent bradng of T o c and t 1 P .respectively unless braced throughout their length by 41%. DATE: 11/2/2015 the overall structure Is the responsibility of the budding designer. continuo sheathing such as plywood sheething(TC)and/or drywall(BC). -1 P.R`�� 4.No bed Mould beapplied to an t until alter ad bracing 3.in impactoftrbridging r he relbradrgty at the where sham co.a SEQ.: K 1 0 4 9 i 6y componen u h end 4. etillntas umes r Is the are to be ge i the respective contractor. (.stance are complete and at no time should any roads greater man 5.Design assumes trusses are to be used In a non-corrosive envlranment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition'of use. 5.Compacts has no control over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if ES EXPIR • 12/31/2015 2/31/2015 fabncatien,handling,shipment end Installation of components. necessary,2 Design assumes adequatEXPIRES: S.ma design is furnished subject to the limitations set forth by 8.Plates shell be boated one ebath busdrainagels o of and placed so their center November 3,2015 TINAA7CA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate sits of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. • 2-3=(-227) 93 6-8=(-144) 320 6-3=( 0) 48 WEBS: 2x9 KDDF STAND 3-4=(-153) 73 3-8=(-329) 199 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 996V -38/ 187H 5.50" 0.71 KDDF ( 625) 9'- 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TLMAAXELL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" 5 -/ MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" r( MAX HORIZ. LL DEFL = -0.008" @ 9'- 11.0" 12 A MAX HORIE. TL DEFL = 0.012" @ 9'- 11.0" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 190 mph, h=23.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, lI o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, 0o Truss designed for wind loads I , in the plane of the truss only. M-4x6 3 m ....iiiiiibr..........._ 0 8 o 1 r M-3x4 MNIIIIIIIIIIIIE0 1M13x4 0 M-3x4 M-3x5 J' l ,• ,L 2-03-12 2-07-05 1-00-15 ), y l 1-06 y 2-05-08 7-06-03 �y .PR ope . 6-00 3-11-11 y ,�t E �. ',co ... (PROVIDE FULL BEARING;JUs:2,8,9,5 I ,.', `T - -17 8920OPE `y JOB NAME : 5017-B POLYGON - DCJ5110 Scale: 0.9225 Cr 188 1.Builds WARNINGS: GENERALlinIsNOTES, uteupOtherwise parameters -� J OREGON ((p 1.Builder and erection contractor Mould be advised of all General Notes 1.This design la based only upon the shaven and Is for an Individual OREGON V Truss: DCJ5 and Warm ge before construction commences. building componentApplicability of design parameter.and proper �e �Ou\ 2.204 compression web bracing must be installed Where Moven+. incorporation of component la the reaps CURty of the building designer, r 'i 3.Additional temporary bracing to insure stability during construction Z Design eeaumes the top end bottom shote to bracedespectNely unless throughout aterally brecad et k 14a hw by Is the responsibility of the erector.Additional permanent bracing of 2 ntinuo.she thingrsuch es plyvood sheathIng(TC)nd/or drywalls BC). 10- DATE: 5. 11/2/2015 the overall tmctare Is the responsibility of the building designer. 3.2s Wiped bridging or lateral bracing required vAero shown•• R SEQ. : K1504917 4.No load should be applied to any component until ager al bradng end 5.4.Instnationofoua eche spasibilll�dtthe in h npectNecesntada,. fasteners aro complete and et no time should any Reds greater thanend gra fon r"dry mes bussn"of are to be TRANS I D: LINK design sae.be.pilled to any component. O.Design assumes full bearing at all import..novo,.Shim or wedge 11 5.CumpuTmshas noconwlover and assumes noresponsrollityfor the Herr. EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIWICA in 8051,copies of Witch MI be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bate connector platedeslgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=( -82) 166 8- 7= 0) 18 BC: 2x4 KDDF #1aBTR SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=( 0) 98 WEBS: 2x4 KDDF STAND 3- 9=(-189) 87 3- 9=(-341) 175 LOADING 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -41) 19 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.6 PSF OVERHANGS: 18.09 0.0" 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" -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 lOPSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 -a MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" s MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" l0A MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 5 12 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 6.00 ,l Design conforms to main windforce-resisting system and components and cladding criteria. m ci Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 In Truss designed for wind loads in the plane of the truss only. M-4x6 3 oiiiddIENWINIMINISINIEll II'NE I d, -m M-3x4 I 2►' M83x4 0 0 M-3x4 M-3x5 ,Jr y l . 2-03-12 2-07-05 1-00-15 l l y y 1-06 l 2-05-08 y 9-06-03 y � r"f5 W ',� -:.. 6-00 5-11-11 ' �^+{A��(+J�`'(Ss PROVIDE FULL BEARING;Jts:2,9,4,5,6 l��.:.T� 'y�l;;}tAYC�.`iT �jry .. ¢" 89200P y1- JOB NAME : 5017-B POLYGON - DCJ6 01 ,,f ". -VP" Scale: 0.3762 --.+ W rr 1.BaldOB: OENERAe design unless lithe parase meters OREGON 1,(i Truss: DCJ6 Builderand sbeerection contractor ntosmoshould orbencadvised.!ail General Notes baadesignlabased optycaonrho psparameters and Isofor er Individual an.Warnings os ms bracing construction tommences building component Applicability of design parameters arW proper + r� �,.bt�t. 2.Dr4 compression web bradng must be Installed where shovm+ Incorporation of oomponeM Is me responsibility of the building designer. 1 f \ �-`t 3.Additional temporary bracing to insure stability doling construction 2.Design assumes the toRand bottom chords to be laterally braced et Is the responsibility o!the erector.Adair/nal permanent bradng of • 2'o.c.and at 10'o.c.resPoMNety unless braced throughout Ihelr length by 11/2/2015 the overall structure is the responsibility of the building designer. =Sinuous sheathing such as prywoodacing re aired l,a)TC)and*.rywaA(BC). 0.- DATE: 3.in Impact bridging Or lateral bracing required where shown.+ C: S E Q.: K 15 0 4 9 18 4.Na load should be applied to any component until atter all bradng and 4.Installation of toss is the responsibility of the respectNe contractor. fasteners are complete end al no time should any pads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design wads beapplied toany component. and are for°drycnndnwrc'ofuse. 5.CompuTrua has no control over and assumes no responsibility for the A Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:.12/31/2015/ /21 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which veil be famished upon request. Nnes coincide with joint caller lines. MiTek USA,Inc./Com uTrus Sc#vyafe 1L 7.6.6 9.Digits Indicate she of plate in Inches. P ( )-E 10.For basic connector plate design values see ESR-1011,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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF A1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. 2-3=(-70) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. OON. 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 = 92.0 PSF 0'- 0.0" -109/ 407V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 99V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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/1B0 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 = 0.004" @ 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" 1-11-11 MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.9" Allowed = 0.334" 4 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 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: 190 mph, h=21.1ft, 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 3 " in the plane of the truss only. g s o 0 M o a li _ o I 2 ... 5;.:4 0 1 M-3x4 y y l 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 ' 6-00 ��Y,�[3 PP QFFcocS .., ©�� 89200PE JOB NAME : 5017-B POLYGON - DJ1 Scale: 0.6559 GENERAL NOTES unless otherwise noted: OREGON /��(�A•�' r WARNINGS: '3 uJ ORE G4JIs1 14/�'. t Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual +j�s � ^M Truss: DJ1 and Warnings before construction commences. building component Applicability of design parameters and proper a 2.D:4 compression web Oredng must be installed where shown« Incorporation of component la the responsibility of the building designer. /eo l 1 4 2. 4 3.Additional temporary bracing to more stability during construction 2.Design assumes the lop and bottom chofor to d t laterally braced el e (� Is the responsibility f me ceder.Additional rat brad f 7 continuous and et 10 0.o.reapectNel unless braced throughout their length by saya�....,,,� V o permanent ng o continuous sheathing such as plywood sheething(TC)endlor drywd(BC). "• `li R l k�,,.. DATE: 11/2/2015 the overall structure Is the responsblty of the building designer. 3.2i Impact bddging or lateral braising required where shown.• `e 1 SEQ. : K 15 0 4 91 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor fasteners are complete and at no time should any weds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end gn assume condblan g as supportsg• S CompuTrus has no control over end assumes no responsibility for the 6.Deems f 1I bearing 1 I shows.Shim or wedge II EXPIRES: XP I p E[:r 12/31/2015 2/31/201 5 •nary. L I- T1 CaJ L t7. L4 J fabrication,handling,shipment and wstellegan 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 Mag be located on both faces of tmse,and placed so their center TPlwICA In SCSI,copies of which will be fumhhed upon request. Anes coindde with joint center lea 9.Digits Indicate eke of plate In Inches. MiTek USA,Ina./CompuTnts Software 7.6.6(1L)-E t0.For basic connector plate design values see ERR-1311,EER-7988(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 #160TH LOAD DURATION INCREASE = 1.15 BC: 2x4 ODOR #168TH SPACED 29.0" O.C. 1-2=( 0) 76 2-9=(0) 0 2-3=(-101) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 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 PSF 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. I,. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'C OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J 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 = -0.019" @ -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'- 4.8" Allowed = 0.593" T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti 0 I v 0 In rnrn 2 o 0 4 I M-3x4 1 y l 1-06 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 ��co �GrNE-' 9 r0 wIf ' 89200PE v JOB NAME : 5017-B POLYGON - DJ3 Scale: 0.5809 i00#1 ': WARNINGS: • : --"'1 GENERAL NOTES, unless otherwise noted. /'y.,. Truss: DJ3 1.Balder and erection contractor should be advised of all General Notes Me dee gra is based only apse ha parameters Mow and le for en Individual 7, OREGON ^jyS. and Warnings before construction commences building component.Applicability of design parameters and properv 1.LJ I V vim, ,/ 2.Gd compression web bradng must be installed where Mown+. incorporation of component Is the responsiblily of the balding designer. ,[/ SC) -� 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the lop and bottom chords to be laterally braced el rQ _7 1 4 e V Is the responsibility of the erector.Additional permanent bradng of 2 o.c one al 70 o c.respectively aced a braced throughout their length by V ,may DATE: 11/2/2015 the overal structure I.the responsibility of the balding designer continuous sheathing such as plywood sheathimg(TC)and/or drywall(BC) �1`.�R. �� G,1 4.No load should be applied to a 3.D,Impact badging or lateral bradng required where shown++ fC� SEQ. : K1504920any 4.Installation of truss la the responsibility of the respectNecontractor. fasteners are complete end al is time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus Ms no control over and assumes no responsibility br the 6.Design assumes MI bearing al all supports shown.Shim or wedge I! i fabrication,handling,shipment end installation of components. 7.Desigassumes adequate drainage Is provided. EXP I RES• 1 2/31/20'5 8.Thla design Is famished subject to the limitations eel forth by 8.Plates shall M located an both faces of truss,end placed so their center November 3,2015 TPIiVICA In SCSI,copies of which all be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./CompuTrus Software 7.8.6(1L}E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1371.ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 76 2-5=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I24R0ASE C 1.15 2-3=(-127) 92 8C: 2x9 KDDF #16,BTR SPACED 29.0" O.C. 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. ION. 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: 19.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 456V -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 RODE ( 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 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 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" 4 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 11°11°°llIll°"Ill111111°11.11°1111°111111111°11 -7' Design conforms to main windforce-resisting 6.00 (A system and components and cladding criteria. 3 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, I) Truss designed for wind loads (j in the plane of the truss only. ti 0 0 I on O .0 -e I 1 M-3x4 y y 6-00 y 1-11-11 y ���0 f-7'1Qxlw 1-06 1, C t� (PROVIDE FULL BEARING;Jts:2,5,3,9. r,\,c 1 tyGtN.E -- "'fo ' J 8920 PE ii, V c"" JOB NAME 5 017-B POLYGON - DtJ4Scale; 0.5002 - �r� Cr.... WARNINGS: GENERAL NOTES, unless otherwise noted: (III OREGON ,r. 1.Bulkier and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and le lot an indWldual ! µ. h Truss: DJ4 and Warnings before censtrodbn commence. building component.Applicability of design parameters and proper 1.. .frA2p 4 2.2x4 compression web bracing nal be installed where shown.. Design assn or componentan Is me a orris to of the building Weisner. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes 10 ma tap and bottom unless ssrbr braced d throughout lrbrely brsced n /�/1� 1 4a Is the responsibility of the erector.Additional permanent bracing of ION coMlnuo sash Ihing ouch as ptywo d aheammg(TC)endlo their n(BC). -'C{ R 1•A. DATE: 11/2/2015 the overall structure le the responsibility of the building designer. 3.2x Impact bridging et lateral bracing required where shown r n 4.Na load should be applied to any component until after el bracing and 4.Installation of Inose is the tesponsibllty of the respective contractor.SEQ.: K 15 0 4 9 21 fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, end are for-dry condition.of acs. TRANS ID: LINK design bads be applied to any component. B.Design assumes full bearing atalaupponsshown.Shirr:arwedge II EXPIRES:12/3112015. B.CompuTrva has no control over end assumes no respongblllly br the necessary. Iabrleabon,haMing,shipment and lnNNlatien of components. 7.Design assumes adequate drainage is provided. November 3,2015 El.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and paced so their center TPWITIH in SCSI.copies of which will be furnished upon request. 9.InDies olneide Indicate withsbe joint p<enats ter lines. e inches. MITek USA.Inc.IColnpuTrus Software 7.6.6(11)-E to.For best connector pbte design values see ESR-1371.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 9WR/DDE/Cq=1.00 TC: 2x9 KDDF p14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF pts BTR SPACED 24.0" O.C. 1-2=( 0) 76 2-5=(0) 0 2-3=(-170) 98 TC LATERAL SUPPORT <= 12"0C. UON. 3-4=( -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 HOBO 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) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 12 °6.00 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 : 0o 0 N r+l o r li MNo I ► 5► / 0 1 M-3x4 yl 06 y 6-00 k 3-11-11 y .,,,,o) PR0 ,�(y 'PROVIDE FULL BEARING;Jts:2,5,3,4 I �CO NGS N 4`'GI e) 89200PE v JOB NAME : 5017-B POLYGON - DJ5 ie,. . 7.4rci . Scale: 0.9225 ISMS . WARNINGS: GENERAL NOTES, unless otherwise noted 11. /'�. Truss: DJ5 Balder and eredmn contractor Mould be advised or al General Notes 1.This design is based only upon the parameters Mown and 9 for Be individual - OREGON rvs'C and Waminge before construction commences, building component.Applicability of design parameters and proper 7 /j7,�.OREGON�.JrV t,, A, 2.2x4 compression web bredng suet be metalled where shown« Incorporation of component b the responsibility of the building designer. Vs 3.Additional temporary bracing to Insure debility during construction 2 Zedgn sewmea the top and bottom chords to be laterally braced at � y A x Q� �"' . N the responsibility of the erector.Additional permanent bracing of T on and e1 10'ea 0.0.respectively unless braced throughout their el:)B by /� !`Y DATE: 11/2/2015 the overall structure is the responsibility of the bolding designer. continuous ahginglor latelateral b acing re aired here sand/or tlrywall(BC). /(/'� 4. �� 4.No load should be a ied to 3,:s tmptio bodging or thbracing ly of the where he co t a ,E31 SEQ. : K 15 0 4 9 2 2 pp any component until after al bracing and 4.installation of Wee la the roapo dbllry of the rospectWe contractor. fasteners ere complete and at no time should any bads greeter than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry condition"of use. EX5.CompuTrue has no control over and assumes no responsibility hr the 8 nOeceeea ewmea 591 bearing al al supports shown.Shis or wedge If lebdat:on,handling,shipment and installation of components. Desigry' F R 1 1/201 s.Tha design is bmfshed subject to the lmeatans set forth by T.Plates athell be a ailed on oth face both to c of truss, November 3,201 5 TPINV/CA in BCS',copies of which MI be belched upon request. lines coincide with located on center linea, russ,antl plead so their anter MITek USA,Inc./CompuTfus Software 7.6.6(1L}E 9.Digits indicate sire of plate In Inches, 70.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 FOO' #1&BTR SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-101) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -39) 18 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 = 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/ 459V -96/ 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" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ 0H 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 96V 0/ OH 1.50" 0.07 KODE ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox 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 = -0.019" @ -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" a fit 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 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. "+ 3 o y O 1 w, ol7. - O 2►z 6►` o M-3x4 1 l J• yO) PAOFe 1-06 6-00 5-11-11 �r�� Glhl • '/' , (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ll �� �/ ,3200 ' r" JOB NAME : 5017-B POLYGON - DJ6 Scale: 0.3768 .,r' ,41111p • ":• WARNINGS: GENERAL NOTES, unless otherwise noted , tr OREGON �'/a 1.Builder and erection centrador should be advised of all General Notes 1.This design is based only upon the parameters shaven and is for an individual �/ OR G O'V t v, Truss: DJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper �+' 80'11 , flay `y_ 2.2t4 compression web bracing mast be Installed where shown.. Design aincorporssumes uor component s me m chords of the building designer. _1 Wh T 3.Additional temporary bracing to Insure stability during conrtmdbn 2.Design nd.1 lO the tap and eloun css braced d throughout laterally brecetl en V A the responsibility i the erector.Additional m brads f c n inc.and ai s o c mash as ply unless (TC) ndimob langlh). R IO- DATE o germane g o continuous sheathing much as plywood sheathing(TC)and/or drywa%(BC). : 11/2/2015 the overall structure lathe responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. SE K 15 0 4 9 2 3 4.Ne bad should be applied to any cemponent until after a%bradng and 4.Installation of buss Is me responsibility of the respectNe contractor. 4• fasteners are complete and at no time should any bads greater than 5.Design assumes tenses are to be used In e non-corrosive environment, design bade be applied to any compount and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES:12/31/2015 • 5.comDu7rus has no control over and assumes no responsibility for necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is Nmiehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and plaud se their center TPUWICA In SCSI,cepiea of which will be furnished upon request. lines coincide wfth Joint 9.Digits Indicate sizeof plate In inches. MiTek USA,Inc.iCOmpuTtUS Software 7.6.6(1L)-E 10.Far 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 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1)1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 204 KDDF alaBTR SPACED 29.0" O.C. 2-3=(-297) 122 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-148) 61 LOADING 4-5=( -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 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" -24/ 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" -154/ 33BV 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 11.7" -53/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TDP 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" @ Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ Allowed = 0.596" MAX HORIZ. LL DEFL = 13'- 10.9" MAX HORIZ. TL DEFL = 13'- 10.9" 5 - �. Design conforms to mce-resisting system and componenting criteria. Wind: 190 mph, h=29.lft, TillL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.00 4 Truss designed for wind loads in the plane of the truss only. if "+ 0 3 c 0 I ,f r- rn O CP t rillIMINIMIMININIM o M-3x4 i 1 �0PRo1. 