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Plans (315) C\tac 4C - CCF3�C� SLS .e11);\\As\cyn\ickki_ u> . 1111 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. \?,0) PR OFFss 5 ,rAGtNEF9 X02 Q 87022PE 9` N CV y �'tOREGON � Q1v , � "53-, AMBER �1 OS A. i-i 46. E 'I'�i6/ 0/21r 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 ANSI/TPI 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:L2O9JJu6omRCBuYOhHV69uyFHbu-zJ5p45?XCF2vOOZtOrPmsX8sKEa0tX37bM9U8fyN9nz 3x6 h 1-3-4 3x� II 1-6-0 13x6 I 1 6 2 7 3 Scale=1:13.1 0 )440b16 1��• 1 5 4 6x6= 6x6= 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr 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 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-278/0,3-4=-51110 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(Ib) PRQFFss Vert:6=-1007(F)7=-1007(F) fc�\coti�G(N�F9 2 `c. 87022PE 9t' • N rcv 'I>, OREGON rl�44 ti OOAMBER � 7S A HER�P EXPIRES:06/30/2017 November 3,2015 A A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 'b Design valid for use only with M7ekrE connectors.This design is based only upon parameters shown,and is for on 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 possiblepersonal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/79It Quality CrIeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803940 PL14-403_UPPER F02 FLOOR GIRDER 1 2 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 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-zJ5p45?XCF2vOOZtOrPmsX8npEP5tS67bM9U8fyN9nz 1 1-2-0 1 7-9-0 I Scale=1:26.3 2x4 H 5x10= 1.5x4 I I 3x4= 1.5x4 I I 3x4= 1.5x4 11 5x10 = 3x4 11 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 / o 9 4 e tai vu uvm M"\ 13 12 11 4x8 MT2OHS= 6x10= 3x8= 6x10= 4x8 MT2OHS= I 14-10-8 I 14-10-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/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 Ina NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-1219/0,2-15=-9563/0,3-15=-9563/0,3-16=-9563/0,16-17=-9563/0,17-18=-9563/0,4-18=-9563/0, 4-19=-13782/0,19-20=13782/0,5-20=-13782/0,5-21=-13782/0,21-22=-13782/0,6-22=13782/0,6-23=10085/0, 7-23=-10085/0,7-24=-10085/0,24-25=-10085/0,8-25=-10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=-7656/0,8-11=0/5720,7-11=-1402/0,6-11=-3696/0,6-12=0/1281,5-12=-1875/0,4-12=0/1556,4-13=-4123/0, 3-13=-1888/0,2-13=0/6849,2-14=-7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 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. '\��0Q PR OFe 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 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 ��G(NEER 1� 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 Ib down at 9-7-11,114 lb down at 10-8-11,1027 Ib down at 11-2-14,114 lb down at 12-3-14,1027 lb down at 12-10-1,and 114 87022PE 9t' lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard (A N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -4 ��O OREGON 1[/N Uniform Loads(pit) 71) J� E R 1\ �,Q Vert:10-14=-5,1-9=-50 ` Concentrated Loads(Ib) On \P 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) A. HO; 17=-114(B)18=-1007(F)19=-114(B)20=1007(F)21=-637(F)22=-1027(F)23=-1027(F)24=-1027(F)25=114(B)26=-114(B) EXPIRES:06/30/2017 November 3,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE • �� Design valid for use only with M7k®econnectors.This design is based only upon parameters shown.and is for art 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/Tell Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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-RVfBHRO9zYAm0Y74aZw?Olg6New?c1rHgov2g6yN9ny 1-6-4 1.5x3 II 3x4= 2 Scale=1:13.2 0 0 N 4 3 1.5x3 II 3x4= 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. �E� PR 0 r 0JCa 1 N EFR 2 4 8 S 2PE N •y N� /. Aj � OREGO ti�Qk/ 90 BER 1� OSA HE ` EXPIRES:06/30/2017 November 3,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mffek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing [Mei 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-69 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803942 PL14-403_UPPER F04 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?OIg4SepFcvyHg0v2g6yN9ny 11-08 11 2-0-0 1 Scale=1:37.9 3x4= 5x6= 1.5x3 I I 4x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 4x5= 3x4 I I 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 e ° o _&_ o eo ....x_ o c N O N — lir N,,-/ \\411,. /IIIII4111141111\ / \ / 21 20 19 18 17 16 15 14 3x4 II 5x5= 4x6= 3x6 FP= 3x5= 3x5= 4x6= 3x6= 1.5x3 SP= I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— (1:Edge,0-1-81,(21:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft 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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-970/0,1-2=-615/0,2-3=-615/0,3-4=-2111/.0,4-5=-2111/0,5-6=-2806/0, 6-22=-2806/0,7-22=-2806/0,7-23=-2693/0,8-23=-2693/0,8-9=-2693/0,9-10=-1772/0, 10-11=1772/0,11-12=-1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=-1341/0,12-15=0/1035,9-15=-747/0,9-16=0/498,5-17=0/346,5-19=-593/0, 3-19=0/885,3-20=-1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 lb down at 12-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q.o PR OFF Uniform Loads(phi) � `r Vert:14-21=-8,1-13=-80 \�� NGVNEF W0 Concentrated Loads(Ib) � 2 Vert:22=-5(B)23=-5(B) CC' 87022 PE 9t• /'71 p �Aj, OREGO ti� <v0 �O BER '�\ �O On A. Ho; EXPIRES:06/30/2017 November 3,2015 • r ` ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803943 PL14-403_UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:30 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-viDZUn 1 njsIdeiiG7GSExyDIS2FELUaQ3gebCYyN9nx 0-h8 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 a 42 0 N N 3 \� E a a E „ a e a a - E a - a a r E a i 41 X •,("Vuuuuu u 'V./VVVV,/NC` vv\,(v\vvu /\/-uyuuuu>l.,A 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= I 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 I 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 I 16-0-0. 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 23-5-121 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ildefl 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 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 23-5-12. (lb)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,De not erect truss backwards. • mac ' GN F9 `S/O �� - `r 870 2PE 9t-- 7 CP �N -j, OREG N tip Q<Lt •POr,��$ER .\\ S A . HES'1/4 C-\P EXPIRES:06/30/2017 November 3,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE N11111a Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and toprevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 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 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-N unyi62PUAQU FrHSh_zTUAmTARbU4xgZH KO9kyN 9nw 1 2 3 4 Scale=1:13.0 10 0 0 N 9 ♦♦ ♦*♦ • • 8 7 6 5 1-4-0 2-0-0 3-8-8 1 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 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. ��RED PRQ1 ‘4.7 GINE„R X02 8 $ 2PE (pr y <NAj, OREGO (19 Otv 90OAMBER \� A. HEV1/4 EXPIRES:06/30/2017 November 3,2015 ! 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE MI I. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MilG�C'. 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/Tell Qualify Criteria,DSB-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 Qty Ply POLYGON R45803945 PL14-403_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:32 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-r4LKvS21 FTYLt?sfFhUiONld6rxfp02jW_7iHRyN9nv 0--f8 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 • C 0 C O m C C a 42 • 0 0 0 0 N N a i a = a a o c a a a c c =0 c a a a o •^ 41 ,,1, . '•i/, WWF ✓Mme` Jam-^✓.J 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 544 1 6-8-0 1 8-0-0 1 913-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-0-0 i 18-8-0 1 20-0-0 1 21.4-0 1 22-8-0 1 24-3-0 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 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (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(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. c(00 PROFF6' C25 ... c.-9 /0 2 870 2PE p • CV y N�Aj, OREGO ti o41 'P '.44. BER \\ 4 OSA HE��P EXPIRES:06/30/2017 November 3,2015 1 t ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MII" 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 building designer must verify the applicability of design parameters and properly incorporate this design into the overall tL� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi l^} ek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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-r4LKvS21 FTYLt?sfFhUiONleurxjp05jW_7iHRyN9nv 0}118 Scale=128.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O o 0 eJ o Oo e e o Y a 30 0 'Y' o co C ex 29 Kxxc rJx. xr,Xxxxr ;xxxxxxxxxxr\Ax.\ xnx xx xxxxxnxxxxx�cxxxx �x xXX.\,\X 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1-4-0 1 2-8-0 i 4-0-0 i 5-4-0 1 6-8-0 i 8-0-0 i 94-0 1 10-8-012-0-0 13-4-0 14-8-0 16-0-0 17-3-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 I 1-4-0 l 1-4-0 1-4-0 1-4-0 1-3-0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except • BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceilingdirectly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FVLLY SHATHED 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. C?�c. ANG)N-ER c, k/ 2 9 87022PE r to a � �Aj, OREG N ti� LH ...A s.44. sER \' Pa0 S A. HE¢� • EXPIRES:06/30/2017 November 3,2015 e __ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. M�} I Design valid for use only with Mitel&connectors.This design is bused only upon parameters shown,and is for on individual building component,riot 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 Mi Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component . Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803947 PL14-403_UPPER F11 GABLE • 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:33 2015 Page 1 I D:L2O9JJu6om RCBuYOh HV69uyFHbu-J Hvi7o3fOngCV9RrpP?xZbrpj FHzYrKsletFptyN9nu 0ilis Scale=1:18.4 1 2 3 4 5 6 7 8 9 _ J J _ L' _ J L° 20 o 0 0 a 4 N N 18 17 16 15 14 13 12 11 10 I 1-4-0 2-8-0 4-0-0 5-4-0 l 6-8-0 8-0-0 9-4-0 I9-9-12 I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) Na - 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/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(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. REp PROFS \c. ��G{NEP s` o 9 2 w 9 ct 87022P/ t' ti . y �A.T OR GON of? ,....4./ rS A. HER4P EXPIRES:06/30/2017 November 3,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ME-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing JFie k` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria,DSB-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 Qty Ply POLYGON R45803948 PL14-403_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:33 2015 Page 1 I D:L2O9JJu6omRCBuYOhHV69uyFHbu-J Hvi7o3fOngC V9RrpP?xZbma FDCYkQsletFptyN9n u 0-1-8 H I 1.6-0 I I 2-6-0 Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 H 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H \o3. 4e5678 0007 411111111111IN 07 N. V 411N- O o 0 12 11 10 9 c 1.5x3 H 4x5= 3x5= 3x5= 3x4= 1 17-3-0 17-3-0 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=748/0-5-4,9=748/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=749/0,14-15=-749/0,1-15=-749/0,1-2=611/0,2-3=-611/0,3-4=-1651/0,4-5=-1651/0,5-6=-1457/0, 6-7=-1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=-1100/0,7-10=0/706,5-10=-296/0,3-11=0/466,3-12=-822/0,1-12=0/933 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(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. <�nEO PROFe SS 5 tiNGINEF9 /� 2 Q 87022PE 9r- 7 tc 'N �Aj, GREG N q�O<vN 90 4/BER 11 OS A. HEY` EXPIRES:06/30/2017 November 3,2015 t _ I EM A WARNING-Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,notmi a truss system.Before use,the building designer must verify the appfcability 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 MEW is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803949 PL14-403_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:34 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbuoTT4K841n5o36J01 M6WA5oNwBfVeH600_IcpLJyN9nt P-10-8 I 2-0-0 1 0-r8 Scale=1:41.2 4x6= 3x4 = 3x4= 3x4 = 3x6 FP= 4x5= 1 2 2 3 4 5 6 7 8 9 10 11 12 .. - - 2 t P N - V'N. 7 y 21 7'N c a N m e ®, 20 19 18 17 16 15 14 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 (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3137/0,5-6=-3137/0,6-7=-3331/0,7-8=-3331/0,8-9=-2298/0,9-10=-2298/0, 10-11=2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=-1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=-294/0,4-16=0/710,4-18=-1056/0,2-18=0/1474, 2-19=-1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. QED PRQFF wNca ,.._ 0NGfN -z �/02 87022PE yrs N cv � tv 7 Aj, OREG•N ry � <(/ 9 0OMBEFt S A. HEOP EXPIRES:06/30/2017 November 3,2015 AWARNING-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 appfcablity of design parameters and properly incorporate this 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 MiTeBc9 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safety 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 R45803950 PL14-403_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:35 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-GfOSYU5wYOxwkTbDwplPeOw5n3rhOZn9CyMMtmyN9ns 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 2 vN: 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4-=- 1.5 x3 1.5x3 SP= I 24-6 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 Incr 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. QED P R©FF • c\���NGINE��s/� 44/ 2 870 2PE vt- to V y �'�j, OREG N (f) 41./N QL~ 9O ''M,BER .\\ OSA. HEk EXPIRES:06/30/2017 November 3,2015 t __ $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1b Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate 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/TPIt Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Inns Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803951 PL14403_UPPER F15 Floor 9 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�YUU5wYOxwkTbDwp1PeOw7H3yWOkh9CyMMtmyN9ns 1.5x3 I I 0-10-8 2-6-0 1.15x3 Ifs 1 2 3x4= 3 Scale=1:13.0 -I_ I■ 1111 II 1.5x3 = 0 0 N ME i , 1.5x3 = DIVA RUM 6 NM MINI ,/ III ,,, 3x4= 3x4= O(1-a 3-9-0 0-1 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(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. •<<YE P R OFFss �c�`g �tG 1 N E 9 /02 c' 8 I 2PE (9r' yCP / �'oj, OREGO r1(z),I4/ 9O �MBER11 \ OS R. HEck EXPIRES:06/30/2017 November 3,2015 ®WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803952 PL14-403_UPPER F16 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:36 2015 Page 1 I D:L2O9JJu6omRCBuYOh H V69uyFHbu-kraglg5YJi3mMdAQUXYeBDTGjSAFIOnJ Rc5vQCyN9nr p-8-41 2-6-0 Scale=1:41.8 4x6= 1.5x3 I I 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 N A 9 O ' 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11- 23-11-4 Plate Offsets(X,Y)— 119:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:119 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1621/0,3-4=-1621/0,4-5=-3070/0,5-6=-3070/0,6-7=-3286/0,7-8=-3286/0,8-9=-2275/0,9-10=-2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=-1606/0,11-14=0/1213,8-14=-802/0,8-15=0/450,6-16=-308/0,4-16=0/724,4-18=-1071/0,2-18=0/1487, 2-19=-1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • V`. P R OFFsd' c2; ,�c N EF9 /0 2 Lw 870 2PE ,9 7 "0j6)14, OREGO 2 O�IV On OBER 1\ S A. HE0P EXPIRES:06/30/2017 November 3,2015 / I 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 on 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 Mi'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/TPIt Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informallon 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 R45803953 PL14-403_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:37 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-C28DyA6A40Bdzmlc2E4tjR?oosZeUa2SgGrTyeyN9nq 0-1-8 I.il(N2 1 2-5-8 I 2-6-0 I Scale=1:27.9 3x4 H 1.553 1.5x3 = 1.5x3 = 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 H 1 2 3 4 5 6 7 8 15 9 q N N 14 • l; o 13 11 10 ,8. 