61P 1-06 6-00 y 1 7-11-11 \� �NGIN.E , /0 [PROVIDE FULL BEARING;Jts:2,6,3,4,5 I" :9200p �v- JOB NAME : 5017-B POLYGON - DJ7 ,.�" Scale: 0.3282 a k ., WARNINGS' GENERAL NOTES, unless otherwise noted Cr Truss: DJ7 1.Builder and erection contractor ehodd be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual 'yyr� OREGON Dk 1. and Warnings before construction commences budding component.Applicability of design parameters and proper / ,v ♦ tic, 2.2a4 compression web bracing must be installed where shove+. Incorporation of component is the responsibility of the budding designer. e' '1, 2.M\ `r- 3.Additional temporary bracing to Insure stability during construction 2.Design assumese n.tap and bottom chords to d t laterally braced at A e VV #y"t•• la the responsibility of the erector.Adddenal permanent bracing of 2 Data and at 19 a.c.respectively plywood ase bracod throughout ihelr kngth by "t C_ DATE: 11/2/2 015 the overall structure Ie the reepondbnity of tM budding designer. 3.2°mp ed Mdging or such ea acing required a where shown and/or dryvad(BC). µ�R �� 4.No load should be epplled to any component until after ad bradng end 4.Instalatlen of truss Is the relsponsibilty of Me espective contractor. f+f SEQ.: K 15 0 4 9 2 4 fasteners are compete and et no time ahoald any Weds greater then 5.Design eesumes tenses ere to be used Ina nonoerredve environment, TRANS ID: LINK design loads be applied to anyaemponent. and are for"dry condition"etuse. 5.CompuTns has no control over and assumes no responsibility for the B.Design assumes NII bearing et all supports shaven.Shim or wedge If EXPIRES: 12/31/2015 1/201 fabrication,Needling,shipment end Installation of components. 7.ledgeary' d. 8.This design is fumlahed eub(ad to the limitations set forth by 8.Plates shad be loured assumes on both fecesdrainage lof ie truss,and placed so their center November 3,2015 TPNNICA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center ices. MiTek USA,Inc./CompuTNs Software 7.6.6(1L}E 9.Digle indicate ale of plate in inehes. 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 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 KDDF 81fiBTR SPACED 24.0" O.C. 92 3-4=(-184) 179 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PUP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -63/ 293H 5.50" 0.73 RUDE ( 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" -161/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -128/ 246V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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" '.I 5 Design conforms to main windforce-resisting system and components and cladding criteria. 4i Wind: 190 mph, h=24.6ft, 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 Truss designed for wind loads in the plane of the truss only. s 0 0 3co m 0 c -/ 2 7._a o M-3x4 ��` c° PRQ'�ess y y y y ,,ca ANG I N 4, /p 1-06 6-00 9-11-11 Q ... /f. (PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 ,(t- 892!"1,/1 P r JOB NAME : 5017-B POLYGON - DJ8 Scale: 0.2948 = C?7�V�l/! C WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.Sunder and erection contractor Mould be advised of an General Notes 1.This design b based only upon the parameters shown and la/or an individual v., 41 Truss: DJ8 and Waminga before dongrudbn commences building component.Applicability of design parameters and proper4 // 2.ryH 2.214 compression web bradng must be installed where shown 4. Incorporation of component la the responsibility of the building designer. /� T W Jr.• 3.Additional temporary bracing to Insure stability during construction 2 Design and at l9 the lop and bottom choase W to be laterally braced at a ,ry�"'" Is the responsibility of the erector.Additional permanent bradng of 2 continuous end alt 0 o.c respectively octose braced throughout their length by j''w 1+ sheathing such as pywood shealhing(TC)and/or drywell(BC). E F+ R`l...\-- DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or Wesel bradng required where thou,,s o 4.No bad should be applied to any component un1A after al bracing and 4.Installation of truss Is the reaponsibilty of the respectNe contractor. SEQ.: K 15 0 4 9 2 5 fasteners are complete end at no time should any beds greater than S.Design assumes busses are fo be used Ina non-corrosive environment, end are for"dry condition of ues. design bade be applied to any component. TRANS ID: LINK 5.CempuTrushas nocontrol over and assumes noresponsibiliyfor the 5.Design Cswmes WiDeanngateleuppo sshown.5himorwetlgelf EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. ry 7.Design shall tcates on both provided. an November 3,2015 9.This design Is ft/Wailed subject to the limitations set fodh by e.Plates shah be locates an both feces of Iruta,and placed so their cellar TP WWTCA In SCSI,copies of which nil be furnished upon request. 9.IneDigits Indicate sith join centerlines. plate in inches. MITek USA,Inc./CompuTrue Software 7.6.6(1LbE 10.For basic connector plate design values see E5R-7311,ESR-1999(MITA) 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: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-323) 159 3-9=(-216) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-149) 69 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 Pay 5-6=( -65) 30 DL ON BOTTOM CHORD = 10.0 PEP OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED ERG 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 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.49 KDOF ( 625) 9'- 11.2" -123/ 239V 0/ OH 1.50" 0.30 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP- 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUR:IENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/190 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 = -0.031" @ 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. 5 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 (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. 9 ,-i M-3x5(S) N1 o 1 rM a, 3 rn c c3 2'''''. -, o M-3x4 RSO PR ppb y 1-06 y 6-00 y 11-08-15 y Il��`ca� '�•1GiN., •, ✓0 . (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I "�/ '7 Cr 89200PE r.' JOB NAME : 5017-B POLYGON - DJ9 r �,/.r Scale: 0.2773 "#�`- WARNINGS: GENERAL NOTES, 4ntess olharwlae noted IIICr Truss: DJ91Builder and erection contractor should be advised of all General Notes 1.This dee:gn is based only upon the parameters shown and Is for en Individual 'ISG "i OR EG ON es, ri. and Warnings before construction commence. building component Apolcebillo or design parameters end proper / [^V 2.Ze4 compression web bracing must be Installed where shown. Incorporation of component Is the responsibility or the bupd'ng designer. (+�� "`w 3.Addpbnaltemporary bracing to Insure stability during construction 2 Design assume.the top and bottom cholla to be laterally braced et �O 1 A a v✓• �`". Ie the respnnsibldy or the erector.Additional permanent bracing of 7 o.c.and.1 70 c.c.respectively unless braced throughout their length by `Y .r!'j. DATE: 11/2/2015 the overeil structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)antl/or drywall(BC). S p �'1 3.Zr Impact bridging or:mlerel bracing required he where shown++ 4l- SEQ.: 01504 9 2 6 4.Na bed should be applied to any component until after ail bracing and 4.Insallatlon of truss!s the responslbidy of the respeclNe contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrrus hes no control over and Semmes Sr responsibility ler the 6.Dasgn assumes full bearing at all supports shown.Shim or waepe If 12/31/2015 neoessfabrication,handling,shipment end installation of components. 7.Designassumes adagdale drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WyICA in KS],copies of which alt be furnished upon request. lines coincide with Jaint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate size of plate to Inches. to.For bask connector plate design values we EBR-1311.ESR-1988(MlTek) I s . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 - 1-2=(-239) 120 1-5=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3=(-140) 56 3-4=( -61) 29 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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/ 205H 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" -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/ 0H 1.50" 0.16 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 = 0.039" @ 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" jp Design conforms to main n windforce-resisting system and componentsand cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 cP' (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. "7 ,-i 0 I r j;, 2 0 0 1 s'"="" O M-3x4 ,I, 1 b .\(0.cO PROF.c. ' 6-00 7-07-08 C..' 19 NGIN TT[y� �i°Q/J (PROVIDE FULL BEARING;Jts:1,5,2,3,4 I Vv p� /''y(� - ,, .a'V 89200PE JOB NAME : 5017-B POLYGON - EDJ .r:, ! ''."' Scale: 0.3706 {{{''"''��� [40 WARNINGS, GENERAL NOTES, wins OREGON )e Cr I.Balder and erection nachador should be advised of all General Notes I.This design is based only upon lbs parameters chaos and is for an IndlvMuel t,.'T O V 4C. Truss: EDJ and Warnings before construction commences. building component.Applicability of design parameters and proper d� f. 2.2s4 compression web bracing mud be Installed where shows.. incorporation of component lathe responsibility of the building designer. rb -'471- je' 1 4} 2-° ' ... 3.Additional temporary bracing to Insure stability during construction 2 Design mums the lop and bottom chorda to be laterally braced el V 1 gth by is the respondbilpy of the erector.Additional permenenl bradrp of ontinuou asheathin respectivelyscpN ural d sheathing(TC)ss brawd 1lin d/or d out k le IBC. 44/r the overall structure is the responsibility f the build) g such ptytwo an rywe( ) ", RIO- SEQ. : `,�I O- DATE: 11/2/2015 apo tyo ng designer. 