1.5x3 II 3x5= 3x5= 3x4= 3x6= 0-7-4 0-5-12I I 16-0-12 Q I 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=666/0-2-12,12=1125/0-3-8 Max Gray 9=674(LC 4),12=1125(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1249/0,4-5=-1249/0,5-6=-1256/0,6-7=-1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=-431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=-955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��G, �D PRO1 = Uniform Loads(plf) On Vert:9-13=-8,1-8=-80 � NGINFFR Concentrated Loads(Ib) ,\ /�2 Vert:1=-400(F) 4✓ -y9 870 2PE N CV> �A� OREGO /r1 w� 9�, M$ER a\ �O �S A. HER\-"P EXPIRES:06/30/2017 November 3,2015 t e Er A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 'ANSI/TPI1 Quality Criteria,DSB-119 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 R45803954 PL14-403_UPPER F18 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 1-7-0 4.3-0 I - 0148 Scale=1:19.4 1.5x3 I I 1.5x3 = 1.5x3 H 3x4 = - 1.5x3 I I 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 ®\ - 0 12 C :2:', d N N 11 10 9 0 8 LL„ 3x5= 3x5= 1.5x3 II 3x4 = I t1-2.8 I 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress 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(Ib)or less except when shown. TOP CHORD 1-10=480/0,1-2=-391/0,2-3=-391/0,34=-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. ���� PR°FFs Co �G1NEF �/ 87022P, r i cv 7 -0j`OR GON (?©oi 1 1 O BSER On A. HER\4P EXPIRES:06/30/2017 November 3,2015 1 t • A WARNING-Verily 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 on individual building component,not I" 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss. Truss Type Qty Ply POLYGON R45803955 PL14-403_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon , 7.530 s Jul 11 2014 Milk Industries,Inc.Mon Nov 02 14:47:38 2015 Page 1 ID:L2O9JJu6omRC BuYOhH V69uyFH bu-gEibAW 7orJJUbwJobyb6GeYdgGtgDx_buwa0U4yN9np 0-1-8 H I 1-7-8 11 2-6-0I aFfB Scale=1:38.2 4x4= 3x4= 3x4 = 3x4 = 3x6 FP= 3x6= 1 2 3 4 5 6 7 8 9 10 11 2 PI m 1 IB II c or na �1I 7 p 1 ngp 21 111.3 n n 101 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6= 3x5 = 3x8 = 3x4= 1 22-7-8 22-7-8 Plate Offsets(X,Y)- (1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-978/0,19-20=-978/0,1-20=-978/0,1-2=-867/0,2-3=-867/0,3-4=-2507/0,4-5=-2507/0,5-6=-2911/0, 6-7=-2911/0,7-8=-2088/0,8-9=2088/0,9-10=-2088/0 BOT CHORD 16-17=0/1830,15-16=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=-1490/0,10-13=0/1097,7-13=-686/0,7-14=0/334,5-15=325/0,3-15=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. <��ED PR 6FFss 5 NG4NBFR / 0 2 87022PE 9r N y `)0j, OREGO q�O4N "9 01,f ti1 \BER 1 OS A• HE¢\''P EXPIRES:06/30/2017 November 3,2015 1 I ®WARNING.-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mi. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D311-89 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 R45803956 PL14-403_UPPER F22 FLOOR GIRDER 2 1 Job Reference joptional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:38 2015 Page 1 I D:L2O9JJu6om RCB uYOhH V69uyFHbu-gEi bAW 7orJJUbwJobyb6GeYesGvFD_hbuwa0U4yN9np p-9-4 I 2-6-0 01-8 Scale=1:41.8 3x5= 1.5x3 H 3x6= 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 N.. 7 N. 7 0 21 0 0 0 0 el 7 O er -, C k; . 7 - - 20 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 24-6-4 I 24-6-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,112:0-2-0,Edgel,120:0-1-8,0-1-81,121:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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=1.000 Q f3 Uniform Loads(plf) ,ICY` OFFu rt Vert:13-19=-5,1-12=-50 <:- NGINEF /o Concentrated Loads(Ib) C? ' R � , 9 Vert:12=-1129(B) ° 87022PE 1- cv y �-Oj, OREG N �o Opti DOn'OBER 1\ S A. Heck EXPIRES:06/30/2017 November 3,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE NI. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on 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 i' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 4 Tek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803957 PL14-403_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:L2O9JJu6omRCBuYOhHV69uyFHbu-8QGzNr8QcdRLD4u?9f6Los5r_gKLyypl7aKa0XyN9no Scale=1:17.5 1 2 3 4 5 6 7 8 9 0 0 to 0 0 01 0 0 0 0 0 d N N O ISS OO O O O Ip . ♦ ♦♦ • - •• • • ♦♦ xX ? \' X>> 18 17 16 15 14 13 12 11 10 I 10-7-8 10-7-8 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a r 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY 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. ���Ep PROFFss c�5 �NGItVFR /� 2 Q 87022PE 9r 0 04 y �Aj, OREG•N cf) 4r 5O c�BER 11 \O OS a. Hek;\ EXPIRES:06/30/2017 November 3,2015 ft T ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.18/03/2015 BEFORE USE Nti'" Design valid for use only with Wok®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 p� • building design.Bracing indicated is to prevent budding 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/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803958 PL14403_UPPER F25 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Nov 02 14:47:39 2015 Page 1 • I D:L2O9JJu6om RCBuYOh H V69uyFHbu-8QGzNr8QcdRLD4u?9f6Los5ofgODyP117aKa0XyN9no 1 1-5-0 11 2-6-0 Scale=1:38.7 1.5x3 II 4x4= 1.5x3 11 3x4 = 1.5x3 I I 3x4= 1.5x3 H 3x4= 3x6 FP= 4x4= 1.5x3 I I 1 2 3 4 5 - 6 7 8 9 10 11 .. C 2w o _ 'ININO VA...N O NXyy N 18 17 16 15 14 13 2 1.5x3 I I 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= 1 22-2-0 22-2-0 Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=-766/0,3-4=-2432/0,45=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. stip PR0FF C,�• co���G{NE'F�die Z `z 87022PE vt- to y �Aj OREG N �� iv� 9OOF�%rQER \\ \O S A. HE \ EXPIRES:06/30/2017 November 3,2015 i __ t Nu A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE ` Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 QualityCriteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803959 PL14-403_UPPER F26 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:L2O9JJu6omRCBuYOhHV69uyFHbu-cdgLbB92NxZCgETBjNdaL3d_x4flh?IuME37ZzyN9nn 1.5xi i I 2-1-4 2-6-0 115x3 I I 1 2 3x4= 3 Scale=1:12.9 -1 4 x 5 4 3x4= 3x4= 1 4-10-4 I 1 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-104 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. 1ED PR©FF (..,ANGINEE-sib 2 870 2PE ,9r U' yt%4 j, OREGON 4,2) �� -p0 ' lBER \\ �O O ' A. HE0P EXPIRES:06/30/2017 November 3,2015 t / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/032015 BEFORE USE - S 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 building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803960 PL14-403_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:40 2015 Page 1 •ID:L2O9JJu6omRCBuYOhHV69uyFHbu-cagLbB92NxZCgETBjNdaL3dyS4Ymhq5uME372zyN9nn l 1-3-4 1 2-6-0 1 Scale=1:42.8 1.5x3 I I 4x6= 1.5x3 H 3x4= 1.5x3 11 3x4= 1.5x3 H 3x4=3x6 FP=1.5x3 H 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 At. NNg 4 / o N7...NN 7 7.00, N 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4= 1.5x3 SP= I 24-6-4 l 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft 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=-1902/0,3-4=-1902/0,4-5=3280/0,5-6=-3280/0,6-7=-3426/0,7-8=-3426/0,8-9=2345/0,9-10=-2345/0, 10-11=2345/0 BOT CHORD 18-19=0/735,17-18=0/2731,16-17=0/2731,15-16=0/3494,14-15=0/3027,13-14=0/1331 WEBS 11-13=-1650/0,11-14=0/1256,8-14=-846/0,8-15=0/494,6-16=-265/0,4-16=0/680,4-18=-1027/0,2-18=0/1447, 2-19=-1268/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Ep PRope �� So 5 �NGI NE'F9 , 870 2PE 00" t� to 7 X41), OREGON q 41// 9�, AM!ER 1\ v On A HER1P EXPIRES:06/30/2017 November 3,2015 t f __ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ll' Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info 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 Galeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218.N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803961 PLT4-403_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-4pOjoX9h8Eh3SO2NH48puHAB?TOtQSp2bupg5PyN9nm I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 q N F 4 •%�•�••r ••�%•• 1.5x3 I I 3x4= 1-3-8 0 -3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft 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(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C��C- kAG N€9 S 2 'z' 87022PE �r' �N rN �Aj,OREG•N q=O<u. iig EXPIRES:06/30/2017 November 3,2015 c 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 Mick®connectors.This design is based only upon parameters shown,and is for an individual building component.not A a truss system.Before use,thebuilding 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/71.I1 Quality Criteria,DSB-89 and SCSI Building Component Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:L2O9JJu6omRCBuYOhHV69uyFHbu-4pojoX9h8Eh3SO2NH48puHAB4T0uQSp2bupg5PyN9nm I 0-11- 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o c N 1, 1.5x3 I I 3x4= 1-2- 0-d-3 1-2-4 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (lac) lfdefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18rBtr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���ED PROFF�,s c�`� �NG)NE�R „ 2 `c 870 2PE 9r (1) y <C‘-0j, OREG N ti(5) to 'O �BER 1N �O OS A, HER�P EXPIRES:06/30/2017 November 3,2015 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE �1" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-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 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 14:47:41 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-4pOjoX9h8Eh3S02NH48puHABUTOgQSp2bupg5PyN9nm I 1.6.4 1.5x3 1 3x4= 2 Scale=1:13.2 0 0 N 11 4 i v-v�i4•V 1.5x3 I I 3x4= 0-AII'' 1-9-4 -4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (roc) 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 Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Pb)-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. ,i Eo PROFF `c- 87022PE 9r' >" y¢�Aj<OREG N ti�O4/ On 4'1BER 1 S A. HEY' EXPIRES:06/30/2017 November 3,2015 / a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. �` Design valid for use only with 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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 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 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 R45803964 PL14-403_UPPER F43 FLOOR SUPPORTED GABL 3 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 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Z?y60tAJvYpw4Ydagof2QUjMOtL89v3BpYYEdsyN9nl 1.5x3 II 1 4x4 = 2 Scale=1:13.3 O 4 3 1.5x3 II 4x4 = 0-11-0 041-2 0-11-0 Plate Offsets(X,Y)— 11:Edge,0-1-81.f3:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI- DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr 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. (lb)-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. 87022P 9� Aj, OREGON rte Q�� O ' A. HE N EXPIRES:06/30/2017 November 3,2015 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 11" Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tL 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 109 Suite Safety 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 R45803965 PL14403_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber 8.Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Z?y6otAJvYpw4Ydagof2QUjMvtL79v3BpYYEdsyN9nl I 0-10-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N 4. 4; 1.5x3 II 3x4= p 1-1-0 0-0-2 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft 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 Incr 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.18Btr(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. < b PROre ss 87022P� r i I y �Aj, OR GON q,:Ot/ 9O ccM,oER 1\ �`s A. HO; EXPIRES:06/30/2017 November 3,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE 'di. Design valid for use only with Web®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !K'i'el" 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/1711 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 Milk Industries,Inc.Mon Nov 02 14:47:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Z?y60tAJvYpw4Ydagof2QUjMYtL59v3BpYYEdsyN9nl 1-3-0 1.5x3 II 3x4 = 2 Scale=1:132 4 u 1.5x3 II 3x4= 0-0 1-6-0 4 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 *00* 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <��Ep PR OF�c�,$ C3 F�GINEF9 z_ tzt- 870 2PE 9 y A)), OREGO BER1� EXPIRES:06/30/2017 November 3,2015 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 building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803967 PL14-403_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:L2O9JJu6omRCBuYOhHV69uyFHbu-1 CVUDDBxfsxnhhCmOVBHziFXuHhNuMJL2CInAlyN9nk 7x10 1 2 Scale=1:13.3 _ 4 4 3 7x10 II 0-7-4 044 0-7-4 Plate Offsets(X,Y)- f1:Edge,0-1-81,f4:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSL DEFL. in (loc) 1/deft Ud 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 lncr 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. �� p PROpe. �\� ,NG I N EFR /02 $70 2PE /''9r Aj, OREGON ti� �vti 9C1 '''18ER OS A. Hev, EXPIRES:06/30/2017 November 3,2015 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21 B N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury MEDimensions are in ft-in-sixteenths. NIL Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'46„ 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I _AMIllit p bracing should be considered. ce ■_� O 3. Never exceed the design loading shown and never la hi a stack materials on inadequately braced trusses. Or 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 a-7 C-s designer,erection supervisor,property owner and plates 0 'n G' 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 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,ESRI988 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 i��� IP 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 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II 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. =0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. lot Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable r=te environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Informationhirreke20.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 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1504881 thru K1504950 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ct 89200P Fr' 4 OREGON w`r 14, o�2P4 10111Pt f• ',Q m"' 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 ANSUTPI 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 29 "oc spacing. ' TC: 2x4 KDDF #115TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 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, MFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIF 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. 8-02-12 8-02-12 T -1 1' 12 6.00 111,4-4x412 Q 6.00 3 I I • co 2 9 O /- r1 -/O O 1 O M-3x4 M-3x4 1-06 16-05-08 Iii-11 Prs._. C?.�5 0AG I N E.R /6?� 89200PE T JOB NAME : 5017—B POLYGON — Al ,g ���9�►p'' Scale: 0.9601 4/0 .. ...... WARNINGS: GENERAL NOTES, unless otherwise noted: ! e's.. 1.Builder and erection contractor should be advised of ClGeneral Notes 1.This design S based only upon the parameters shown and S for en mdNdael Truss: AlOREGON and Warnings before construction commences. balding component.Applicability of design parameters and proper L Dr IN 2.2.4 crompresslon web bracing must be Installed where shown+ incorporation W component Is the responsibility of the building designer r w/t... 14, 4 ,.S MN " 3 Additional temporary bracing to insure stability during conslruct'on 2. n a.sesames0 0.top en bottom chords b be laterally braced at l t •y+V�� is the responsibility of IM erector.Additional permanent bracing of 2'a.c.end at 10 o.c.respectively unless braced throughout their length by (w., t DATE: 11/2/2015 the overallstructureIs the responsibility of are balding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R 1�' 3.2.impact bridging or lateral bracing required where shown++ SEQ. : K15 O 9 8 8 1 4.No load should be applied to any component undl after ell bracing and 4.Installation of truss Is the responsibility one of the respective contractor. to fasteners are complete and at no time should any loads greater than 5.Design assumes trusses arebe used Ina non-conoslve environment. TRANS I D: LINK design loads be applied to any component. and ate t dry condition'of ass. 5.CompuTrus hes no control over and assumes no responsibility for the 5.Design assumes kill bearing al at supports shown.Shim or wedge If awry. EXPIRES: 113112015 fabrication,is furnished shipment and ins aua5an s components.forth b 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both feces of truss,and placed so their center TPIMTCA in 8C51.copies of which will be furnished upon request lines coincide with joint colder lines. 9.Digits indicate eke of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 415BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 76 2- 8=1-161) 866 3- 8=1-256) 209 BC: 2x4 KDDF 41bBTR SPACED 24.0" O.C. 2- 3=1-1046) 267 8- 6=1-206) 866 8- 4=1 -39) 935 WEBS: 2x4 KDDF STAND 3- 9=( -784) 176 8- 5=1-256) 209 ' LOADING 4- 5=( -789) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1046) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 POP 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 I'- 0.0" -151/ 862V -87/ 87H 5.50" 1.