3.2a loped bridging or lateral bracing required where Mown.. �1 S EQ. : K 15 0 4 9 2 7 4.No Iced.nand be applied to any component born after sit bracing and 4.Installation of truss Is the responsibility of the respect.contractor. fasteners are complete end et no time shcuin any bads greater than 5.Design eewmea losses are to be used in a noncorrosive envronment, end TRANS I D: LINK design bads be applied to any component. Design assumeor"dry s condition"at use. 5.CompuTrus has no control over and assumes no reaponeibitpy for the 6.Design swmea Mi boating at el supports shown.Shim or wedge if EXPIRES:12/31./2015. ry fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design la furnished subject to the limitations set forth by 8.Plates shall be looted on both feces of toss,and placed so their center TP WVTCA in Bc51,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size a pate In Inches. MiTek USA,Ina./CnmpuTrbs Software 7.6.6(IL)-E t9.For basic onnecto•pia:e design values see ESR-137 t,ESR-7988(MITek) r. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 204 KDDF N168TR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF k16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32 1 9SF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, DL ON BOTTOM CHORD = 10.1 _'SF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.1 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 033 SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 502 BEING MET. Gable end truss on continuous bearing wall ION. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOF:D. .OP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-07-08 • 5-07-08 I 12 12 6.00 " Q 6.00 IIM-4x9 I I rn o -/o d I 1 / /////T///////////////////////////////////77//////////////////////////////////////// /7 oo M-3x4 M-3x4 1 l y 1-06 11-03 �� ,V0 P R OF1~�ES' ',� NGI N E ,S' ro C ` ` -92OOPE � JOB NAME : 5017-B POLYGON - Fl Scale: 0.5334 WARNINGS: should GENERALNOTES, M.pnnteas hesL. St J �OFREGON Truss: E1 Builder consdorneoeebendvleed of all General Notes thisdesignba lycabnthe parameters design parameters and is for an individual j7 and Waminps before construction commends. building component Applicability of design panmelen and proper a, 2 254 compression web bracing mud be Metalled where shown.. Incorporation 1 ant a the responsibility of the building tledgner. �"6 .'�1..44 s 2 \ �`}_ 3.Additional temporary bracing to Insure stability during construction 2 Design tin respectively and bosom chords to be laterally braced et J� Ca '["' Is the responsibility of the erector.Additional permanent bracing of 2'0.<.end 1 70 padNay unless braced throughout their length by continuous sheathingor aucl as plywood sheathing(TC)and/or dryweA(SC). �ARA- DATE: 11/2/2015 the overall structure Is the responsibility o/ihe building designer. 3.2a Impact bddging or ecru!bracing required where shown.. SEQ. : K 15 0 4 9 2 8 4.No load should be applied to any component until ager all bredng and 4.Installation of truss Ic xie raspondblay of the respectlue contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes Lceeoa ars to be used in a norv<ormdvs environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if mceawry. EXPIRES:12/31/2015 fabrication.fabrication.Handling,shipment and Inetaledon of components. 7.Design assumesaaeedrainage Is provided. November 3,2015 S.This design a Iumlahed subject to the limitations set forth by e.Plates shall be located on both fads of truss,and placed so their center TPINVICA In SCSI,copies of which will be furnished upon request. lines coincide with jolts center lines. , h. Indicate size MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.FForrlts bado connectorlpiste t den inches. sign values see ESR-1311.ESR-7905(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. i 2-3=( -76) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 FSF 0'- 0.0" -21/ 235V -36/ 147H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ 0H 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.97 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 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 = 0.037" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.049" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12 I) Design conforms to main windforce-resisting 6.00 17' W 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. 0 o N m I o a l 41.3700 o M-3x4 y 6-00 y 3-11-11 i '‹Ce PROF-4. (PROVIDE FULL BEARING(Jts:1,4,2,3 I51 ' E 0/ 17 ..89200PE c JOB NAME : 5017-B POLYGON - J5 Scale: 0.4765 ;www!��� •" i .: • WCr ARNINGS: GENERALIsNOTES, udeupon thrvAaennets OREGON to 7.Builder and erection contractor should be advised or all General Notes 7.This design la based only upon the paremeters shown and is for an individual w.. Truss: J5 and Warnings before construction commences. building component Applicability of design parameters and proper A A. 2.204 compression web bradng must be Installed where shown r incorporation of component Is the responsibility of the building designer. to ,)4, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et h. is the responsibility of the erector.Additional permanent bracing of T sc.end et 10 c.c.respectively unless braced throughout their length by a/ _ continuous sheathing such ea plywood sheet where and/or drywaN(BC). '''' ''R+ R i t k- DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or Lateral bracing required where Mown s o 1-1 L. SEQ.: K 15 3 4 9 2 9 4.No load eheWd be applied to any component until after all bredng and 44..Design ionfassumes the rsepnn iblyt of used the respective contractor.e fasteners are complete and at no time should any wads greater than Ded gn for"dry I condition"re to b. nment, TRANS I D: LINK design wade be no lied nnnrw any component. ene.Design assumes full bearing at att supports shown.Shim or wedge a 5.CompuTme hes no control over and assumes no responsibility for the necessary. EXPIRES:12/31/2015 . tebricatAn,handling,shipment end lrmtalleyon of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design le fumiehed subject to the gmttations set forth by 8.plates shag be located on both faces of truss,and placed so their center TPWJTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6'— 9.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 13.0 E''SF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(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 T'.nE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 12 5.00 3 -/ 0 M . 2 oiiiir H sO0 M-3x4 4 1 k y 1-06 6-09-08 'tG cO PRQ '1'� thn N�cj N 'N � f0 444 892001E 9r- JOB NAME : 5017—B POLYGON — G1 Scale: 0.6999 �� .� 44.. ..' WARNIN 1.Builder Oml.e lab I thhe tee' OR t.and W and s ctionbefore comredor on co be advised of all General Notes 1.buildingdesigncomponent.b tl pi eapo Iha pa melon shown antl s for en Individual [/�' T YllSS: Gl end Warnings helots consirucllon commence.. hulloingoy. bllny /design parameters and proper ',,(y be v 2.Pe4 compression web bracing must be installed where shown+. Incorporation r component the responsibility of the building designer. �'O `.0 1.. 1 4 — 4 3 Additional temporary bracing to insure stability during consinction 2.Design M top d bon chords b be laterally braced at 7 V Tbio is the responsibility of the erector.Additional permanent bracing or 2'a c and 17 g d. plywood unless breva throughout their length by ry DATE: 11/2;2015 the overall structure is the respenabdlty of the building designer. continuoussImpsheathing such as adng requirede et where shovel tlrywall(BC). � n��� 4.Ne boa should be applied Io any3 1st Impact bridging or lateral bracing where mown++ t SEQ.: K1509930 fasteners are comdndetBme�should any leedsgre.erthana 5.Desig4. naassun mesiniruss sssesare the etebebupsedinanon-ccof the orroosiee contractor. TRANS ID: LINK design loads be applied to any component. and are for°arycondition.of use. 5.CompuTrua has no control over and assumes no responsibility kr the 6.Design assumes hal bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. neceeeery. S.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. November 3,201 5 8.Pktes snag be located on bath faces of truss,and placed so their center TP4WTCA in BCSI,copies of whkh will be furnished upon request. lines coincide with Joint center lines. g.Digits indicate she of plate in Inches. MITek USA,Inc./CompuTnls Software 7.6.6(IL)-E tO.For basic connector plate design values see ESR-131 t,ESR-t988(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/Cil=1.00 TC: 2x9 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=(-75) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE 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 = 92.0 POE 0'- 0.0" -78/ 418V -13/ 828 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 9'- 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. 1 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/190 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" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" /' main conforms to ma n windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m 0 load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. N m f ctI o0 M-3x4 ), l l 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,9,3 I �vC?, !Lit - 89200PE t- JOB NAME : 5017-B POLYGON - H1 /e. Scale: 0.7411 '"� „„,,, Illi .Builder GENERALtiniNOTES, unless on the pe arameters /74- 7 I OREGONA Je"^ 1.BUNder and erection conhador Mould be advised of all General Notes I This design la based Dory upon the peremetero Mown and is for an individual \ Y,/ Truss: H1 and Warnings before construction commences. building component Applicability of design parameters and proper t' 2.204 compression web bracing must be Instated where Mown+. incorporation of componeNie the reaps sHEN of the balding tlesigner. ,Q -'7 1^s �"k.. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the rep end bottom choke to be laterally braced el A `Y Is the responsiblay of the erector.Additional t bre f 2'o i and at 10'o c respectively unless bread throughout their all(B).by a a, RIO- DATE: ,I O- permanent clog o continuous bridging sheathing each as plywood sheathing(TC)and/or drywall(BC). ,'+eL71 DATE: 11/2/2015 the ouster structure Is the responsibility of the building designer. 3.2a Impact bridging o!lateral bracing required where shown•• SEQ. : K 15 0 4 9 31 4.No load should be applied to any component anti after at bracing and 4.Installation of truss le the reaponaibilty of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK des bade be applied to any component. andaoear d condition" ase. wedge 5.CompuTrua has no control over and assumes no responsibility for the e.Deems hal bearingt A supports Macon.Shim or con If EXPIRES:12/31./2015. Bury. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design la furnished subject to the limitations set forth by 8.Plates that be located ofd on both faces boas,and placed so their center TPINHICA in BCSI,copies of whbh wit be Nmished upon request. Ines coincide with joint anter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-7986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-208) 106 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2-3=(-102) 38 TO 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 PSF 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/ 0H 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 -/ MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 1( A Design conforms to main windforce-resisting 6.00 12 3 system and components and cladding 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=1.6, Truss designed for wind loads in the plane of the truss only. 2 o 0 loo M O C .'psi 1 _. S.� -/ M-3x4 l y 6-00 5-11-11 y ,c4 D 0fi�SS' / `P (PROVIDE FULL BEARING;Jts:1,5,2,3,9 I [(�r4\� �;A1N �, f/ry. . t. V 89200PE �C JOB NAME : 5017-B POLYGON - J6 ,,�'�/,y.► Scale: 0.4085 *�' • � „.44.,,, WARNINGS: GENERAL NOTES, unlessolhenmse noted. ! Trues: J6 1.Builder and erection contractor ahaWdbeadvised oralGeneral Notes 7 This design is based only upon the parameter.shown end Is for enIndioldual -tr• OREGON and Warnings before construction commence.. bulking componentApplicability of design parameters and proper 7L 2.Za4 compression web bracing moat be installed whore shown+. Incorporation of component Is the responsibility of the building designer. "b i k ' s C `. "V- 3.Additional temporary bracing to Insure Nobility during construction Z.Design assume.the top end bottom chords to be laterally braced at _1 "'�`•• is the respun.lbllily of the erector.Additional permanent bracing of 7 o.c.end at 10 o.c.respectively unless braced throughout their length by i i 2 2 O i S the averal structure h the responsibility of the building designer. continuous sheathing etch as plywood cited hng(TC)andbr dryweN(BC). ME`' 0.- DATE: Q• 4.Na load should be applied to anyg 4.to Impact bridgingos is Mares precirg required the whpe shewn+a C R` S E K 15 0 4 9 3 Z fasteners are complete end at tio time should any badsgreaterman d 4.Design assuf s hueeses the responsibility are eto beu1sryed Ila respective contractor.eenvl onment, .ne are rot dry condmon or:tee. . TRANS ID: LINK design loads be applied to any component 5.Compnlrua nae no control over dna assumes no responsibility for the N. necessary.scores full earing ail wppons shown.Shim or wedge If Ch�� 12/31/2015 fabrication,heeding,shipment and installation or components. ].Design cores adequate drainage Is provided. t IL This design ls furnished subjecttothe lineetlonsset fadhby 8.Plates shall be scaled an bath tales attruss,end planed autheir nester November 3,2015 TPIIWPCA In SCSI,copies of vklch w91 be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.6(11.)-E9.Digits indicate.be of plate In Inches. iD,For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 BIDE #1c.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-59) 72 3-5=(-210) 173 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-2_33=(-1155) 966 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"00. 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" -86/ 998V -32/ 104H 5.50" 0.80 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 POP Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.94 KDDF ( 62 ) 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 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 = -0.019" @ -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 T 1' 'f MAX HORIZ. LL DEFL = 0.001" @ 6'- 5.8" MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 12 5.00 1.7 M-1.5x3 -, Design conforms to main windforce-resisting system and components and cladding criteria. 1 N Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -xii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. O M O I Mi".111.1.1.1lMillIll.I.I.M.Lillir 0 1 M-3x4 M-1.5x3 y 1 l 6-05-12 0-03-12 l l l 1-06 6-09-08 . � ��} PRO 9 44,4 892OOPE r JOB NAME : 5017-B POLYGON - G2 Scale: 0.5499 WARNINGS: GENERAL NOTES, unlessotherwisenoted: .0 J OREGON )s Ille Cr t.Builder and cradles contractor=ileum be advised of all General Notes t.This design la based only upon the parameters shown and la for an Individual 4 fl '4 J�V moi/ Truss: G2 and warnings before construction commences building component.Applleabilhy of design parameters and proper �}1 [� 2 2t1 compression web bredng must be Inatelbtl where shown+. incorporation of component is the respondbllty of the building designer. /ti '7 j� v W '""'., 3.Additional temporary bracing to Insure stability during anetructbn 2 Design assumes IM tap end bolero chests to be laterally brewed et V „ Ia the responsibility of the erector.Additional permanent bract f 2 continuous and el ea hie.resph es ply unless bread lITE) d/their knell by /// /241R10.- DATE: germane bracing o continuous Meathing such as plywood sheathing(TE)and/or drywae(BC). 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x loped bridging or lateral bracing required where shown++ 4.No road should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. SEQ.: K 15 0 4 9 3 3 fasteners are complete and st no time should any loads greeter man 5.Design assumes vases are to be used ins non<orro&we environment, end are for"dry condition.of use. TRANS I D: LINK design roses be applied to any component.vuone 6.Design assumes Ml bearing at all supporta shown.Shim or wedge if EXPIRES:12/31/2015 5.Com Trus hes no antral over end assumes no responsibility for the necessary. fabrication,handling.shipment end Installation of components. 7.Design assume,adequate drainage is provIded. November 3,2015 e.This design is furnished subject to the limitations set forth by B.Plates shah be located on both faces cirques,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. 9.Ins,oinddeindicatwith joint po enternllnees.s. DiggWee USA.Inc.ICompuTrus Software 7.6.6(1L)E to.For basic connector plate design values see ESR-1311,ESR-Igoe(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7'• IRC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #160TH LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #168TH SPACED 29.0" O.C. 1-2=(-246) 123 1-5=(0) 0 2-3=(-148) 60 TC LATERAL SUPPORT <= 12"0C. UON. 3-4=( -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 HOBO BAG REQUIRED BRG AREA TOTAL LOAD = 92.0 PIF 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 ROOF ( 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 = 0.040" @ 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" 9 -,, MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (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. a 0 2 I r i rn o c t Rrgl o I S►_� -f CD M-3x9 y (10 PRope 6-00 PROVIDE FULL BEARING Jts 115, 2,3,9 I y d-`*hCo • N jf}(5:49, 89200PE c" JOB NAME : 5017-B POLYGON - J7 /9 Scale: 0.3692 cO WARNINGS, GENERAL NOTES, unless otherwise noted: CI /`y., Truss: J7 1.Builder and erectron contractor should be advleed old General Notes 1.ThIs design is based only upon the parameters shown and b for an Individual -Y,7 A OREGON to l and Warnings bebre constmctlen commences. budding component.Applicability of design parameters and proper , yam, / As 2.2x4 compression web bredng must be installed where shown c Incorporation of component Is the responsibility of the building designer. t;\ ; l� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '©. r y 2. is the responsibility of Me erector.Additional permanent bracing of T a.c.nu at 10'e,o.c.respectively unless braced throughout their length by 1 Y' DATE: 11/2/2015 the overall stnwture is the reap:m.1H y of the budding designer. continuous sheathing such as plywood slheet where endbr drywed(BC). s.,-11 11.-It- SEQ.: �y 4.No load should be applied to a component 3.2s Impact bridging or literal bredng required where shown r r M l+^ S EQ.: K 15 0 4 9 3 9 ppu any ponent amd after ad bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for'dry condition"of use. B.De�ceaw assumes hill bearing et all supports Mown.Shin or wedge If 5.CompuTrus Ms no control over end assumes no responsibility kr the labdcalbn,handling,shipment end installation of components. 7.Design assumes adequate drainage is podded. EXPIRES:12/31/2015 6.This design is kmished subject to the limaetions set forth by 8.Plates shall be located on bath faces of truss,and placed so their center November 3,2015 TPWITCA in SCSI,copies of which will be Nmished upon request. line coincide with Joint center line. 9.Digits indicate 58e of plate m Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For beak,connector pate design values see EBR-131 t.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 654 6-3=( 0) 302 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-786) 127 6-7=(-259) 649 3-7-(-734) 220 7-4=(-169) 146 WEBS: 2x9 KDDF STAND LOADING 4-5=( -9) 4 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 1.5" --65/ 551V -60/ 196H 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 10 PSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 = 0.814" 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 f f f Design conforms to main windforce-resisting 12 M-1.5x3 system and components and cladding criteria.. 5.00 4 S -f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, E .A M7-10(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 ' m 0 N ti sae _ 6 .7 0 1 2 M-3x4 M-1.5x3 M-3x4 y l 6-10-10 6-02-14 y f,V� PROF • . y 1_06 y 13-01-08 �c'n', NC�INEfi19 Sfa„A.'S%' 4 89200PE t • JOB NAME : 5017-B POLYGON - G3 -+ Scale: 0.3573 WARNINGS: GENERAL NOTES, unless otherwise noted, (3 OREGON Crl� , t.Budder and erection contractor should be advised of al General Notes 1.This designg is based only Anl upoll thetef parameters shown wn aand ndisrfor r erer Individual A. ^aJ Truss: G3 and Waminge before Geeing lion commences. builIncorpora1on of component la the rasponsiblity of the bolding designer. 2 2.244 compression web bracing mud be Installed where shown.. 2.Design assumes the top and bottom dards to be laterally braced at 4,_ 4, 1 4 3.Additional temporary bracing to Insure stability during construction Z a.c.and et 10 o.o.respectively unless braced throughout their length by is Ne responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywel(BC). . R. �,,,4 DATE: 11/2/2015 the were.ani tune is the responsible),of the balding designer. 3.2x impact bridging or lateral bracing required where shown 4+ SE K 15 0 4 9 3 5 4.No load should be applied to any component until after al bradng and 4.Installation or truss Is the responsibility or the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cenodve environment, end are far"dry condition"of use. TRANS ID: LINKdesign loads be applied to any component. e.Design assumes Nil bearing at al supporta shown.shim or wedge a 5.cog True has no control over and assumes no responsible),tor EXPIRES:12/31/2015 n fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This daeign is furnished subject to the limitations set forth by S.Plates shall be located on both faces of trues,and placed so their center TPI'WICA in SCSI,copies of which will be furnished upon request. 9.kneesee eirddde with )oipleoint b erllinnes. indicatMiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19118(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1UBTR LOAD DURATION INCREASE = 1.15 1-2=(-287) 143 1-6=(0) 0 BC: 2x4 KDDF #168TR SPACED 29.0" O.C. 2-3=(-184) 79 TC LATERAL SUPPORT <= 12"0C. UON. 3-4=(-108) 58 LOADING 4-5=( -49) 20 BC LATERAL SUPPORT <= 12"OC. 00N, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PUP TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORD BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ 0H 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 10PSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ 0H 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. 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" 5 MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" ii 9 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. 0 0102 A M O v '� 1 6''' -/ o M-3x4 ; 1 y ,( ) P Qp . 17 c 6-00 9-11-11 .\G3` N�71INEE• /0.... (PROVIDE FULL HEARING;Jts:1,6,2,3,4,5 I l�+F _63, . {( 89200PE: r- \-.•:::•, JOB NAME : 5017-B POLYGON - J8 Scale: 0.3249 WARNINGS: • GENERAL NOTES, unless otherwise noted: �� 7')v Truss• J8 Balder and erection contractor should be advised of al General Notes This design is based on y upon Me parameters Mown and is for an individual )ii OREGON G O f I J.� • and Warnings before construction commences building component.AppllcaBIlly of design parameters and proper 74. a,7 v I V . ['Yi/ Z.204 compression web bracing must be installed where Mown+ incorporation of component Is the responsibility of the building designer. .LI 2.Q:\‘'''. "`4 3.AddBbnl temporary thawing to mors stabilby during construction 2 Design assumes the lap and bottom moms to be leteralty braced at �Q _7 y,{t le the responsibility of the erector.Additional permanent bracing of T o.c end al 70'o.c.raepeclNaty leu braced throughout(heir length by 1 Y" DATE: 11/2/2015 the overall structure lathe responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)shareshown drywa8(BC). 41,&.' R.i�1 4.Ne bad should be applied to 3.)n impact bridging or lateral bredng requhed where shown++ 4: 1+^ SEQ.: K1504936eany component until after at bracing and 4,installation ofwas is the respensibinty of the respective contractor fedenera are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be apdied to any component. and are for"dry condition"of use. 5.CompuTrus We no control over and assumes no responsibility for the 6.Oecsieeea acmes full bearing at ail supporta shown.Shim or wedge If fabrication,handling.shipment end installation of components. 7.Design asadequate drainage Is prodded. EXPIRES: 12/31/2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located oh bath races of truss,and pieced so their center November 3,2015 TPINJTCA in BCS(.copies of which will be furnished upon request. lines coincide with Joint canter lines MITek USA,Inc./CompuTrus Software 7.6.6(IL}E 9.Digits Indicate she of plate in hones. 1C For basic connector plate design values see ESR-7311,ESR-1888(MITek) 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 81&13TR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 644 5-2=( 0) 299 BC: 2x4 HOOF #1613TR SPACED 24.0" O.C. 2-2_33=(-1399) 1277 6-3=(-161) 147 5-6=(-256) 640 2-6=(-723) 216 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 545V -69/ 186H 5.50" 0.87 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 KEEP ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 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" 12Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 5.00 3 4 -! 1111 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 �O Cr. 0 N i t -.1111111111111111A1111111111111111111111111111.- .. MN • O1 5 _,I6 - o M-3x4 M-1.5x3 M-3x4 y y Jr 6-09-02 6-02-14 Jr Jr ip PROFj� 13-00 �." '<C, 'C-j 1,4 }�N, �`� .+'a ✓ 89200PE JOB NAME : 5017-B POLYGON - G4 Scale: 0.3972 4 Ct. •WARNINGS: GENERAL NOTES, unless otherwise noted OREGON !'t l�l�� )e, 1.Builder and erection contractor should be advised or all General Notes I.This design Is based only upon the parameters shown and Is for en Individual OR E GON 4, Truss: G4 and Warnings before construction commences. bufding component.Applicability of design parameters and proper �Q ,(y,y ry 2.254 temprewlon web bracing must be Inatalbd shame shown,. incorporation or component Is the responsibility ohne building designer. _7 7" V 3.Additional temporary bracing to Insure stability during construction 2.Don,Desigassumes the lap end bottom chortle la be toughy braced et �,r/ 4"y la there responsibility f me erector.Additional M brawn f 2 continuous and at e1o c.respectively ply unless braced(TC)a d/rhe r bngth by ie Y'.'�. �� �! epos Ay o permanent g o continuous Meelhing such n plywood sheathing(TC)and/or dryweA(BC) DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.28 Impact bridging or Intent bracing required where shevm,, SE K 15 G 4 9 3' 4.No bed should be applied to any component until after all bracing and 4.Instauation of truss is the responsibility of the respecthe contractor. Q• rastenen are templete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design bade be applied to any component. and are for"dry condition"of use. TRANS ID• LINK pons ty B.Oeaignassumes lull bearing atalsupports shown.Shim orwedge it EXPIRES:12/31/2015 5.Compurrva has no control over and assumes no responsibility for n.-, rabdcasan,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located en both lane of truss,and placed so their center TPIANTCA In BENI,=plea of which will be furnished upon request. 9.Onscoincide with joint n s Intl ole¢aoi t center lines. In Ilines Digits MITek USA,Ina./CompoTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ES11.1311.ESR-t988(Merck) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KEEP #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF 01dBTR SPACED 29.0" O.C. 2-3=(-75) 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 = 92.0 PSF 0'- 0.0" -90/ 905V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -91/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -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" fMAX 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: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, -f load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 rh o IIN 0 2 110.-- ��119 1 M-3x4 J. 01 J. 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,9 ,({`(�, }'� 89200PEcox -7 1-- JOB NAME : 5017-B POLYGON - HJ1 f Scale: 0.6861 WARNINGS: GENERAL NOTES, unless otherwise noted, C) Cr Truss: HJ1 1.Builder and erection contractor should beadvised ofallGeneral Notes 1.This design is based only upon the parameters shown and isbrenindividual 7 OREGON z, and Warnings before construction commences. building component.Applicability of design parameters and proper1+41 ,[ 2.2x4 compreeslon web bracing must be installed where Shawn e. incorporation of component Is the responsibility of the building designer. �rO .['1 s N,'"�'�4 3 Additional temporary bracing to insure Mobility during construction 2.Design assumes me top and bottom chords to be laterally braced et LIP Is the responsibility of the erector.Additional permanent bracing of T o c and u et ea o c respectively!Mees braced throughout their length by {y; DATE: 11/2/2015 the overall structure is the responsibility of the building designer. continuous sheathinrg sten as aywg re uiwd where s and/or dryvnX(BC). s� �y G+ 4.No load should be applied to an 3 in Impact badging is ha rel pen&bbracing required of the where shown t a 4:f+#IR 1 Y SEQ. : K1504938pW any 4.IetaAaBonofttussis:harespoelbllltyallherespedNeconinctar. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bade be applied to any component and are for.6y condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 Deesign aaaa assumes full bearing et all supports shown.Shim or wedge If E 1 / fabrication,handling.shipment and installation of components. S. ft7��L.Q1 ry' d. 8.This design is furnished subject to the Ami8Plates ationeaet forth by 7.Pesig^eawmes heted ed en bath h face lsprna,an November 3,2015 TPWJOCA In SCSI,copies of whkh will be furnished upon request. lines coindd with Int centerr i/nes.s of truss, tl placed so leek center MiTek USA,Inc./CompuTrus Software 7.6.6(1LFE 9.Digits indicate size of plata in inches. 70.For basic connector pate design values see ESR-1311,E5R-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" • IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-322) 160 1-6=(0) 0 BC: 2x9 KDDF #1fi0TR SPACED 24.0" O.C. 2-3=(-216) 95 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -65) 30 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 TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) - 0'- 0.0" -22/ 237V -68/ 2760 5.50" 0.38 ROOF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 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 "oc 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" 8 -I 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 6.00 Truss designed for wind loads in the plane of the truss only. 3 0 I N O 0, n1 ^l J t1e_" 6•" I M-3x4 C rils0 P f Q, J, y l \�S" ttyCa11lREVE`CtUJ /0 6-00 11-08-15 �' •t. i9 ✓, (PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I 4t- z 9 2 00 p E r�+" JOB NAME •. 5017-B POLYGON - J9 Scale: 0.30034SLNei '"' WARNINGS: GENERAL NOTES, unless the noletl. ili CZ. �� OREGON le. i.Budder and aredcn contractor on co be commences. advised el all General Nates 1.This dealgn is bawd only upon Bre peremelera Mown and Is for an individual <.J(-1 G l�.