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 KDDF ( 625) '. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. �'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" I MAX LL DEFL = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 17'- 11.5" Allowed= 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed= 0.481" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.017" @ 16'- 0.0" 8-02-12 8-02-12 Design conforms to main windforce-resisting 4-03-12 3-11 3-11 4-03-12 system and components and cladding criteria. T T . T 1' 12 12 Wind: 140 mph, h-22.6ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 p HM-4x4Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, . 4.0" Truss designed for wind loads 9 ,(7.:,, in the plane of the truss only. M-1.5x3IIIIII14411°lIltqllillIll''IklliHillM-1.5x3 3 M r1 O O i 1 2-'''' 8 _6 1 o M-3x4 M-3x8 M-3x4 0 1 y y ---- • 8-02-12 8-02-12 ck,V PR Opt. y 1-06. y 16-05-08 y 1-06 y ��( N� t4y.f-'/ 'x� • 89200PE �r • JOB NAME : 5017-B POLYGON - A2 Scale: 0.3101 "r a� 1. iNGS: GENERAL NOTES, any upo the l.par meter 7� A OREGON ��.�` 1 Builder and erection oansoos should be advised of all General Notes 1.buildingdesigncomponent. based only upon y o parameters ed mews and is for r individual A Truss: A2 and War Ings before construction commences. building comparont Applicability of design peremetero and V 2.2x4 compression web bred Incorporationf poli y o g�rgner press bracing must be Installed where shown• o component is the responsibility t the building designer. �� 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the top and bottom mads l0 be laterally braced at r0 '� 14, is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 in respectively a ply unless braced throughout Meir length by sonorous sheathing such as plywood ahead whereC)and/or drywall(BC). '11 .7F? lff7 F410- DATE: 11/2/2015 the overall structure is the responsibility of the building desigur. 3.Zr Impact bridging or lateral bracing required shown+• SEQ. : K 1 5 0 4 8 8 2 4.No led should be applied to any component until after all bracing and 4.Installebon of truss is Me responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes dunes are b be used in a non-corrosive environment, TRANS ID: LINK design leads be a pssd to any oweponant. and ere for•dycodibon•araee, 5.CanpuTrue has no control over end assumes no responsibility ler the 8.Design assumes full bearing at all supports shown.Shim a wedge b X yry� 1 j 01 5 fabnution.handling,shipment end installation of components. a �'` ( �""' / *'•*' T. necessary. enis assumes adequate drainage leprovided. November 3,2015 8.This design I8 furnished subject to Be limitations eel forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of whim will be furnished upon request. lines coincide with joint center Ilnes. Wel,USA,Inc./Com uTrus Software 7.6.8 1 L E 9.Diggs Indicate size of piste In inches. P ( )' 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) I 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 41SBTR 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 416BTR 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10=( -154) 598 WEBS: 2x4 KDDF STAND; LOADING 3- 9=) -8708) 1942 10-11=(-1624) 7552 10- 9=( -582) 2788 1 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=) -6820) 1562 11-12=(-1608) 7950 9-11=(-2524) 576 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=( -6829) 1562 12-13=(-1932) 8792 11- 5=(-1348) 5918 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( -8568) 1929 13- 8=)-1950) 8880 11- 6=(-2354) 548 TC LATERAL SUPPORT <= 12"OC. UON, BC UNIF LL( 920.8)+DL( 306.2)- 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-10250) 2268 6-12=( -550) 2526 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=(-1909) 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 DSPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 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 LOAD(S)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 1' 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 T 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 M-4X6 2 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 tZ( in the plane of the truss only. it _ M-3x5 M-3x5 4 M-3x9 M-3x5 3 M-5x10 M-5x10 1.o 00 d, Or' N I♦ or I ..411111Alibl* 111/6,...S4* S I non 11 O O - 9 10 11 12 13 8 O I 0 M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 b b ), 2975# y b y 1 ----- n y y 3-09-06 2-05-14 2-09-08 2-04-08 2-05-14 3-09-06 y 1_<vU PROF �s 1 06 16-05-08 ,,N. GIN •R �'/o2 `zt- 89200PE 9r JOB NAME : 5017-B POLYGON - A3 Scale: 0.3195 ; i�II Vet I.Builder GENERAL NOTES, unlessyuupon aramete: 7� /L OREGON ,�<c,¢. 1 and Warnings and erection contractor should be advised of all General Notes 1.This design Is based ppl upon the parameters parameters shown and is for an lnewleual F Truss: A3 and wemings before construction commences bulalig component.Appeoebltiy or design parameters ane proper z za4 compression web bracing meal be Installed whew shown it. o component la the eePons bRtp of the building eealgner q y, 14 a 2.0k J.Additional temporary bracing to Insure stability Outing conairoct'on Z Design assumes the top end bottom chords to be laterally braced oat n Is the responsibility of Re erector.Additional permanent bracing of z 5..and at ill o.c.respectively unless braced throughout their length by DATE: 11/2/2015 the noses structure la the responsibilityor the building designer. 3.continuous sheathing such as plywood sheathing(TC)and or erywall(BC). ''P R I Lx- Impact bridging or lateral bracing required where shown•• SEQ. : K 15 0 4 8 8 3 4.No load should be applied to any component untilto after all bracing and 4.Installation of truss is the responsibility of the respecekro contramor. fasteners are complete end el no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for •dry condition.of use. 5.Cornpurms has no control over and assumes no responsibility for the 6.Dee ns assumes toll bearingall supports,hewn.Shia o wedge if EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage Is provided. November 3,2015 B.This design la furnished subject to the limitations sett forth forth by 8.Plates shell be located on both faces of buss,end placed so their center TPIM'TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. Wok USA,InwiCompuTrus Software 7.6.6(1 L)-E 1o.For back connector plate design values see ESR-1311,ESR-1988(Muck) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9ft, 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 = 92.0 PSF load duration factor-1.6, Truss designed for wind loads 4. 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 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-08 6-09-08 T T T • 12 12 6.00 I I M-4x9 Q 6.00 3 cm 9 o f -,,o I i f c o �o 0 1 0 M-3x4 M-3x4 ), l y y 1-06 13-07 Ct.'. t9200PE v"" JOB NAME ; 5017—B POLYGON — B1 j� Scale: 0.5192 • v. /y.. , WARNINGS: GENERAL NOTES, unless otherwise noted: MP OREGON ey, 1.Builder end erection contractor should be advised of all perimeters General Notes 1.This design is based only upon the pameters shown and h for an IndWldual y�� rto Truss: B 1 and Warnings before construction commence. building component ' Applicability or design parameters end proper �L,; ..k. 2.2z4 compression web bracing must be Installed where shown+. incorporation al component la ms responsibility of the bugling designer. .//' },.. '� 2.Design assumes the lop and bottom chords to be laterally braced at n ,{ (+ (y 3.Additional temporary bracing to insure stability during construction �/ 1 4, �T" Is the responsibility of lbs erector.Additional permanent bracing of Toe.and at 10'o c respectively unlessbraced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibilityof the building designer. continuous sheathing such l lacing requirede iwhere s and/or.drywall(BC). .`� 4 y �'.. I^g g 3.2z Impact bridging or lateral bracing Mown++ 1 L SEQ. : K].5 0 4 8 8 4 4.No load should be eppged to any component until after all bracing and 4.Installation of truss is the are one of the respective contractor. tused are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nomcomosive environment, design beds be applied to any component. end aro for'dry condition'.of use. d TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 5.CompuTrus hes no control over and assumes no responsibility for the necessary.u 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. November 3,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIMTCA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Ind cofn size ofpletb Inches. MITek USA,Inc./Com uTrus Software 7.6.6 1L-E 10.For bis connectorplatedesign values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN I3'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-27) 512 6-3=(0) 314 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-681) 123 6-4= WEBS: 2x4 KDDF STAND (-27) 512 3-4=(-681) 123 LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" •LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL= 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 742V -74/ 74H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -134/ 741V 0/ OH 5.50" 1.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Designchecked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 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 T • '( Design conforms to main windforce-resisting 12 12 6.00 IIM-4x4 system and components and cladding criteria. Q 6.00 • 3 4,0" Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �+( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Illi , load duration factor=1.6, Truss designed for wind loads in the plane of the truss oly. 1.1 ro M ,,.7 tNI 0 17 0 0 1 6 �4 0 M-3x4 M-1.5x3 M-3x4o y b y 6-09-08 6-09-08 (3 y 1-06 y 13-07 y 1-06 y ,<(,j` '0 P OPr s :9200p '47_,..,... T' JOB NAME : 5017-B POLYGON - B2 Scale: 0.4067 _ i jAP WARNINGS, GENERAL NOTES, unless otherwise noted: 1011Cr Truss: B2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is far an Individual 7, OREGON .0 and Wamings before construction commences. building component.Applicability of design parameters and proper L 2 2x4 compression vat bradng must be installed where shown« Incorporation of component la the responsibility of Me buadinp designer. 0O i{-` 1 4 2- :'\. 3 Additional temporary bracing to Insure stability dung construction 2.Design I a me lop and bottom chorda to be laterally braced al / V is the responsibility of the erector.Additional pemlanent bracing of 2'cm and at 7g'o c.sash as ply unless braced throughout their length by �], DATE: 11/2/2015 Me overall structure is gra responsibility of the budding designer. continuous2nlepetsheathing lateral lb plywood aired here)and/or drywall(BC). '^� �� v 3.In Impact bodging or thlent bractrg ity of the where shown t a (»+ SEQ. : El5 0 4 8 8 5 4.No Med should bem applied m any component unfit load all bracing and 4. atin of estrusstrusses Is es are tonN use of is reepectNe contractor. fasteners ens complete and at no time should any loads greater than 5.Design assumes busses are is be used In a noncorrosive environment, TRANS ID: LINK design toads be applied to any component and era ton dry 000ditins class. 5.ConpuTrus has no control over and assumes no responsibility for the 8.Desitames NII beanng at all supporta shown.Shim a wedge 0 12/31/2015 3 /20 fabrication,handling,shipment and installation of components. ^y 6.This design is fumished subject to the limitations set forth by B.Designassumesbesaaed en drainagethPIs prodded. November 3,2015 S.Plates shall be located n both faced of iroas,and placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with)Dint center line. MiTek USA,Inc./Com uTrus Software E 7.8.6(1L- 9.Digits Indicate she of plate In Inches.- p ) 10.For basic connector plate design values see ESR-1311,ESR-1938(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8408) 1862 1- 7=(-1562) 7284 7- 2=( -404) 1942 BC: 2x6 KDDF SS 2- 3=1-6562) 1484 7- 8=1-1542) 7194 2- 8=(-1658) 404 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6536) 1400 9-10=(-1150) 5660 3- 9=( -656) 3034 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 76 10- 5=(-1146) 5654 9- 4=( -142) 370 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -126) 74 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" @@ADDL: BC CONC LL+DL- 3004.0 LOS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 61H 5.50" 9.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3643V 0/ OH 5.50" 5.83 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J', Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" ocBOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 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 = 0.844" @@ 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" MAX HORIZ. TL DEFL = 0.031" @ 13'- 1.5" 6-09-08 6-09-08 T T 3-07 3-02-08 3-02-08 3-07 Design conforms to main windforce-resisting T T T T T system and components and cladding criteria. 12 M-9x6 12 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 On load duration factor=l.6, 3 .F--.( Truss designed for wind loads M in the plane of the truss only. M M-3x5 M-3x9 4111144 2 4 444/ Cp M-5x10 M-5x10 000141' 411114111NM 1114140440, , Cv II 7 8 9 10 0 0 M-3x6 TM-4x4 M-4x8 M-1.5x3 J' l ,I' 3004# y b 3-05-04 2-06-12 1-07 2-06-12 3-05-04 b T� p 13-07 y 1-06 � ��tl pnQ�r s w �' 89200PE r JOB NAME : 5017-B POLYGON - B3 �....41.� Scale: 0.3912 04. WARNINGS: GENERAL NOTES, unless of herelee noted r. Truss: B 3 I,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indtedoei -per , OREGON. t1,/ and Warnings before constriction commences building component Applicability of design peremetere and proper x 1 9x4 compression web breclng must be installed where shown.. incorporation of component Is the roeponelb[iIty of the building tlealgner. {-� ^s\� ` 3.Additional[encore'',bracing to Insure stability during construction 2.Design and 10 the tap end bottom chorda b b•laterally braced at Q / 14 R ,LV Is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous at 10'c.c.reonS respectively unless braced throughout Meir length by �.i DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. xImpa tsheathinging such as wing requirede a where shown,a drywall(BC). �* �` 3.2x Impact of truss or labral bracing where shown+. t„ W SEQ. : K 15 0 4 8 8 6 4.No load should be applied to any component until after ell bracing end A InstaiNlion of truss Is the responsibility of the respective contractor. fasteners ens complete and at no time should any loads greater than 5.Design assumes busses are to be used in a nowconosive enNronment, TRANS I D: LINK design loads be applied to any component. and are for Wry oncdition• e. of use. 5.CompuTnn has no contra over and assumes no responsibility for the e.necalese y. seams.fall bearing.t•^supporta shown.Shim or wedge ti EXPIRES: 12!31/2,115 fabrication,hendier9,shipment end installation of components. 7.Design assumes adequate drainage is prodded. 8.This design b furnished subject to the[imitations set forth by 8.Plates shall be located on bath laces of truss.end placed so„heir center Ni ovem bar 3,201 5 TPINITCA in SCSI,copies or which will be fumished upon request. lines coincide with joint center lines. 9.Digha Indicate dee of plate C inches. MiTek USA,Inc./CompuTrua 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 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 ROOF N16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 412 8- 9=( -108) 142 8- 1=(-3192) 1070 11- 5=( 0) 476 2x4 KDDF It168TR T1 2- 3=(-1076) 404 9-10=(-2964) 6980 1- 9=1 -980) 2960 5-12=(-2444) 1242 BC: 2x6 KDDF SS LOADING 3- 4=(-7814) 3158 10-11=(-4096) 9690 9- 2=( -118) 184 12- 6=( -380) 1742 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12=(-3994) 9474 9- 3=1-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DLI 14.0)= 64.0 ELF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2934 12-13=(-2684) 6330 3-10=( -314) 1510 13- 7=1 -400) 284 TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+DLI 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"OC. UON. BC UNIF LL( 0.0)+DLI 40.0)- 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11=) 0) 340 -- TC CONC LL( 66.0)+51.I 18.5)- 84.4 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1149/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) ____-------=________________see====== REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" 9" oc in 2 row(s) throughout 2x6 top chords, _ MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIE. IL DEFL = -0.070" @ 34'- 11.8" ,1' MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" '* For hanger specs. - See approved plans Design conforms to main indforce-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=1.6, Truss designed for wind loads in the plane of the truss only. 1-06-15 33-08-05 1-06-,,1((5 15-08-05 18-00 1- 6-15 6-04 6-09-03 6-09-03 6-09-03 7-00-11 T T +84.409 T 1' T T T 12 6.00 p M-5x6(5) M-4x6 M-9x6 2 M-3310 M-3x4 M-3x4 M-3x10 M-1.5x3 W -/ rat xo o - `V 5.M-1.5x3 M-Ix4 0.2 M-lix4 M-3x10 +1r3 M-4x12 �rr( � M-7x8(S) ' L C3 NN � b y b C` �10 8-07-04 8-05-08 8-05-08 8-09 47R 2y `:t 89200PE S'r35-03-04 JOB NAME : 5017-B POLYGON - Dl �, ,/��• Scale: 0.1165 /'y.. WARNINGS:sulkier DENERAL NOTES, unlessuon ha 7 4,OREGON �Z 1 1.Sullder entl eredbn(;onlredor should be advised of at General Notes 1.This design Is based only upon the parameters shown and la for an IndNldul Truss: D1 and Warnings before construction commences. building component Applicability of design parameters end proper w 3 214 compression web bredng must be Installed where shown 5. incorporation al component la IM responsibility of the building designer. 