�.JA V fie/ Truss: J 9 and Warnings before oen.s0cllon commences. budding aomponent Appllnabllty et design parameters and proper ,�A Q1 2 204 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building destgner. <0 '.1_T A V :*= 3.Additional temporary bracing to insure stability during construction 2 Destgn assumes the top and bottom chords to be laterally braced al C./ 'Y'`,( � N the responsibility of me erector.Additional M brad f 2 ntinc.maand al ea0 hin.respectively as ply cod s braced throughout their I. by 4/, ' 'R R 1 E germane bracing o continuous sheathing such as plywood sheathing(TC)aMlor drywap(BC). DATE: 11/2/2015 the overall structure Is the responsibility of the budding designer. 3.2s Impact bridging er leteral bradng required where Mown a+ a.Na load should be eppled to any component until after all bradng and 4.Installation of truss la the responeblly of the reepectbe contractor. S EQ.: K l 5 0 9 9 3 9 famenera are compete and at no time should any loads greater than 5.Design assumes wast.ere to be used in a non-oenoalve environment, assign nada be applied to any component. and are for-dry cond.:on•of use. TRANS ID• LINK e.Design assumes fulbearing atall rapport.shown.Shim orwedge if EXPIRES:12� 1201 5.CompuTrua has no control over end assumes no reapomibllly for the necessary. fabrication,handling,shipment and Mstalletlon of components. 7.Design assumes adequate drainage Is provided. November 3,2015 E.Tha design la famished subject to the limitations set fadh by S.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In BCS(,copies of which will be famished upon request. lines coincide 9. Ind cele 88(ni pile to(n(center inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E IN.For basis connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing. TC: 2x4 KDDF #180TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 81&BTR SPACED 29.0" O.C. Design conforms to main indforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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. 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. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 1 ." 3 -/ I N 1111111111 )0, N M 4 M-3x4 J• y y 1-06 8-00 A.tN- I-f l UrC`Ox, ,,s5 4 �yGINEFG6, Uro 4,4 1— ,._.. 892007E 'c'" JOB NAME : 5017—B POLYGON — Ii4,�r'.� •- Scale: 0.6358 ' '� t 5" �d� • I.WABuilder OThis design unlessotherwiseparametersd OREGON 1[J I.BUAtler and erection contractor should be advised of all General Notes 1.Thls destgn le based only upon the shown and le for an individual 11 Truss: Il end Warnings before construction commences. building component Applicability of design parameters and proper L„ '� �l 44 2 2e4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility ofthe D ng deNgner. /0. y 2.0 3.AetlAbnal temporary bracing to Insure stability during construction 2 Design assumes the too and bottom chords b be lateral braced at ly Is me responsibility of the erector.Additional permanent bracing of T o.c.and e1 70'o..:,raupaciWely unless braced throughout their length by J�,, ., `_ DATE: 11/2/2015 the overall at Imre is me respanstbAity of the building designer. continuous sheatM,g such as plywood sheathing(TC)and/or drywall(BC), `A"f/.,j_?R t 3.In Impact bridging or lateral bracing required where shown++ +w•+'i Y SEQ.: K-5 0 4 9 4 0 4,No load should be applied to any component until after all bracing and 4.Installation of truss'aIle respondbillty of the respective oontrador, fasteners are complete and at no time should any bade greater than S.Design assumes cruxes are to be used Ina non-onoaive environment, TRANS ID• LINK design loads be applied to any component, and are ler"dry cordtan"of use. 5.CompuTrus has no control over and assumes no responsibility ler the 5.Design assumes h II roort�g et ail supports shown.Shim or wedge If EXPIRES.12/31/2015 bbncatlon,handling, necessary, shipment and Installation of components, 7.Design assumes avehnrelnage k provided. November 3,2015 d,This design Is furnished subject to the limitations set forth by 5.Plates shall be locatesc enon both faces of truss,and placed so their center TPINJICA in SCSI,copies of whbh will be furnished upon request. lines coincide with)..,in':center lines. 9.Digits indicate alae or elate In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E to.For basic connector prate design values see ERR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 86 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625) LL = 25 PSF 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 SRC 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 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" '1 T T 12 4.00 C Design conforms to main n windforce-resisting I system and componentsand cladding criteria. M-1.5x3 4 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads -.../111111111111111111111111111111111111111111111111 in the plane of the truss only. N .-I f+ N ti I I 2 2� .15 M-3x4 M-1.5x3 y ), ), 7-08-04 0-03-12 i l b 1-06 8-00 tis, GI ESR �S;,O LCALy '.c892200PE r"" JOB NAME : 5017-B POLYGON - I2 Scale: 0.5233 �_4! •'' , Ct.WARNINGS: g GENERAL tin Is antessen the ss mete OREGON s'6. 1.Builder end erection contractor should be advised dell General Notes 1.This design h based only upon the parameters shown end is for an individual (,:1 \w, Truss: 12 and Wamin s before construction commences building component.Applicability of design parameters and proper t� 2 204 compression web bradng must be Installed where shown+. Incorpontlon of component is me responsibility oftha building designer. /h '44'. ��.r y a 2 3.AddlBonel temporary brschtg to Insure stability during construction 2.Design aawmsse n.top and bottom es.chobraced to be througWordhout braced at I v)R, lathe ro lebilhy of me erector.Additional 1 bradng of Y o.c.andel 10'cm respectively unless throughout their length by `_ Sponpermanent continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). M1E`P("'3 r �; DATE: 11/2/2015 the overal struature Is me reapanelblity of the building designer. 3.20 Impact bridging or lateral bradng required where she.«« • i t L SEQ.: K 15 0 4 9 41 4.No bad should be applied to any component until after all bredng and 4.Installation lledon of tru,Nssthe eresponsibilllssty�i the respective contractor. nt fasteners are complete and et no time should any loads greater Man Design assumes design bade be applied to any component. and are kr"dry cordblon"of use, TRANS ID: LINK 6.Eesrpulrue he.no central everendassaneene respaneibility berths B.DePo6N.wmeandlbearing etansuppon.shown.Shim erwedge it EXPIRES:12/31./2015 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is famished subject to the ambitions set forth by 8.Plates shall be locales on both faces of trues,and placed so their center November 3,2015 TPPYVrCA in SCSI,copies of whioh will be furnished upon request. lines coincide with aim center lines. 9.Digits Indicate size of Plate in Inches. Wee USA,Ina./CofnpuTrus Software 7.6.6(1L)-E 10.For basic conned:.'plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF 816BTR SPACED 29.0" O.C. Design conforms to m rn windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= i2"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = ';,0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MFRS(Dir), TOTAL LOAD = 91.) PIP load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg': Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 301BEING MET. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP M-1x2 or equal typical at stud verticals. 9.00 'AND BOTTOM CHORD LIVE LOADS ACT NON-c'.NCOFkRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 --✓ N I r 0 I 2 .-I N /- r1 o4 M-3x4 1-06 9-00 ��1SEp P R 04, c'z �yGINE 5 /qi 89200PE-44 ''x- JOB NAME : 5017-B POLYGON - I3 ,1111.9'. dri.--r Scale: 0.8111 40 ; : WARNINGS: GENERAL NOTES, 'Me Iherwl ted: OREGON Truss: 13 1.Builder and erection contractor should be advised of all General Notes I ThisdesignI be pl F theparameters shown and Is for an Individual y,,, and Warnings before construction commences building component A pt iley f design parameters and proper ,. Vs. Incorporation f component the responsibility of the building tlaslBner. }� tie 2.204 compression web bracing must be Installed where shown aI'r/ti7 J e 3.Additional temporary bracing to Insure stability during construction 2.Design IN-I p enc bottom chords to be laterally braced at �./ - 4 Is the responsibility of the erector Addition.'permanent bracing of 2 e cad t 10 pectNety unless braced throughout Melt length by continuous Mealhlr n cosh as plywood sheathing(TC)a entllor dryweq(BC) ..`R(R 1( 'L DATE: 11/2/2015 the overall structure is the responsibility of the building designer. S.2x Impact bridging or s,3terel bradng required where Mown++ rl 1.. SEQ. : Ki5 0 4 9 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe oontrador. fasteners are complete and at no time should any loads greater than s.Design assumes trusses ora to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for"dry concleon•of use. 5.CompuTrus hes no control over and assumes no responsibility ler the 8.Design assumes h41 Dearing al all supports Mown.Shim or wedge if EXPIRES: 12/31/2015 necesfabrication,handling,shiprnent end Installation ol components. 7.Design ssumes adequate drainage is provided. November 3,2015 8.This design is famished subject to the limitations eat forth by 8.Plates shall be lCoated an both faces of truss,and placed so their center TPIM7CA In BCSI,copies of which will be fumlehed upon!squeal. lines coincide with joint center lines. uTrus Software 7.6.7(114-E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com p10.For basin oonnedor plate design values we ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 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/ 929V -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. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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 / 1 i MAX HORIZ. LL DEFL = -0.000" @ l'- 10.9" 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. o n N O I ra , [ o .f I 9 1111: 0 1 .1.11 M-3x4 .6 l y 1-06 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 J eco v4G E.fij�AS/0 " 89200PE C" JOB NAME : 5017-B POLYGON - SJ1 Scale: 0.6811 /��p� r /pyy.., WARNINGS: GENERALtinin NOTES, any upen the ae J, .OREGON 'v'A.. 1.Raider and erection contred°r should be addend of all General Notes I.This design Is based only upon the parameters shown and h for an Individual N Truss: SJ1 and Warnings before construction commences. building componentApplicability of design parameters and proper 2.264 compression web bredng must be[metalled where Mown... Incorporation of component Is the responsibility of the building designer. fI� }r 2 tr 3.Additional temporary binning to nears stability during construden 2 Design traumas the lap and bottom chorda to be laterallyhe t that al '� y lathe responsibility of the erector.addRemel permanent bracing of 7 o.c.and et 10 o n.respeceNely unless brawl throughout their length). DATE: 11/2/2015 the overall Arudure Is the ro eaal f the balding designer. 2a Impact ow sheathing such es plywood Alred where a endlar dryweA(BC). 1e/, .`L7 R 1( - ePon tiY o 3.2:Impact bridging or lateral bracing required Moven v a r'i 10 - DATE: EQ K 15 0 4 9 4 6 4.Na bad should be applied to any component anti after ell bredng end 4.4.Design oftAtion of to s Is the are responsibility sibiused Inhnon-corrosive erthe slvcoenvironment, fasten %are complete and al no time should any bads greater than I design bade be applied to any component. and are for"dry condition"of use. TRANS D: LINK S.compuTrus has no control over and sesames no responsibility for the 8.Design assumes full bearing at d suppoaa shown.Shim or edge If EXPIRES: 12/31/2015 newesary. fabrication,handling,eepment end Installation of components. 7.Designnnhei names adequatebath nage faces s oftrus's°'. N ovember 3,2015 B.This design Is furnished subject b the limitations eel lash by S.Plates shall be located on both races of hues,and placed so their corer TPI WfOA In SCSI,copes of which 0,111 be furnished upon requed. lines coincide with lomt center lime°. 9.Digits Indicele else of plate In inches. MiTek USA,Inc./CompuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=10) 0 BC: 2x9 KDDF #I&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 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 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP lCOND. 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 = 0.002" @ -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 -a MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to marwindforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, sr o Truss designed for wind loads 1 in the plane of the truss only. N fn {- o 1 Egir o o 2` q1' y' M-3x4 i )' y y 1-00 2-00 1-11-11 !PROVIDE FULL BEARING;Jts:2,9,3 ! �� �D P r Os ��NcS OA NE .�02 89200PE fir" JOB NAME : 5017-B POLYGON - SJ2 . Scale: 0.7890 .. WARNINGS: GENERAL NOTES, unless otherwise noted 104r. OREGON y, � TrussS J2 1.Budder end erection contractor should be advised of all General Notes ••a77 This design Is based only upon the parameters shown and is for an Individual Y�j A and Warnings before construction commences. building component Applicability or design parameters and proper ! \�. 2 2a4 compression web bredng must be Installed where shorn+. incorporation of component is the roeponelblllty of the W bing designer. f '1k 1 ..5{,,, 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the lop end bottom chests to be leanly braced at O (�,s �A N the responsibility of erector.Additional permanent bracing of 2'o.c.and al 17 o.c.respectively antes brewed throughout their length by - DATE: 11/2/2015 the overall structure is the responsibility f the building designer. 2%Imp continuous sheathing or each as acing replywood uir et where s end/or drywaN(BC). '✓/ Rp-y r Spon tya p3.2s Impact bridging or the responsibility required respective drawn++ R SEQ.: K 15 0 4 9 4 8 4.No load Mould be applied to any component cell after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are compete and el no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design bade be applied to any component. and are for^dry condition"er use. 5.CampuTma has no control over and assumes no responsibility for the 6.Oeescalgwaesumea fun bearing at al supporta shown.Shim or wedge d EXPIRES:1213112015 rabdcagen.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 S.This design is furnished subject to the(imitations set forth by e.Plates shad be boated on both faces of truss,and placed so their center TPISAFTCA In SCSI.copies of which will be furnished upon request. lines coincide with quint canter lines. 9. Indicate size MTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.FForrits basic connector plate delate n Inches. elfin values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE 61SBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 RODE STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-08-04 0-03-12 T T T 12 9.00 M-1.5x3 3 9 -/ 0 H r 0 I , N I liAlCI 1 o 5 6 M-3x4 M-1.5x3 1 l l 1-00 4-00 ,�� �GP EES `r,0 2 't 89200PE Q1-" JOB NAME : 5017-B POLYGON - Z1 Scale: 0.6905 a1/,t f�1,,. /—'�w— WARNINGS: GENERAL NOTES, unleee otherwise noted OREGON i.CC 1.Wader and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters Moven end Is for en Individual e� �} N Truss: Z1 end Warnings before construction commences. building component Applicability of design psremetere and proper ,6 Vs 2.2x4 compression web bracing must be Instilled where shown v. incorporation et component Is the roaporrelbAlry of the building designer. lb q y 7 r p 3.Additional temporary bracing to Insure stability during construction 2.Design and et tl the tap and bosom chorda to be laterally braced at (�s.. Is me reylorMNlAy of the erodar.Additional permanent bracing of 7 n.c.end et 7G o.c.respectively unless braced throughout their ength by �,�j ' DATE: 11/2/2015 the overall smcture la the responsibility of the building designer. 2 Impacts sheathing or Wen l bradneotl requisheatred here sown+drFnei eC). / ++ �'( g gnat 3 2x Impact bridging or sterol bradlp required where shown 1+ SEQ.: K1504949 4.No load should be milled to any component until after all bracingend 4.IDNA�.oennfttewaahe reasposibusNya.em aspecthNe contractor. fasteners are compete and at no lime should any bads greeter man g design pada be applied to any component. and ere for'dry condition"of use. TRANS I D: LINK 5.ComWTrus hes no control over and lissome.no reeponalbiliry for tit B.Design assumes rte bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 febrkatlen,heeding,.hipm.nt and installation of components. 7.Design assumes adequate drainage Is prodded. November 3,2015 6.This design is furnished subject to the limitations set forth by S.Plates shell be located on both feces citrus..and paced so their center TPI/WiCA In SCSI,copes of which will be furnished upon request. line coincide with joint center lines. 9.Digits Indicate size of pate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 70.For besic connector plate design veluee we ESR-1311,ESR-lgee(MITeh) 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/C 1,00 TC: 204 EDIT #16BTR LOAD DURATION INCREASE = 1.15 g BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 WEBS: 2x4 KDDF STAND 2-3=(-54) 36 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. EON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" I 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" @ 3'- 8.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main indforce-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), q load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads 'rl in the plane of the truss only. r 100 0 1radii...01111111CA . , 2.047:-..... 5 o M-3x4 M-1.5x3 l ), J, 3-08-04 0-03-12 y 1 l 1-00 4-00 ce\vo P8 or .. C�, v4&iN4.. ' <, `t" 89200PE �v JOB NAME : 5017-B POLYGON - Z2 4°/Ie+, Scale: 0.6209 �`" ..._... • WARNINGS: GENERAL NOTES, unless otherwise noted C)7'4.. p �"' Truss: Z 2 I.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and H for an Individual /� .y OREGON 'r and Warnings before construction commences building component.Applicability of design parameters and proper / 4,�T [% 2.2a4 compression web bracing must be installed where shown 4. incorporation of component le the responsibility of the building designer. '+' "T,JO� 3.Additional temporary bredng to Insure stability during construction 2 Design assumes IM lap end bottom chole to be laterslty braced al T• 14, Is the responsibility of me erector.Additional permanent bracing of T o.c.end at io'o.c.respectively unlace braced throughout their length by DATE: 11/2/2015 the overall structure la the responsibility of the building designer. continuous sheathing such l b plywood required a where)and/or drywell(BC). �.RIO- 4.Na lead should be applied to an 3.2a Impel bridging or lateral bracing requlrhe where Mown++ SEQ.: K 15 0 4 9 5 0 pP y component until after ail bredng and 4.Installation of Wes is the responsibility of the respective centred°, fasteners are complete and at no time should any loads greater than 5.Design assumes Imsses are to be used In a non-corrosive environment TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrrue has no control over and assumes no responsibility for the B.DC stcocce ewmes MI bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication.handling,Mlpment and Installation of components. ry' B.The design is furnished subject to the limitations set forth by 8.Design s shall be locateduan both faces o lmss and placed so their center November 3,2015 TPINOTCA in SCSI.copies of which wilt be furnished upon request. lines coincide with point center lines. M Tek USA,Inc./Com puTlU6 Software 7.6.7(iL}E 9.Digits Indicate size of plate in Inches. 70.For basic connector plate design values sea ESP-1311.ES11-1988(MITek) Symbols Numbering System ,ilk► General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3 1 /4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEMDimensions are in ft-in-sixteenths. s� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q-1/1 6" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I pbracing should be considered. OMilrialt S3. Never exceed the design loading shown and never M�� U stack materials on inadequately braced trusses. ill0 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ci-e C6-7 C5-6 erection supervisor,property owner and plates 0-'na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unlehallss not exceese noted,d 19%attimletof fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designatIons are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. *IMM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI ►� 18.Use of green or treated lumber may pose unacceptable 1...3.7--.1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI° ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. mrre BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013