2a` �4 3.Additional temporarys 2.Design assumes the lop and bottom cords b be laterally braced al n bracing to Insure stability during construction /�/ ! Is the responNdllty of the erector.Additional permanent bracing of 2'me.end at 10'me.respectively unless biased throughout their length by ,, . 11/2/2015 We overall structure is the responsibilityf the bold designer. continuoussimps tsheathingingosuch as acipidng requirede sheatng(e shown nr drywall(BC). "R RIO- DATE: . o � 9 3.3s Impact bridging or lateral bracing where ++ SEQ.: K 15 0 4 8 8 7 4.No load should be applied to any component until after all bracing and 4.Inatalktron of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design bade be applied to any component end are for'dry condition'of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handlin shipment nary. g. smenteonegr installation forth T.Design assumes aded onbothlfagetetruss.a. November 3,2015 0.This design is furnished subject to the limitations sat roan Dr S.plates shall be located on born masa m was,and ponos so mal,center TFIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 5.Digits Indicate dec of plate In Indies. MITek USA,Inc./ConipuTnss Software 7.6.6(1 L)E 10.For bask connector piste design values see E5R-1311,ESR-1855(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 RODE #1&8TR; LOAD DURATION INCREASE = 1.15 1- 2=( -567) 173 9-10=( -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 2x4 KDDF kl&BTR T1 SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=( -959) 3487 1-10=1 -343) 1467 13- 7=( -62) 871 BC: 2x6 KDDF SS 2- 4=( -533) 178 11-12=(-1221) 4843 10- 2=( -47) 150 7-14=(-3395) 827 WEBS: 2x4 KDDF STAND LOADING 4- 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 PSF 5- 6=(-4901) 1094 13-14=( -792) 3164 4-11=( -22) 756 TC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3644) 809 11- 5=(-1052) 289 • BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=1 -37) 41 5-12=( 0) 231 12- 6=( 0) 313 ---- -- LL = 25 POE Ground Snow (Pg) NOTE: 2x9 BRACING AT 29"OC DON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL-FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _______________......_____________ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -231/ 1475V -86/ 930 5.50" 2.36 KDDF ( 625) 35'- 3.3" -183/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net1-5 psf) uplift at 24 "on 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" @ 34'- 11.8" MAX HORIZ. TL DEFL - 0.106" @ 34'- 11.8" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 T 1' 1' 3-06-15 13-08-05 18-00 1-01-171-05-03f 4-04 6-09-03 6-09-03 6-09-03 7-00-11 1' T T T T '1 4 1' 1-07-04 4 T 12 6.00 L 3 M-4x6 M-4x6 z M-3x10 M-3x4 M-5x6(5) M-3x4 M-3x10 M-1.5x3 4 5 6 7 e 1 lyr 0. til -f d' w w G cr, ± \ O o I o koOo N _ - as __ r T 9+*1019 M-1.5x3 M-3x4 0.25"z M-3x4 M-3x10 M-4x12 M-7x8(S) cc QF�s), b y l ), b .<,(- IN 8-07-04 8-05-08 8-05-08 8-09 . ..\....‘G fp y 4'C � R s 35-03-04 `r 89200F'E JOB NAME : 5017-B POLYGON - D2 Scale: 0.1790 = j WARNINGS: GENERAL NOTES, unless otherwise r noted: OREGON p 1.Wider and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an IndWiduel40 Truss: D2 and Warnings before construction commences. building component.p Applicability of design parameters and proper A 2 264 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility d the bustling designer. �` {-- �(r 4 3 Additional temporary bracing to Insure stability during construction 2.Design sesames the tap and bottom ee b to be telerelly braced at Q s/ 14, VV�`,,. Is the responsibility of Me erector.Additional permanent bracing of 2'o.c.end e110'o.c.respectively unless braced Ihraug lid/melt lenpm by 11/2/2015 be overall structure is to responsibility of the building desgnec cootlnooue edgIng or Baer es are air a where sown•drywall(BCj. 0- DATE: 3.Sc Impact brtdging or lateral bracing required where shown++ SEQ. : K 1 5 0 4 8 8 8 4.No load should be applied to any component until after all bracing and 4.Installation of tress Is the responsibility of the respective contractor. fasteners are complete and et no fine should any loads greater than 5.Design assumes imeeee are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and arer«•aynenenlon oraea. 5.Compulnn has no control over and assumes no responsibility for the 6.Design assumes full bearing el all support,shown.Shim or wedge n EXPIRES. 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be heated on both faces of trues,and placed so their center TPIAVTCA In SCSI,copies of which will be furnished upon request. tins coincide with joint center tins. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 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=1 -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=1-439) 2249 1-10=( -306) 1441 6-13=(-124) 737 WEBS: 204 KDDF STAND 3- 4=(-2414) 629 11-12=1-525) 2643 10- 2=( -4) 351 13- 7=(-172) 186 LOADING 4- 5-1-2653) 685 12-13=(-517) 2616 10- 3=(-1228) 319 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2101) 557 13- 8=)-540) 2263 3-11=( -29) 490 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2417) 579 11- 4=( -393) 139 - - TOTAL LOAD= 42.0 PSF 7- 8=(-2649) 659 4-12=( -2) 83 12- 5-( 0) 178 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL= 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -177/ 1468V -141/ 94H 5.50" 2.35 ROOF ( 625) 35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 NODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.155" @ 18'- 9,7" Allowed = 1.718" MAX TL CREEP DEFL= -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL= 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL - 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21 Jft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 1' '1 '1 T 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 T T T T T T T T 12 12 6.00 M-4x6 M-5x6(S) M-9x6 Q 6.00 M-3x4 0.25" M-3x4 3 4 5 • M-3x5 M-1.5x3 1 f y \/\/ . 01 0 1 jko 0 r0 lkMIPS I4k 9** 10 110.25'z13 M-1.5x3 M-3x10 M-3x4 M-3x8 M-3x6 *g o M-5x6(5) y 5-02 y 6-10-12 y 6-09 y 6-10-12 y 9-06-12 y \sT, G ,�t,/ 35-03-04 y .••G.- 'T ‘c` 19200P V JOB NAME : 5017-B POLYGON - D3 Scale: 0.1973 WARNINGS: O.Das de gnisb, unless morel parameters 7"4. % OREGON �!j// Truss: D 3 1.Builder and erection contractor snood be advised o all General Notes This design is based.only upon y e p esign e a shownmeter and Ia torproper r Individual A and Warnings before construction commences building componentApplicability of design parameters and preper V` 2.204 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of me building designer. <O o1 t,. '1 4! z° �= 3.Additional temporary bracing la insure slebilily during construction 2 Design sesames the top and bottom hobs s be laterally braced at / is the responsibility of the erector.Additional permanent bracing of 2'npc.on and at 70 o.c.respec8vety unlace braced throughout mein length by DATE: 11/2/2015 me Owren structure I.me responsibility of wadi designer. continuous sheathing such as plywood aheaming(TC)and/or drywall(BC). r11`.P R t` ty n9 3.2x Impact bridging or lateral bracing required where shown*. 1l 1 i.4 SEQ. : Ki5 0 4 8 8 9 4.No bad should be applied to any component until after all bracing and 4.Inatallaaon of buss Is the respone of the respective contractor. fasteners arecomplete and at no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied m any component. and are fandry conditionof use. 5.CompuTrus has no control over and assumes no responsibility forme 8.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling•shipment and installation of components. necessary. T.DesigPlates assbeaaded oneothlf faces lof provided. November 3,2015 8.This assign is fumishatl subject to in limitations eel font by 8.Plates shall be located at both races of was,and placed so their center TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 5.Digits Indicate ate of plate In Inches. MITek USA,Ino./CompuTnls Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,EBR-1885(Weir) • 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 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1560) 494 11-12=1 -67) 129 11- 1=1-1928) 469 15- 9=(-170) 173 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1 0) 0 12-13=1-563) 491 WEBS: 2x4 KDDF STAND 2- 4=1-1390) 486 13-14=(-657) 2693 12-12=( -390) 1351 LOADING • 4- 5=1-2419) 753 14-15=1-673) 2616 12- 4=1-1228) 366 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.01+01,1 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2653) 819 15-10=1-698) 2263 4-13=1 -31) 990 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 8=1-2101) 674 13- 5=1 -393) 191 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 5-14=1 -13) 83 8- 9=1-2417) 718 14- 6=( 0) 178 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9-10=1-2649) 784 6-15=1 -696) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=1 -132) 737 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Cl'- 0.0" -249/ 1468V -141/ 99H 5.50" 2.35 KDDF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -291/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.155" @ 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-0.I, 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. 7-06-15 15-08-10 11-11-11 1' T 1' 1' 5-03-12 2-03-03 2-09-09 5-00-12 5-00-12 2-09-09 2-03-03 4-07 5-01-08 T 1' 1' T 1' T T T T 1' 5-07-04 10-00 T T 1' T 12 6.00 p M-4x6 3 M-5x6(5) 7 12 M-3x4 M-3x9 M-4x6 Q 6.00 0.25" 9 5 6 • ° as s M-3x5M-1.5x3 1 t. degV\i/\: i l rn w� Y O . 11** 12 13 1' 14 15 coil c M-1^5x3 M-3x10 M-3x4 0.25" M-3x8 M-3x6 �t M-5x6(S) e�`p PROF4* y 5-02 y 6-10-12 l 6-09 y 6-10-12 y 9-06-12 y '. (�.l'` fNE+."/9 �� y P "' 35-03-04 �.'t-!� n 89200PE t JOB NAME : 5017-B POLYGON - D4 , 4ig „�! Scale: 0.1723 WARNINGS: GENERAL NOTES, unless otherwise noted: w �`' it Truss: D 41Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameter.shown and le for an Individual '$? OREGON //,�, and warnings before construction commences building component.Applicability of design parameters and proper �c ', 2.Zoe compression web bracing must be installed where shown. Incorporation of component Is the responsibility of the building designer. 0O .9 Y 14 20� = 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at `�"' Is the res nalbla 2 o.c.and at 10'o.c.respectively unless braced throughout their length by ! e `T po y of erector.Addltlonal permanent bracing of continuous sheath) h a, /tg #R`t..�^- (� DATE: 11/2/2015 the overall structure is the responsibility of the bwlding designsr. or sac plywood aired n ere s own•drywall(BCI. 3.In Impactbridgingor thterelponsibirequtrhe whpreshown*• SEQ.: KiSO 4 S 9 O <.No load should be applied to any component until after all bracing end 4.Installation of hues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes pisses are to be used in a noncorrosive enNrenment, TRANS I D: LINK design loads be applied m any component. and are o"dry wmanron or u.e. 5.CompuTrus has no control over and assumes no responsibility for the B.Design enemas k41 bsenng at all supports shown.Shim or wedge if EXPIRES: 12/3112015 fabrication,handling,shipment and installation of components. necessary. 7.Design IscoOdotectal°.g°"'"ss,an November 3,2015 B.This design is furnished subject to the(imitations set fort,by 8.Plates snag be located on both races of tuns.,and placed so their center TPINV7CA in BCSI,copies of which will be MrMahed Upon request. lines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6 1 L-E S.Digits indicate size of plate in inches. p ( ) 10.For bask connector plate design values see ESR-1311,EBR-19118(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 #19BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 559 1- 8=(-427) 2151 8- 2=( 0) 264 6-11=(0) 275 BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. 2- 3=(-2043) 520 8- 9=(-929) 2148 2- 9=(-462) 191 WEBS: 2x9 HOOF STAND; 3- 4=(-1734) 513 9-10=(-309) 1846 9- 3=(-102) 564 2x4 DF STAND A LOADING 4- 5=(-1755) 518 10-11=(-450) 2252 9- 4=(-232) 117 LL( 25.0)05L( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2067) 526 11- 7=(-448) 2255 4-10=(-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. UON. TOTAL LOAD = 42.0 PSF 10- 6=(-558) 210 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) j ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -192/ 1481V -191/ 191H 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed= 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 13-06-15 7-08-10 13-11-11 t 1' -f i' 6-10-08 6-08-07 3-10-05 3-10-05 6-08-07 7-03-04 12 12 6.00 D M-4x6 M-3x4 M-4x6 Q 6.00 3 4 M-3x9 '....4111444444,04,44444444444444,4444444-3x4 2 M-5x6 o A cno in. it ELI V , O 1 ** 8 9 10 11 **7 P. l M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 1 O O M-3x5(5) �1CrTI�'� tpT f�rr�1 y 6-08-12 y 6-05-04 y 8-06-08 y 6-05-04 y 7-01-08 y ``1"'W P11 Q/` tJ y 15-03-04 l 20-00 b ��\�� �CGINE' sv4�, 1 b 35-03-04 �• 89200PE �'r JOB NAME : 5017-B POLYGON - D5 ,,4 Scale: 0.1722 • CC WARNINGS: O.ml,dedesign Is NOTES, unless o haramete �� OREGON �Z4y 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Fs for an IndNldual -CCJJ11 Truss: D5 and Warnings before conatnlctiun commence. building component Appllcablllty of design parameters and proper 2.254 oompresalon web bracing must be metalled where shown*. incorporation a component le the responsibility a the bulldinp deslgnen / ' r)(}� .i.,, 2 Design assumes the lop and bottom chords b be laterally braced at G 3.Additional temporary bracing to Insure stability during construction T on.and at 10'on.respectively unless braced throughout their length by , 1 4,r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `R R10- DATE: 11/2/2015 the overall structure Is the responsibility of the bdlding designer. 3,2x Impact bridging or lateral bracing required where shown*e SEQ. : K1504891 4.No baa should be applied to any component until atter all bracing and 4.Installation of Imes Is the responalbniy of the reapactlw contracton fastener,are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are for wndnbn or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al ell supports shown.Shim or wedge it EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. 7.DBsign/sash ll eaadequate be/hdrainage ls russ,a November 3,2015 6.The deslan is furnished subject to the limitations set forth by B.plates anal)be located on both races of was.and placed so their center TPI/WTCA In BCSl.wpbs of which will be furnished upon request. Tines coincide etih joint canter lines. 9.Digits Indicate size of plate In Indrea. Nick USA,Inc./COmpuTrus Software 7.6.6(11.)-E 10.For bask connector plata 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 el&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 700 1-10=(-550) 2151 10- 2=( 0) 264 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2043) 676 10-11=(-551).2148 2-11=(-962) 176 3- 4=( 0) 0 11-12=(-479) 1846 11- 3=(-128) 566 2x4 DF STAND A LOADING 3- 5=(-1734) 643 12-13=(-582) 2252 11- 5=(-242) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-208) 146 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- 8=(-558) 200 ---- --- __ 8- 9=(-2642) 721 8-13=( 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 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 HORZ BRG REQUIRED BRG AREA ___----___== LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1481V -191/ 1419 5.50" 2.37 ROOF ( 625) 35'- 3.3" -259/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed= 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed= 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL - 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-06-15 3-08-10 15_11_11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T T load duration factor=1.6, 6-10-08 6-05-09 2-03-03-10-05r10-02-03-03 6-05-09 7-03-09 Truss designed for wind loads '( f f f f fSn the plane of the truss only, 13-07-04 14-00 l 12 M-4x6 M-3x4 M-4x6 12 6.00 3 5 Q 6.00 M-3x9 ..M-3 X9 2 es '44144444444144h, ,,,. M-5x6 oz_ A oko. if asst Mlutes * of I 1 * 10 II 12 I3 .9 d' o M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 of M-3x5(S) b y y y y ' P R O s6-08-12 6-05-04 8-06-08 6-05-04 7-01-08 ( Nsy y y Co �� E ; . /15-03-09 20-00 �� 19y y 0Gl35-03-04 CC t,. 89200PE JOB NAME : 5017-B POLYGON - D6 Scale: 0.1722 ,�►" Or .-'' WARNINGS: GENERAL NOTES, unless otherwise noted Cr Truss: D 6 Builderand erection contractor should be advised o all General Notes This design le baud only upon he parameters mown and Ie for Se Individual 'y' , OREGON Ll/ and Warnings before construction commences building component Applicability o/design parameters and proper L V, l 2 2s4 compression web bracing must be Installed where shown* Incorporation of component is Me responsibility of the building designer. �C] 2 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom unless braced b be laterally braced length //} • A s le the responsibility of the erector.Additional permanent bracing M Z'o.c,end a1 1 O on.respectively unless braced throughout their by Y V DATE: 11/2/2015 the overall structure le the rsapamlbllily of the building designer. continuous sheathing such as plywood healhi p(TC)and/or drywall(BC). ajel.,,�� t 3.2z Impact bridging or lateral bracing required eo,e Mown*♦ • 1.R t L SEQ. : K 15 0 4 8 9 2 4.Noised should be applied to any component until after all bracing and 4.Installation of trues Is the reepondb%ly of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes Misses are to be used Ina non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.Gomm:Tnn has no control over and assumes no responsibility for the S neral ase assumes full bearing at all supporta shown.Shim or wedge M EXPIRES: 12/31/2015 fobrketion,handling,shipment end installation of componoHs. 7.Design assumes adequate drainage is prodded. 6.This design is furnished subject to the knit:Mooe set forth by 8.Pietas shall be located on both faces of Miss,end pieced so their center November 3,2015 TPII`TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tees. MITak USA,IncJCompUTnls Software 7.8.8(1 L}E 9.Digits IMlcate size of plate b inches. 1o.For basic connector plebe design values see ESR-1311,ESR-1955(MITak) I 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=(-2510) 544 1- 9=(-406) 2134 2- 9=(-181) 184 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2291) 518 9-10=(-271) 1845 9- 3=( -17) 909 WEBS: 254 KDDF STAND; 3- 4=(-1661) 457 10-11=(-289) 1867 3-10=(-644) 239 2x4 DF STAND A LOADING 4- 5=(-1661) 444 11- 7=(-922) 2227 10- 4=(-237) 1089 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 247 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 537 5-11=( -14) 468 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 11- 6=(-267) 184 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) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ 0H 5.50" 2.65 RODE ( 625) 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 - -0.119" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.241" @ 17'- 5.2" Allowed = 2.290" MAX LL DEFL = 0.013" @ 36'- 9.3" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 9.3" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.053" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.088" @ 34'- 9.7" 17-05-04 17-10 Design conforms to main windforce-resisting 1' ,. . 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: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f ' ' 1' T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 M-4x6 ' 6.00 Truss designed for wind loads 9 0" in the plane of the truss only. 4 id-id All% M-5x6(5) 3.1" M-3x4 0.25" 3 5 .77 42 + t0 M-1.5x3 \t) ,,,M-414%444iiiiiiiiitii41411.5x3 6 in tA rI ro0 1** 9 10 ( '11 w78 0 o -M-4x4 M-3x4 0. 25" M-3x4 M-3x6I M-5x8(S) t� O PRQp�C. y i, b y b �.`< w`G�N ' y 8-09-08 8-07-12 8-07-12 9-02-04 y y {�\w �', 0 35-03-04 1-06 .-c- 89200PE 'bit" JOB NAME : 5017-B POLYGON - D7 Scale: 0.1800 .,,.: 110,11111111° - WARNINGS: O.Tors deNOTEb, unleup on thepenoted. '� 4,OREGON '\f. C`/ 1.Builder and erection contractor Mould be advised of all General Notes t.Thin design Is based only upon IM penmelen shown and h ler en bdNldual Truss: D7 and Warnings before construction commences. building component ApplleablEty or design parameters end proper 2.254 compression web bracing must be Installed where Mown 6. incorporation of component Ie the responsibility of IM building designer. Y �y°� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom Gorda to be laterally braced at /� 1( t 4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout their lengtaal)B by OATS; 11/2/2015 Ca overen structure is the reaponaroa f the Whiling designer. continuous sheathing such as plywood aheeihing(TC)and/or drywall(BC). R R I.L lig o ^g g 3.25 Impact bridging or lateral bracing required where shown 6* SEQ. : Ki5 0 9 8 9 3 4.No bed should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greeter than 5.Design assumes tra6sea are b be used in a noncorrosive environment, TRANS ID' LINK design bads be applied to any component. end are for'dry condition'of use. 5.CompuTnro has no control over and assumes no responsibility ler the 8.Desitin assumes fun boadng at all supports shown.Shim or wedge x EXPIRES: 12/31/2015 neoesmlabncotbn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 9.This design is fumishad subject to Me limitations set form by 8.Plates shell be boated on both faces of truss,end placed so their center TPI1WTCA in BCSI,copies of which will be furnished upon request. Tines coincide with Joint center lino. MiTek USA,Inc./Com uTn/s Soflwane 7.8.6 1 L-E 10.Digitsor indicateis etre of pleb a Indies. values P ( ) H. Dor beak sizeconnector plata design velUea sea ESR-1311,ESR-1 BBB(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 M'1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2645) 531 10-11=(-259) 1894 10- 4=( -18) 475 WEBS: 2x4 KDDF STAND 3- 9=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=(-1694) 453 12- 8=(-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1694) 453 11- 6=(-680) 246 BC LATERAL SUPPORT <= 12"OC. UON. 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=(-270) 187 OVERHANGS: 18.0" 18.0^ 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.127" @ 17'- 10.0" Allowed - 1.738" MAX TL CREEP DEFL - -0.257" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL - 0.013" @ 37'- 2.0" Allowed- 0.150" MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed- 0.200" MAX HORIZ. LL DEFL - 0.055" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 2.5" 17-10 17-10 T 1' T Design conforms to main windforce-resisting 6-03-10 5-09-03 5-09-03 5-09-03 5-09-03 6-03-10 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor-1.6, 4.0" Truss designed for wind loads 5 ".m' in the plane of the truss only. M-5x6(5) ! M-5x6(5) 3.1" 0.25" 0.25" 4 6 ,4iC M-1.5x3 +� M-1.5x3 \ / o . o lin en I M-3x6 M-3x4 10.25 " M-3x4 M-3x6 e\e*,1o o o M-5x8(S) _co co PROi ), y b b � � s Nf9-02-04 8-07-12 8-07-12 9-02-04 c,:, �� �y yy 2 1-06 35-08 1-06 �L 40©PE. �'�✓ JOB NAME : 5017-B POLYGON - D8j'0°' Scale: 0.1680 ( ASP WARNINGS: GENERAL NOTES, unless otherwise noted: BP 1.Builder and erection conbeclor should be advised of all General Notes 1.This design is based only upon the parameters shows and is for an individual OREGON zo Truss: D8 and Wamingsbefore construction commences banding componentApplicabNtyofdesign ws�� parameters end proper L Vs 2 2x4 compression web bracing moat be installed where shown.. Incorporation of component Is the responsibility of the building designer. ":0 .,9 t.. 14 2-0,s2:)‘"••- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lap end bottom chords to be laterally braced an ' is the responsibility of the erector.Additional permanent bracing of 1'o.c.and et f 8 o.c.respects ply unless bread throughout their length by DATE: 11/2/2015 the overall structure is the responsibility of the building designer. continuousxImpatrhgingori amh l b acing requirede sheatirh ere sown) •arywan(Bc). tj �L 3.ie Impact bridging lateral bracing where shown rl SEQ.: Ki5 0 4 8 9 4 4.Na load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 6.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry coagwn•ofuse. 6.Comm/True hes no control over and assumes no responsibility for Me S.Design assumes full bearing at cit supports.haven.Shim or wedge„ EXPIRES: 12/31/2015 fabrication.handling,shipment end lnatailation of components. T.Design ssumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to Be limitations set forth by B.Plates shall be located on both feces of truss,and pieced so their center TPIAVTCA M BCSI,copies of which will be furnished upon request lines coincide with Joint center line. MiTek USA,Inc./Com uTrus Software 1 LE 7.8.6 - 9.Digits Indicate stye of plate i^Intoes. P ( ) 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'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 76 2-14=1-1563) 4468 19- 3=1 -450) 1450 11-21=(0) 246 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=1-5078) 1849 14-15=1-1359) 3844 3-15=1-1167) 918 WEBS: 204 KDDF STAND 3- 4=1-3049) 1214 15-16=1 -981) 2686 15- 4=1 -3) 320 LOADING 4- 5=1-2496) 1160 16-18=1 -877) 2227 4-16-) -584) 149 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1717) 622 17-19=1 -36) 93 16- 5=1 -59) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 5- 7=1 -579) 609 19-20=1 -785) 2044 16- 6=1 -257) 47 TOTAL LOAD = 92.0 PSF 6- 8=(-1750) 623 20-21=1 -865) 2295 6-18=1 -55) 266 7- 9=1 -469) 611 21-12=1 -863) 2298 17-18=1 0) 81 NOTE: 2x4 BRACING AT 24"OC 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 -193) 384 -- - ---- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=1-2257) 1058 19- 8=( -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=1 0) 76 10-20=( 0) 475 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20-11-1 -432) 82 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -479/ 16691/ -178/ 17811 5.50" 2.67 KDDF 1 625) 35'- 8.0" -479/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) Unbalanced live loads have been considered for this design. *n 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" e -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" T T 1' 1' MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed= 0.150" 4-05-12 1-08-12 2-11-14 4-03-03 6-03-09 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 2-09 '1 ' 4-05-12 2- '03-0 0-11-15 5-05-04 1' MAX HORIZ. LL DEFL = 0.113" @ 35'- 2.5" 1 -1 1' f 1 1' ft f f MAX HORIZ. TL DEFL = 0.191" @ 35'- 2.5" 12-00 12-00 T - 1' 12 M-4x6 M-3x8 M-9x6 12 Design conforms to main windforce-resisting 6.00 p- M-3x9 7, Q 6.00 system and components and cladding criteria. M-9X65 ...41411111111110111� � M-9x6 Wind: 190 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Di r), load duration factor-1.6, End verticals) are exposed to wind, M-3X9 Truss designed for wind loads 9 , M-3x4 in the plane of the truss only. 1 I. M-3x6 Mo M-3x8 n ��-�_ M 15 10�siisefmse M-3x4 M-3X8o '11%%04,3 o 1 2 M-5x819 20 21 1 M-1.5x3 miM-7x8 0.25" M-1.5x3 M-3x6 0Io o M-3x4+ M-5x8 - 13.75 M-3x9+ M-5x8(5) 12 J' y y ), y > ), )' y ?c'0 PR Qpe. y-05-0� 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-09 6-01-08 b y �\��- � � �s� ' 1-o y-05-08 10-11-12 22-02-12 1-06 _ 444 35-08 �` 89200PE fir' • JOB NAME : 5017-B POLYGON - D9 � / Scale: 0.1933 WARNINGS: GENERAL NOTES, unless othens°e noted �a.r„ 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the perametere shown and is for an mdNlduei OREGON s,.. L Truss: D9 and warnings before censtruaion commences building component Applicability of design parameters end proper 4.. NY* Au 2.204 compression web bradrg moat be Installed where shown e incorporation of component Is the responsibility of the building designer. 1' 2.Design assumes me lop and bottom chords to be laterally braced lat ength �� 7�. 4���y 3.Additional temporary bracing to insure stability during construction , T' Is the responsibility of the erector.Additional permanent bracing of 2'o.0 and at IF op.each respectively unless braced throughout melt lerpm by DATE: 11/2/2015 the overall structure is the responsibility the build desl designer. 20 Imp continuous 04585sheathor such l b acing re uir a where s sen a drywall(BCI. '"! 1 fl { ofng g 3.I a Impact bridging th lateral bracing requited where shown t+ 1-7 L. SEQ. : KiSO�}8 9 S 4.No load should be applied an d any component until after all bracing and 4.Inetelieaon of hues h the responsibility of the respective contractor. fasteners are complete and at no thee should any loads greater Man 5.Design assumes oases,are to be used In a non-coeas:ee°nWronment, TRANS ID: LINK dealgn was.be applied to any component. and are tar'Wry rendnen^erase. 5.CompuTrus hes no control over end assumes no reapoeeibility for the °.°°sig^a°,am°,tea bead^gal°°•upports shown.shim en wedge ti EXPIRES: 12/31/2015 fabrication,handling,shipment end Installation of components. necessary.as T.Plates he,ama,adequateondrainagefaces prodded. November 3,2015 8.This design b furnished aubJea to the Imitations set fool,by 8.Plates shell be located on both laces o/trans.sand placed so melt center TPI/WMA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches.. MiTek USA,Ino./CompuTnus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 76 2-14=(-1052) 4960 14- 3=1 -291) 1448 20-11=(-409) 192 BC: 2x9 KDDF d16BTR SPACED 24.0" O.C. 2- 3=1-5070) 1274 14-15=1 -917) 3837 3-15=(-1153) 311 11-21=1 0) 246 WEBS: 2x4 KDDF STAND 3- 4=(-3053) 839 15-16=1 -628) 2692 15- 4=1 0) 319 LOADING 4- 5=1-2489) 781 16-18=1 -577) 2335 9-16=1 -609) 171 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-2163) 728 17-19=1 -27) 102 16- 5=1 -248) 894 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=1 -566) 2244 16- 6=1 -499) 219 TOTAL LOAD = 42.0 PSF 6- 8-(-2329) '790 20-21=1 -599) 2303 6-18=1 -27) 250 8-10=1-1933) 677 21-12=1 -597) 2306 17-18=1 0) 81 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=1 -543) 2157 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-2247) 718 18- 8=1 -59) 178 ---- --- ---- -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1-2699) 732 19- 8=1 -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13-1 0) 76 8-20=1 -453) 166 OVERHANGS: 18.0" 18.0" 10-20=1 -113) 647 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '* For hanger specs. - See approved plans 0'- 0.0" -390/ 1669V -138/ 1388 5.50" 2.67 KDDF ( 625) 35'- 8.0" -340/ 1669V 0/ OH 5.50" 2.67 KDDF 1 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL= -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL= -0.410" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 0-06-07 MAX TL CREEP DEFL= -0.014" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" 13-11-11 7-08-10 13-11-11 MAX HORIZ. TL DEFL = 0.199" @ 35'- 2.5" 2-09 4-05-12 4-05-12 1-08-12f 4-08-11 2-11-152-03-03 5-05-04 6-03-04 Design conforms to main windforce-resisting 12-00 12-00 system and components and cladding criteria. T 1' 1' 1' 12 M-31f4 y 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 M-4x6 M-9X6 ' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x8 load duration factor-1.6, .1 e End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 4 M-3x4 1 M-3x6 3 rn M-3x8i M OLal 1111. ,` •��m9 p � LG J 15 3x4 M-3x80 1817 1�ijs21 3oa'j\ I 10 M-5x8 M-1.5x3 '' M-7x8 0.2520 M-1.5x3 M-3x6 fo o M-3x4+ 0 M-5x8 M-3x4+ . M-5x8(S) d 3.75 12 y J• i' 1, ), 1, > ), y G p P ROF4- 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 �4 �,\ /�Otp 1-O 2-05-08 10-11-12 y 22-02-12 1-06 �CJ.S �N�+N�ry�fi'7 /'2 35-08 �• .9200PE N. JOB NAME : 5017-B POLYGON - D10 ' .. Scale: 0.1433 WARNINGS: GENERAL NOTES, unless otherwise noted: W 0REGON wt.,, t Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown end Is for an MdMidualA. (.. Truss: D10 and Warnings before construction commences. building component.Applicability of design parameters end proper L.. a NT �. 2.204 compression web bredng must be Installed where shown+. Incorporation of component le the responsibility of the building designer. / *1 y �y 2.Design assumes the lop end bottom chords to be laterally braced at 4 �� 3.Additional temporary brecmg to Insure atsbisty during construction �✓ 1 4 t le the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing su h as plywood sheathing(TG)and/or drywall(BC). �}('1({ y DATE: 11/2/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r7 fl 1 L SEQ.: K 1 5 0 4 8 9 6 4.No bad should be applied to any component until atter all bredng end 4.Installation of Suss Is the responelbltty of the respective contractor. fasteners are complete and of no time should any loads greater than 5.Design assumes tresses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for•dry condition•of use. • 5.CompuTrus has no control over and assumes no responsibility Mr the 6.Design assumes full beefing.I.N supports Shawn.Shim or wedge N EXPIRES: 12/31/2015 fabrication,hendli scary. fabrication, ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and pieced so their center TPWyTCA M SCSI.copies of which will be furnished upon request lines coincide aim joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,1ncJCOmpuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Wok) 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 61613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11-(-969) 4461 11- 3-( -265) 1448 16- 7=(-147) 150 BC: 2x9 REEF #16BTR SPACED 24.0" O.C. 2- 3-1-5071) 1108 11-12=(-846) 3838 3-12=(-1154) 306 7-17-(-452) 128 WEBS: 2x4 KDDF STAND 3- 4=(-3054) 694 12-13=(-544) 2693 12- 4-( 0) 319 8-17=(-116) 649 LOADING 4- 5-(-2490) 628 13-15=(-424) 2336 4-13=1 -609) 190 17- 9-(-417) 162 TC LATERAL SUPPORT <= 12"OC. UON. • LL( 25.0)+EL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-2164) 598 14-16=) -20) 102 13- 5=1 -199) 894 9-18-) 0) 246 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2330) 638 16-17-(-408) 2245 13- 6=( -506) 170 TOTAL LOAD= 42.0 PSF 7- 8=(-1935) 543 17-18=(-468) 2308 6-15=( -18) 239 8- 9=1-2249) 568 18-10-(-466) 2311 14-15=( 0) 81 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=1 -391) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=( -35) 159 LIMITED STORAGE DOES NOT APPLY'DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 134H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -209/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.014" @ -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 HORIZ. LL DEFL- 0.116" @ 35'- 2.5" MAX BORIZ. 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 11-08-10 11-11-11 End vertical(s) are exposed to wind, T f '' Truss designed for wind loads 2-07-04 4-05-12 4-05-12 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 in the plane of the truss only. 1' T 1 i' 1' T 1' T 1' 12 12 6.00 ' M-4x6 M-3x4 M-3x8 M-4x6 4 6.00 /-- 5 6 r M-3x9 o M-3x9 1 v e4,444N o ii M-3x6 so o m M-3x8 gum- m I OT - -- 11011-tali+ O o o - 11 12 M-5x8 M-3x4 -M-3x8 0 1514 16 m 17 18 *a0 , o o M-3x4+ ,,M-1.5x3 `1- M-7x8 0.25" M-1.5x3 M-3x6 �1 o a 3.75 M-5x8 M-5x8(5) 12 i'3 R l * ). )- b b b l )' '\ QED F-!l ' Ot ,, -07-0y 4-05-12 4-05-12 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 b ��C.J ‘AG IN EE4 /0 1-062-05-08 10-11-12 22-02-12 y � $92 00 P E 35-08 - JOB NAME : 5017-B POLYGON - Dll : . -!r,Itoll _ Scale: 0.1593 OREGON 1{' (Z WARNINGS: GENERAL NOTES, unless otnelwise noted: FL lf_OREGON s�-. C4/ Truss: D 111Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an indMdual / �-sq t' �y�V�`'\ and Wamngs before construction commences. building component Applicability of design parameters end proper ^ _7! 14 ° i- 2 2x4 compression web bracing must be Installed where shown* incorparalbn of component le the responsibility of me bugling designer. �./ "F, 3.Additlonel temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at t 1 12 o.c.respectively s.`- �� Is the responsibility of me erector.Additional permanent bracing or Fox.end erespectivelyunless braced throughout,dry length 11S;R structure la me responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall s 3.2x Impact bridging or lateral bracing required where shown a4 SEQ. : Ki5 0 4 8 9 7 4,No load should be applied to any component until after all bracing and 4.Installation of Was b the reeponaiblllty of the respective contractor. EXPIRES: �/ry F n (�f laetenen are complete and at no time should any loads greater man 5.Design assumes trusses are to be used Ih a non-corrosive environment. y„Jh(- R CS: 1 2/J i 12U 1 5 TRANS I D: LINK design loads be applied to any component and are o"dry pondmen•of use. 5.CompuTnn has no control over end assumes no responsibility for the 8.Design assumes full beefing at ea supporta shown.Shim or wedge H y. fabrication,handling,shipment and Installation of components. 50580necess5 ss November 3,2015 S.This design Is furnished'tithed to me limitations set form by T.Design assumes adequate drainage is rovded. S.Nates shall be located on both faces of truss,and placed so their center TPINJTCA In BCSI,copies of which will be furnished upon request linea oomdde with Joint center Mee. 9.Digits indicate size of plate in inches. MiTek USA,InniCompuTrus Software+7.6.6-BP2(1L)-E 10.For basic connector plate design values see ESR-1311.E58-1988(Wean This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF X101370 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-1325) 4578 13- 3=( -374) 1982 10-19=(-170) 817 BC: 2x9 ROOF X1&BTR SPACED 24.0" O.C. 2- 3-(-5185) 1510 13-14-(-1159) 3940 3-14=1-1241) 456 19-11=1 -18) 131 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 900 14-16=1-1037) 3871 14- 9=1 -164) 945 2x9 KDDF 91&BTR A LOADING 4- 5=1 0) 0 15-17-1 -51) 192 14- 6=1-1329) 411 LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2713) 849 17-18-1 -873) 3925 6-16-) 0) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=1 0) 79 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-3088) 958 19-12=1 -657) 2262 16-17=( -821) 3247 8-10=1-2235) 709 16- 7=( -185) 502 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 7=( -294) 171 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11-1-2550) 760 7-18=( -436) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ 11-12=1-2658) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.68 KDDF ( 625) 35'- 8.0" -243/ 1498V 0/ OH 5.50" 2.90 KDDF ( 625) ** For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL= -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = 0.190" @ 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: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 15-08-10 9-11-11 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 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 T '( 1' T 1' '( 1' T 1' T f 12 f 6.00 C7 M-5x6 M-5x8(S) 12 M-3x5 0,25" M-3x4 • IiiiiM-9x6 D 6.00 4 7 8 0 • o + NL5x3 0 0 1 `^ m M-3x10 fo ro o 1-v 13 M-6X8 14 0 161 __ .: of 0 0 M-3x8 0 15 17 18 19 ..1/ p o M-3x9+x4+ o M-1.5x3 M-3x10 0.25" M-3x8 M-3x6 01 d 3.75 M-5x10 M-5x6(S) 12 PR l y b b b b b 1 <(''':C' � � ��fi0,0 J, y-07-0 y 4-11-08 6-00-04 l 5-01-04 4-08-08 9-08-08 7-06-12 y ,,,, GINE,--' /*2 1-062-05-08 10-11-12 22-02-12 y ��'Gi 35-08 89200PE v • JOB NAME : 5017-B POLYGON - D12 :,.I. �� Scale: 0.1597 le 'V4. OREGON '44 WARNINGS: GENERAL NOTES, unless otherwise noted: A A- s Truss: D 12 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indry duel '6 q k 1 s (10\Y�� and Warnings before construction commences. building component Applicability of design parameters and proper V 2.204 compression web braGng must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to De laterally braced et R i L-�- Is the raeponslbnity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/3/2015 the overall structure Is the responablll of the buildingdesigner. c2ontinuous Imp ous u dging or such as plywood required a where sown) a tlrywa111Bc). ty 3.In talyaM bridging Is blares bracing ity of the Where shown t S EQ. KI509898 4.Noendshoul d eianmt any time component anis after all braGrlth and 4.Design of trusses are responsibilitytbe used s respecloecoenviron fasteners are complete and at no gme should any loads greater man 5. assumes busses are la be used In a nonconosNa environment, TRANS I D: LINK- design loads be applied to any component. and are f«'d y contlition of use. 12/31/2015 5.Compst,ua hes no control over and assumes no responsibility for theS Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and lnabllatbnMcomponents. necessary. November 3,2015 8.This designIs furnished subject to me limitations set lonh by 7.Design assumes adequate drainage N provided. an B.linec shall be locatedn on Mm faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. .Digits indicate sine of plate inches. MiTek USA,Inc./Com uTrus Software*7.6.6-SP2(1L-E 1I Fe,basic connector on r plata design values sae ESR-1311,ESR-1985(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 915BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 76 2-11-(-1130) 4578 11- 3-( -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5185) 1273 11-12= -986) 3940 3-12=(-1241) 452 7-17=(-1065) 286 WEBS: 2x4 KDDF STAND; 3- 9=(-3059) 710 12-14-(( -826) 3871 12- 4-( -138) 945 8-17-( -152) 817 2x4 KDDF A16BTR A LOADING 9- 5-(-2713) 685 13-15=( -42) 192 12- 5-(-1329) 367 17- 9=1 -21) 131 LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-3893) 963 15-16-) -711) 3425 5-14-) 0) 286 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3088) 788 16-17=( -691) 3060 13-14=( 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8=(-2235) 573 17-10-) -592) 2262 14-15-) -668) 3247 8- 9=(-2550) 608 14- 6=1 -130) 502 LL = 25 PSF Ground Snow (Pg) 9-10=(-2658) 659 15- 6-( -294) 161 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 6-16=( -936) 89 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 10PSF 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed- 0.200" MAX 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-9.2,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 7-11-11 in the plane of the truss only. 19-08-10 7-11-11 1' 1. 2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 3-07 3-11-12 T I 4 I I I I I T 12 I4-5148(5)8(5) 12 6.00 D M-5x6 M-3x5 0.25" M-3x4 M-4x6 D 6.00 /-- k r9_ , o + _ 1.5x3 c M-3x8 of M-3x10 _ v Oco r'') m A aP _ere. 'IL M-6x8 M-3x8 r 1 =1V -- o I M-3x4+o 13 is 16 17 .*10 � 0 o M-3x4+ o ld-1.5x3 M-3x10 0.25" M-3x8 M-3x 01 a 3.75 M-5x10 M-5x6(0) o 12 - (10 PROFAy y y y y y y Gq sC3N /2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 \y1y y ms1-06 -Os-08 10-11-12 22-02-12 ti -y ), `.‹. 89200PE s35-08 JOB NAME : 5017-B POLYGON - D13 �!� � Scale: 0.1618 l-s� p }''�/'� w� WARNINGS: GENERAL NOTES, unless otherwise noted( " .74t41 OREGON M 44,1 Truss: D 13 I.Builder and erection conlreclo.should be advised of all General Notes 7.This design is based only upon the parameters shown and is for an Individual v „S �AnIT� and Warnings before construction commences. building component.Applicability of design parameters end proper t0 '( y 2.0,4 compression web bracing moat be Installed where shown+ Incorporation of component is the responsibility of the building designer. �./ 1 s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at b the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout their s lt(B by f L�, DATE: 11/3/2015 lire overall structure is the responsibility of the building deelgnec continuous sheathing such as plywood alma ng(TO)andro drywail(BC). r. 3.In impact bridging or lateral bracing required where shown++ SEQ.: Ki5 0 4 8 9 9 4.No bad should be applied M any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, ('1 (� 5 TRANS ID: LINK design loads be applied to any component and are for'dry condition(of use. EXPIRES: O 31/2©� 5.Comput-rue has no control over and assumes no reeponaiblety for the S.DesignIleesaumes full bearing at all supports shown.Shim or wedge g /�e t('� (1 't7 G/ J.G fabrication,handling,shipment and Installation of components. ry' so November 3,2015 6.This design b furnished subject to the limitations set loth by 7.Design assume.adequate drainage is truss, TPIM?CA In SCSI.copies of which will be furnished upon request H.lines coincide with es shall be tin on both faces of teras,and placed their center joint center Ones. 9.Digits indicate site of llIInches. nn MiTek USA,Inc./CompuTrus Software*7.6.6SP2(1L)-E 10.For basic connector plata tlaslgn values see ESR-1311,ESR-1 BBB(MiT(*) 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/UDF/Cq=1.00 TC: 2x4 KDDF A1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 76 2-11=(-3174) 8910 11- 3-( -932) 2860 16- 7=) -862) 584 BC: 2x4 KDDF ASSBTR 2- 3'(-10108) 3486 11-12-(-2756) 7674 3-12=(-1188) 314 7-17=(-1428) 572 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -7138) 2664 12-13=(-3776) 9582 12- 4=( -746) 2224 17- 8-) -126) 854 2x4 KDDF #1&BTR A LL= 25 PSF Ground Snow (Pg) 4- 5=( -6370) 2414 13-15=(-4672) 11628 12- 5=(-3670) 1600 8-18=(-3398) 1412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6-( -9748) 3868 14-16-( -378) 936 5-13-) -364) 1214 18- 9=( -492) 1812 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 100'.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V 6- 7=(-11386) 4628 16-17=(-3882) 9624 13- 6=(-2170) 996 9-19=(-5682) 2354 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=( -8346) 3438 17-18=(-3356) 8254 6-15=( -74) 504 19-10=( -300) 220 8- 9-1 -5230) 2168 18-19=(-2068) 5038 14-15=( 0) 118 TC CONC LI( 250.0)+DL( 70.0)= 320.0 LBS 0 6'- 0.0" 9-10=( -44) 46 15-16=(-3500) 8708 NOTE: 2x4 BRACING AT 24"OC UON. FOR 15- 7=( -778) 1954 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ----- • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0 -1238/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) *' For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed= 0.150" 9" oc in 1 row(s) throughout 204 bottom chords, MAX TL CREEP DEFL= -0.003" @ -1'- 6.0" Allowed= 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= 0.565" @ 13'- 7.0" Allowed- 1.737" MAX TL CREEP DEFL - -1.067" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL - -0.179" @ 35'- 4.5" MAX HORIZ, TL DEFL = 0.286" @ 35'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 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-C24-11-081-00-024-00-02 5-01-04 5-07-05 5-07-05 5-09-01 - T 4320# T T T T T T 12 6.00 " M-5x8 M-5x8(8) • 0.25" /- M-3x6 M-3x6 M-3x4 M-3x6 M-3x8 M-1,5x3 0 0 o M-3x8 y ` D �o I I � 1- `�\ o rt o C `y-5x812 M-3A1 t` 11 ._ I l i M-3x9+ i M-1.$x3 M-4$YO 17 M-39=6 M-lk8, , o 0 M-3x4+ 0 0.25" M-3x10 M-7x12 p GI 3.75 M18HS-5x16(S) t.D Pn orC 12 V h f'1 G „ 1 1 1 1 1 1 1 y 1 U 1 2-07-4-11-084-00-02 4-00-021 5-01-04 5-07-05 5-07-05 5-09-01 1 � GAN �/Q Cd- 1-2605-08 10-11-12 22-02-12 . ;1.1.::1111:::::::.5:62(''::: 200P �' 1 35-08 :::::. i JOB NAME : 5017-B POLYGON D14 �� --- Sale: o.1D94 .:..1.: .yOREGONLt WARNINGS: GENERAL NOTES, unless othemnae noted: s� Truss: D 141Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en ndw duel �� 1f L. ���µ `� and Wam ngs before construction commences. building component Applicability of design parameters and proper "7 I �='t'• 2.254 compression web bracing must be Installed where shown+, y,Design assumes the lop and bosom chordnent is the s ilo belity tlBe building de sena © 7 4, J,Additonel temporary breeing to insure stability during construe/Ion 2'oc.and at 10'o.c.respectively unless braced throughout their length by E'ill 'R'�„� is the responsibility of the erector.Additional permanent bracing of Continuous sheathing such as plywood sheathing(TC)and/or drywallBC). DATE: 11/3/2015 Me overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral breelng required where shown a+ SEQ. : Ki 5 0 4 9 0 0 4.No bad should be applied to any component until after at bracing and 4.Installation of truss H the responsibility of the respective contractor. (� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, X Pl R E12/31 /2015: 1 TRANS ID: LINK design loads be applied to any component and arefor-drycondition•ofsae. 5.CompuTrus has no control over and assumes no responsibility for the S.Design sesames Nil beating at all supports shown.Shim Of wedge 8 November 3,2015 fabrication,handling,shipment and Installation of components. necessary. ahl 7.Design assumes adequate drainage is provided. 5.This design Is furnished subject to the timitatbns set forth by A Plates shell be located on bath faces of buss,and placed so their center TPIAVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tine. MITek USA,Inc./Com uTrus Sotlware+7.6.BSP2 1 L-E 9.Diggs indicate sire of plate in inches. P ( ) 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR; 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 ROOF t16BTR T2 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3-(-4140) 1448 10-11-(-2367) 6584 10- 3-(-2827) 1116 15- 7-( -354) 1217 BC: 2x6 KDDF SS 3- 4=(-6816) 2481 11-12=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-8431) 3098 12-13-(-3264) 8944 11- 4=(-1734) 687 16- 8-( -558) 1745 LL - 25 PSF Ground Snow (Pg) 5- 6-(-8431) 3098 13-14-(-3264) 8944 4-12-( -122) 606 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=(-6816) 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 5-14=( -585) 241 BC UNIF LL( 0.0)+DL( 29.4)- 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 14- 6=( -122) 606 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 ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ---- TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" 0'- 0.0" -788/ 2469V -28/ 28H 5.50" 3.95 KDDF ( 625) 23'- 9.5" -788/ 2469V 0/ OH 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:1,3,7,9-10,16 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1, 9: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.374" @ 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=1.6, 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 T T T T 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 f T *118.808 T '' T T T +lA.eoa T 12 12 6.00 4 6.00 M-9x10 M-4x10 M-3x6 M-3x8 M-3x6 d 5 F o1 .4111111111111 Mil iii..*).0 1 10 11 12 13 14 15 16 9 o o M-3x6 M-3x4 0.25" M-3x9 M-3x6 0 M18HS-7x19(S) y 3-03-09 y 2-10-08 y 2-10-08 y 2-10-08 b 2-10-08 b 2-10-08 b 2-10-08 l 3-03-09 y � � � p R Ofi�us 44,,, 23-09-08 ` 89200PE 5c JOB NAME : 5017-B POLYGON - Cl -,... "//'" ' Scale: 0.2737 le Cr WARNINGS: GENERAL NOTES, unless otherwise noted: ? A.OREGON�� /...& 1.Budder and erection sonHactor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an ndN dual �� .�t.. a �� Truss: Cl and Warnings before construction commences. bulling component Applicability of design parameters end proper r 2 2,4 compression web bracing must be Installed where shown> Incerps,efoe of component Is the responsibility of the building designer. 3.Addebn&temporary bracing to Insure stability during construction 2 Design assumes me top and bottom chores to De laterally braced al "111:11:41t-k- 2. E'q R 1 l.-k- is the responsibility of the erecter.Additional permanent bracing of 2'o.e.and al sheathing o.c.respectively unless braced throughout their length by DATE: 11/3/2015 Ina overall anticline is the responsibility of the bulla designer. continuous odging or eau,l b plywoodre airedsheatwhere a awn 0 drywall(Bc). ty Mg a 3.za reread brldgMg or lateral bracing required shown++ SEQ. : K1504901 4.No bed should be applied to any component until after all bracing and 4.Inslalleion of truss is the responsibility of the respective contractor. r ) fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a nonconosive environment, ane ere for ary conmtbn of use. EXPIRES: 1 G/31/.L�(� TRANS I D: LINK design loads be appned to any component 5.ComWTma hes es contra over and assumes no responsibility for the 6.Design assumes full beerMg et all supports shown.Shim or wedge 8 fabrication,hendling,shipment and hetelletien of components. aseadequater November 3,2015 7.Design l assumes soc is provided. 6.This design is furnished subject to the limitations eat forth by 8.Plates anal)be located on both faces or wee,and placed oro their earner TPIIWTCA M SCSI,copies of wmch will be furnished upon request. Iles coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MITek USA,IRC./CompuTrus Software+7.6.85P2(1 L)-E 10.For basic connector plate design values see ESR-1311,P08-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-00 1- 2=(-18780) 4974 1-11=( -4305) 16455 11- 2-( -2235) 8652 16- 7=( -1791) 7134 2x6 KDDF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-16455) 4395 I1-12=( -6666) 25290 11- 3=(-12621) 3372 7-17-(-10482) 2877 BC: 2x6 DF 2400F 3- 4=(-26625) 7086 12-13-( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x4 KDDF 816BTR 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 U= 12"OC. UON. TC UNIF LL( 50.0)+01( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.08-V7-(-26232( 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 ' BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96,0 PLF 4'- 0.0" TO 23'- 3.07-V8=(-17811) 4683 16-17=( -6606) 25146 14- 5=( -528) 2640 TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 23'- 3.0" TO 27'- 3.08-V9=(-20325) 5313 17- 9=( -4590) 17811 5-15=) -3396) 939 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 3.09-Y0=( 0) 75 15- 6-( -993) 4398 BC UNIF LL( 425.0)+DL( 289.01= 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( 105.0)+01( 28.0)= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS. SIZE SQ.IN. (SPECIES) ( 3 ) complete trusses required. @@ASDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0. 0'- 0.0" -2438/ 9326V -48/ 360• 5.50" 13.92 DF ( 670) Attach 3 ply with 3"8.131 DIA GUN 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 670) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Sill 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5" oc.in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.463" @ 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 T ilaiff T f f f i1281k T 12 12 6.00 M-5x8 M-7x8 Q 6.00 M-6x8 3 M-3x10 M-3x8 M-6x10 =M-6x6 B -- T2 M-5x12 ..s M-5x12 M Mo o yy' A1 11 12 13 14 15 16 17 9 0 � � � PR 0 � � I M-5x8 d' M-7x8 0.25" M-3x6 M-9x6 M-Sx�M-6x6 61' o MSHS-9x18(S) o \ rw GIN • /0 29331 `1 y 4-00 2-01-12 3-09-12 y 3-08 y 3-08 y 3-09-12 2-01-12 4-00 y "j ), 1, 892O0PE 1.- 27-03 1-06 i 1111 JOB NAME : 5017-B POLYGON - El .;, ., 11,"GIP Scale: 0.1553 rte} OREGON �/4 - WARNINGS: GENERAL NOTES, unlesso8eruaenoted Ff '"OREGON s5, \t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and Is tar an Indlu duel �� i9 5t h�µ � Truss: E 1 and Warnings before conswctan commences. building component.Applicability of design parameters and proper �y F V incorporation of component le the reeponeibtiity of the building designer. �✓ �Q'w 2.261 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom dards to be lateral)braced at R t` �� 3.Additional temporary bracing to Insure stability during construction y i+ M the responsibility of the erector.Additional permanent bracing of Y o.c.end al 10'o.c.Cant, plywoodly unless braced throughout their length by DATE: 11/3/2015 the overall structure lathe responsibility of the buildingdesigner. continuous sheathing such as sheathing(TC)and/or drywall(BC). 3.2,Impact bridging or lateral bream)required where shown++ SEQ.: Ki5 0 4 9 0 2 4.No load should be applied to any component untilafter all bredng and 4.Installation of truss is the responsibilityof the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for•drycoMnkn•oruse. EXPIRES: 12/31/2015 5.compurrw hes no contra over and assumes no responsibility for the e.Design assumes fun bearing at all supports shown.Shim or wedge 8 fabrication.handling,shipment and metallationofcomponents. Design allovember 3,2015 8.Design lassumesbe located nn drainage is provided. 8.This design is furnished subject to Be limitations set coda by 8.Plates shall ba bcaled on both faces of Was,and placed so their center TPIIWTCA In SCSI,coplaa of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.7 1 L-E B.Diggs indicate etre of plate in inches. MiTek USA,Inc./Com P ( ) W.For bask connector plate design values see ESR-1311.ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-76) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -46/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "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 - -0.019" @ -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: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 c 0 o I o /- 2 -f 4 0 I 1 M-3x4 b ). y 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 ,�5 �ty�i NSR /0 • 2 � - 89200PE ter" JOB NAME : 5017-B POLYGON - EJ1 Scale: 0.6861 40010),400, . WARNINGS: GENERAL NOTES, unless othenvise noted: 7 Builder and erection contractor should be advised of ad General Notes 1.This design is based only upon the parameters shown and is far an MdNldual Truss: EJl' p EGt� and Warnings before construction commences building component Applicability or design parameters end proper ow- ,y�OREGON, A. i 2 2z4 compression web bredng must be Metalled where shown 5. Incorporation of component Is the responsibility of the building designer. q(rte 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom thuds to be laterally braced at • "� s ��#y la the responsibility t the erector.ole stability al 2'o.c.end at 10'o.c.respectively unless hreced throughout their length by /��, `_ OATS: 11/2/2015 ons ty° permanent bracing of connnuaua sheathing such as plywood sheathing(TC)and/or drywall(BC). w�f -R R I y 1 BeIha overall elnx:klre is the responsibility of the budding designer. 3.2z Impact bridging or lateral bracing required where shown a v F 4.V SEQ.: El5 0 4 9 0 3 4.No bed should be applied to any component until after all bracing end 4.Installation of truss is the reapansibinly of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. ( 5.CanpuTros has no control over end assumes no responsibility forme 8.Design avumes full beating at ell supports shown.Sole o wedge d EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. 7.Design necessssumes adequate drainage is provided. November 3,2015 r+ 8.This design Is furnished subject to the limitations set forth by 8.Mates shad be located on both faces of buss,end placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. MiTek USA,Inc./Com UTNs Software7.6.6(11_)-E 9.Digits indicate size of plate In inches. p10.For basic connector plate design values tree ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-131) 93 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=) -63) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.93 KDDF ( 625) 8'- 2.8" -10/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Designchecked for net)-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I psf) uplift at 24 "oc Spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed= 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed - 0.596" ' 12 3 -V 6.00 MAX HORIZ. LL DEFL = -0.001" @ 8'- 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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. m o to O 01 O /- a rO f- I 1� 4�� -� O M-3x4 1 b y 6-00 2-02-12 �j(l.p (PROVIDE FULL BEARING;dts:1,4,2,3 I ��,V r QFe «92OOPE �� JOB NAME : 5017-B POLYGON - ADJ1 Scale: 0.5559 baa 401111P. WARNINGS: GENERAL NOTES, unless otherwise noted C d i d should b h r Builder and erection contractor osoue advised sl ad General Notes 1.This design is based only upon the parameters shown end is for en individual $7OREGONend Wamings before construction commancoa building component Applicability of design parametersand proper '* ya /4` Truss: ADJl 2.2,4 compression web bracing must be Installed where shown 0. incorporation of component b the responsibility of the building designer v �,,,"'(Additional temporary bracing to Insure stability dump construction 2.Design assumes the lop end bottom chorda m be laterally braced at 3.Add ' 4�Q 74, 0 b the respansibmry of the erector.Additional permanent bracing of 2'o.c.and at 10'on.respectively unless braced throughout their length by DATE: 11/2/2015 the Owren structure a the res IbN 2 blip ous sheathing each as plywood sheathing(TC)andfa dywen(Bc). /v/ 'A R I L- pone ty of the budding designer. 3.2x Impact badging or lateral bracing required where shown♦♦ Fl SEQ. : Ki5 0 4 9 0 4 4.No Had should be applied to any component until after all bracing and 4.installation of was is the responsibility of the respectNe contractor. fasteners ere complete and at no thee should any roads greater than 5.Design assumes mosses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component and are kir dry condition.of use. 5.Can uTrue has no control over end assumes no res e.Design assumes MI bearing at all supports shown.Shim or wedge M EXPIRES: 12/31/2015 Caspar. ponaibikty for me necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. hI Quem bar 3,201 5 6.This design is furnished subject to the limitations set forth by 8.Rates shall be located on both faces of trues,and placed so their renter TPI(TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate m inches. MITek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BT12 LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD= 42.0 PIE 0'- 0.0" -90/ 418V -15/ 890 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 [ODE ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 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 for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF 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 - -0.014" @ -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" 0 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 3'- 11.2" • Design conforms to main windforce-resisting system and components and cladding criteria. • rn Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor-1.6, o Truss designed for wind loads ri in the plane of the truss only. O d O �/ '� O • M-3x4 b 3' 3, 1-06 !PROVIDE FULL BEARING. 14-00 D PRO NG I NE-&.4, /0A2w fi "`x' 89200PE r JOB NAME : 5017-B POLYGON - EJ2 Sale: 0.7329 � � ..- WARNINGS: WARNINGS: GENERAL NOTES, unisss otherwise noted: I �" 1Truss: EJ2 Builder and erection contractor should be advised of all General Notes 1.Thio design is based only upon the parameters shown and le for an IndMdu I '� OREGON /�� and Warnings before construction commences building component Applicability of design parameters end • ('� A. • 2 2x1 compression web bredng must be installed where shown+. 2, DesiIncorporation ncop orreuumea the top end tithe re c bii be lateity of the rally Igner. a <0 AA (,- 14 2-° `"� �_{ 3 Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by / s •` h , Is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathbg(TC)end/or drywall(BC). .1:1 R I V` V DATE: 11/2/2015 the overall structure is the responsibility of IM building designer. 3.2x impact bridging or lateral bracing required where shown++ V SEQ. : K 155 0 4 9 0 5 4.No bad should be applied to any component until after en bracing and 4.Installation of truss Is the responsibility a the respective contractor. fasteners are cambia and at no time should any loads greeter than 5.Design assumes Pom trusses am to be used In a nocorrosloe environment TRANS I D: LINK design wads be applied Is any component end ere rm1ry condition•of use. 5.ConpuTrue has no control over end assumes no reaponaiblity for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If r'� 3{ (� fabrication,handling,shipment and installation a components necessary. u EXPIRES: 1 G/y7 112U 1 6.This design Is furnished subject to be limitations set forth by 7.Design assumes be boated on bot ffaces ace isprovided., nd placed so their renter November 3,2015 TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint tenter lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6)1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF k16BTR 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/ 0H 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.057" @ 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" y MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" 12 Design conforms to main windforce-resisting 6.00 ) system and components and cladding criteria. 3 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. cri0 to CO co in O f co 1 f 21-.'.-.4.23.11 5=� -? 0 1 M-3x4 Y 1' b i' 1-06 6-00 2-02-12 P PROVIDE FULL BEARING;Jta:2,5,3,9 \•• NGEHiQ c� 2 • ,w s '89200PE r JOB NAME : 5017-B POLYGON - ADJ2 male: 0.9939 ��/�0r -, 44- WARNINGS: OThu design is unless olhhe aenGee: w7 OREGON �t'"fw. 1.Builder and erecters contractor should be advised of all General Notes 1.Thla based only upon the parameters shown and la for an IMNldual -�YciiJ�� (� Truss: ADJ2 and Warnings before construction commenced building component Applicability of design parameters and proper 2.2x4 compression web bradog must be Installed where shown.. Incorporation of component is the responsibility or me building designer. / 2.0� �S._. 3.Additional tem g stability during construction2.Design assumes the top and bottom chords to be laterally braced al S'- temporary brads to Insure ebbN dW 2'o.o end al 10:o.c.respedvely unless braced throughout their length by4.47 © . 4!{ ``,,, Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R L 1+'" DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.28 Impact bridging or lateral bradng required where shown.. SEQ. : K 15 0 4 9 0 6 4.No load should be applied to any component until after ail bredng end 4.Installation of truss is the responsibility of the respence contactor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a nonconosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. s.Design assumes h,Nbearing atall supports ahoam.shm,orwedge n EXPIRES: 12/31/2015 5.compuTmire s hes no control over arca assumes responsibility for the necessary. fabricebnn.handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.This design is furnished subject to the Rogations set fodh by 8.Plates shell be boated on both faces of Wes,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1317,ESR-1888(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-5=(0) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 69 0 3-4=( -40) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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" -74/ 471V -24/ 141H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for rte[(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g 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 = 0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.064" @ 3'- 2.3" Allowed = 0.398" MAX TC PANEL TL DEFL - -0.094" @ 3'- 4.9" Allowed= 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HOR1Z. TL DEFL - -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting • 0 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, til to Truss designed for wind loads in the plane of the truss only. co 0 I PD Ct o f- I mria o f2►' S" 0 1 M-3x4 y y ). 5 1-06 6-00 0-09-08 'PROVIDE FULL BEARING;Jts:2,5,3 I PROpe 0.c3'. 7-•ti�G i NE 'Q /0 89200PE ter'" JOB NAME : 5017-B POLYGON - BDJ Scale: 0.5499 .. - WNW WARiNGS: - OENERAeNOTEb, unyupo thearamets. �t. 4 OREGON �(!�' Truss: BDJ 1.Builderann beforecobaacronnumbences. of all General Notes 1.This lidesign Ipnonbased onlyuponopprashown andNfor an Individual and Warnings before construction commences. building component Applicability of design parameters and proper l 2.2x4 compression web brad must be Mstalbd where shown incorporation of component Is the responsibility of the building designer. '',0 '=1(,' 2s^�\ '\ 3.Additional temporary brectng to Insure stability dung construction 2.Design assume the top and bottom chords to be laterally braced at r VV is the responsibility of the erector.Additional permanent bracing of T o.c,and et/0'0.0.respectively unless braced throughout mak length by O s ell?, DATE: 11/2/2015 the overall structure lams ro lion continuous sheathing such as plywood aheaming(TC)and/or dryw1R(BC). '"�R I L v spoon ity of the bul see designer. 3.2x Impact bridging or lateral bracing required where shown+o !� �+' SEQ. : K 15 0 4 9 0 7 4.No bed should be applied to any component until after all bracing and 4.Installation of Was Is the reeponNMllty of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used M e non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for"thy onaubn or use. 5.DanpoTrns has no control over and assumes no responsibility for the 6.�ceeleaa seumen full bearing at all support.shown.Shim or wedge if EXPIRES: 12/31/2015 ' fabrication,handling.shipmentry.and inatelletlon of components. T.Design assumes adequate drainage b provided. November 3,201 5 8.This design Is furnished subject to the limitation set forth by 5.plates shall be located on both feces of truss,and placed so their center TPINWTDA in MGM.copies of which will be furnished upon request. lines coincide with joint renter lines. MiTek USA,Inc./Com uTrus Software 7.8.8 L 9.Digits indicate size of plate In Inches. 1 P ( )"E 19.For basic connector plate design values see ES14-+3+1,ESR-1988(Mffek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 26 TC LATERAL SUPPORT 5= 12"0C. UON. LOADING BC LATERAL SUPPORT G= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 905V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -44/ 51V .0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.072" 1-11-11 .MAX BC PANEL LL DEFL - 0.006" @ 1'- 9.9" Allowed m 0.144" 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 F7' MAX HONED. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 of c .00 0 I NI M 0 P i 11111 -- ',,,,x4 b ), 1 1-06 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,9 I co- ,,<cc , O PRQ��s,,e ds, 2 4- 892007E 'r JOB NAME : 5017-B POLYGON - CJ1 Scale: 0.6837 ,,�111110 • � ' WARNINGS, GENERAL NOTES, unless otherwise noted OREGON ON 1.Builder and erection contractor should be advised of ail General Notes 1.Thl design is based only upon the parameters shown and le for an mdMdual Truss: CJ1 and Warnings before construction commences building component.Applicability of design parameters and proper 1'A 4 a bA As 2.264 compression web bradng must be Installed where shown+ incorporation of component Is the responsibility of the building designer. {� 3.Additional tombracing stability 2.Design assumes me lop end bottom chords to be laterally braced at Y14 LQ ty temporary to Insure stabill during construction 2'AA and at 10 o c respectively unless braced throughout their length by �Q r T- Is the responsibility of me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 'Pr .*Ii Ii R ILA- DATE: 11/2/2015 the overaoverall"irudure is the responsibility of me building designer. 3.26 impact bridging or lateral bracing required where shown+• • S EQ : Ki5 0 4 9 0 8 4.No bad should be eppabd to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for NW condition.'of use. 5.ConpuTms has lie contra over end assumes no responsibility for the 8.Desitin assumes full bearing at all supporta shown.Shim or wedge S EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. esery. T.Designassumeselo adequate drainage is provided.a November 3,2015 6.This design Is furnished subject to the limitations set form by e.Plates shall be Iocete0 on both faces a was,and placed.o their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Wee USA,Inc./Com uTruS Software 7.6.6(1 L)-E 9.Digits Indicate size of plate in Inches. P10.For bask connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x4 ROOF kl&BTR SPACED 29.0" O.C. 2-3=(-72) 29 TC LATERAL SUPPORT <= 12"00. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 1.2" TOTAL LOAD = 92.0 PIP 0'- 0.0" -99/ 413V -19/ 871 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 44V 0/ 0H 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -43/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 6.00 D MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed- 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.010" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed= 0.013" MAX TC PANEL LL DEFL = 0.015" @ 2'- 3.7" Allowed= 0.230" _ MAX TC PANEL TL DEFL - 0.014" @ 2'- 3.7" Allowed- 0.344" 3 10 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. .a o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, I N Truss designed for wind loads in the plane of the truss only. ro ,_ 0 N o 2 1111111 4 IIIIIIIIIII M-3x4 1-06 3-10-08 0-01-03 'PROVIDE FULL BEARING;Sts:2,4,3 I <eit.0 opt. : 89200PE JOB NAME : 5017-B POLYGON - CJ2 Scale: 0.7423 -ir �.i/kyr � C)WARNINGS: GENERAL NOTES, unless otherwiseotherwisenoted: tr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual Truss: CJ2 57 OREGON to and wamings before construction commences. Incorporation aompof co ponent Ls thitye of designresponsibility parameters and prepay Dc 2.254 compression web bracing must be installed where shown it. Incogprefbn m component b the responaibilNy of the building designer. GAO '9 t.. ! � �- 3 Additional temporary bracing to Insure stability dung construction 2.Design assumes me lop end bottom.horde to be laterally braced at / is the responsibility of the erector.Additional penanenl bracing of T no and at 10'ow respective unless braced ihrotghoul their Ielgm by DATE: 11/2/2015 me overall structure is the responsibility of me buildingdesigner. continuous ridgingsheathr such as plywood airedsheatng(TC)overand/4 drywall(BC). c✓f �( y` t Ce 3.In Impact bdtlghg or lateral bredrg required where shown++ fl 44+ SEQ.: Ki5 0 4 9 0 9 4.No load should be applied b any component unity after all bracing end 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes thins.,are to be used in a non-corrosive enWrenment, TRANS I D: LINK design loads be applied to any component. and are for'dry condlnon^of use. 5.Compurnn has no control over and assumes no responsibility forme e.Design assumes fan bearing at all supports.hewn.scam or wedge 8 EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design a umes adequate drainage Is provided. November 3,2015 6.This design is furnished subject to the limitations set fort by 8.Plates shell be located on both faces of tmss,end placed so their center TPIIWTCA M BCS'.melee of which will be furnished upon request. lines coincide with joint center lines. Mirk USA,Inc./Com uTrus Software 7.8.8 1 L)-E 9.Digits Indicate dee of plate In Inches. P ( 10.For bask connector plate design values see ESR-1311,ESR-1833(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS - TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-107) 57 3-4=( -43) 19 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" -70/ 404V -23/ 122H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 90V 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. 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 = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.149" 12 MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" 6.00 07' 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" /' Design conforms to main windforce-resisting system and components and cladding criteria. 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, rj , Truss designed for wind loads in the plane of the truss only. oc I ro m o /- 1 o 5 : 0 M-3x4 y b b ), 1-06 3-10-08 2-01-03 (PROVIDE FULL BEARING;Jts:2,5,3,4 1 <.,90� Pf1 Q . 892O0PEv- JOB NAME : 5017-B POLYGON - GJ3 � / Scale: 0.5963 WARNINGS: GENERAL NOTES, unless otherwise noted � �©� Cr 1.Wider and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown end Is for an individualA_ 40 Truss: C J3 and warnings before construction commences building componentApplicability Aty of design parameters and proper - `'7 st„, 2 2s4 compression web bracing must be Installed where shown v Incoryoretlon W campne a is the reaponalblilty of the building designer. �� t:i 1 4 ^0 3.Additional temporary bracing Is Insure stability during construction 2.Design assumes the top and bottom cholic to be laterally braced et l. (. le Ss responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'so.rsanIt as ply unless braced5C)enthroughout their length by ft �P DATE: 11/2/2015 the overall structure Is the responsibility or the building designee N,coImpact sheathing later lb plywood sheethi there s eon c drywdgeq. R R 1 4.," ty g 3.In Impact bndgirs or lateral bracing required where shown SEQ. : K 15 0 4 910 4.No bed should be applied to any component until after WI bracing and 4.Installation of ee I Is the responsibility of the respective contractor. fasteners are complete end N no thee should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment TRANS I D• LINK design loads be applied to any component and are for dry condition•of use. 5.CempuTme hes no 001111.01 over end assumes no responsibility for the 8.Oeayn assumes full bearing at all supporta shown.Shim 13.wedge a EXPIRES: 12/3112015 ceeasry. fabrication,handling.shipment and Installation of components. T.Design assumes adequate drainage le provided. November 3,2015 8.This design is fundehed subject to the limitations set forth by 5.plates shag be located on both faces of truss,and placed so their center TPINOTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Dyes Indicate she of plate In Inches. MITek USA,Inc./COmpuTrwn Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 4 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-151) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -68) 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 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/ 38851 -30/ 150H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 289V 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 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 = 0.000" @ 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" 9 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.2" 12 MAX HORIE. TL DEFL = -0.001" @ 7'- 8.2" 6.00 ' 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, .-r Truss designed for wind loads 3 o in the plane of the truss only. c 0 r, o /- 1 I Iliiof o �' 5►= f 0 1 M-3x9 1 1 l l 1-06 3-10-08 4-01-03 Y nP (PROVIDE FULL BEARING;Jts:2,5,3,9 v�� ��'C.GINE.k.(3> kit 172 izt 89200P r JOB NAME : 5017-B POLYGON - CJ4 14- 111111#4 Scale: 0.5002 WARNINGS: GENERAL NOTES, unless otherwise noted: C) 4t. Truss: CJ4 1.Builder and erection contractor shoab be advised of all General Notes t This design Is based only upon the parameters shown and is for an IndNldoal "�7 A.OREGON w end warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web braving must be Installed where shown 4. Incorporation of component is the reaponalbltity of the building designer. �/© .!,t' t 0- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom cholla b be laterallyho braced et ( V ` Is the responsibility of the erector.Additional permanent bracing of 11. T o.c,and at ea o.c.respectively unless braced throughout their length by fi[� DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 2 impact singing orng such bracings plywood re asired where s and/or drywall(BC). �"i t R�.�� 3.2a Impact bridging or lateral required the whore shown++ SEQ.: K 15 0 4 911 4.No bad should be applied to any component unto after all braving end 4.Installation of truss is the responsibility of the respective contractor. fasteners am complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for dry condition.ofuse. 5.CompuTrus has no control over and MUMS no responsibility for the 6.��;assumes MI bearing at all supports shown.Shim on wedge N EXPIRES: 12/31!2015 febrkatbn,handling,shipment and installation of components. 7.Design ssumea adequate drainage h provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Mates shell be located on both feces of truss,end placed so their center TPIIWTCA In BCS(.copies of which wit be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 9.Digits Indicate she of plate in Inches. 70.For basic connector plate design values see ESR-1311.ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. 2-3=(-194) 91 3-4=(-112) 58 TC LATERAL SUPPORT <= 12"OC. U014. LOADING 4-5=( -46) 21 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 399V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -114/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -20/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "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 = 0.008" @ 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 ') Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.lft, TOM=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. .i 0 3 • () N O f O 1 M-3x4 y y y y l Y1 PR ry 1-06 3-10-08 6-01-03 ,.`�,``�V V � s \ 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I `� GlNE /0 89200PE r" JOB NAME : 5017-B POLYGON - CJ5 Scale: 0.4225 = amu.. WARNINGS: g GENERAL NOTES, unless othenvise theOREGON Truss: 1.Builder and erection contractor should be advised of all General doles 1.Thla design le based only upon the parameters shown and is for en individual T ru S S: CJ5 and Warnings before construction commence. building component Applicability of design parameters and proper Y' 2.2x4 compression web bracing must be Installed where shown+ incorporation or component Is the roeponhrhelY of the boectea designer. <O Q A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chorda b be laterally braced at 4 (y la the responsibility of the erector.Additional permanent bracing of T o.e.and at 1G ex,respeesvely unless braced throughout their length by `' DATE: 11/2/2015 the overall abucture Is the responsibility of he build) des) continuousxImpatsheathing 5'suchasbacing required where sone"drywall(BC). ''"! .. I1 HY ^9 goer. 3.2x Impact bridging m lateral bracing required where shown++ f')l 4. SEQ. : K 15 0 4 912 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design a mea trusses are to be used In non-corrosive environment, TRANS ID. LINK design bads be applied to any component. and are for`dry condition"of use. . 5.CompuTms has no control over and assume.no responsibility for the 6.Design assumes MI beer.lg al all supporta Mown.Shim m wedge H EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 3,201 5 8.This design Is furnished subject to he Hmitatbns set forth by 8.Mates shall be located on both faces of truss.and placed so their center TPIAYICA In SCSI,copies of which will be fumlehed upon request. lines coincide with joint tenter linea. 9.01015 indicate size of pieta In Inches. MiTek USA,Inc./CompuTras Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MOO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6= BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 108 (0) 0 3-4=(-155) 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -70) 33 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 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" -16/ 398V -46/ 216H 5.50" 0.69 ROOF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 9.7" -51/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.194" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" MAX HORIZ. LL DEFL = -0.002" @ 11'- 8.9" 5 -I MAX HORIZ. TL DEFL - -0.002" @ 11'- 8.9" fl Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I ,-I 0 M O 3 I( M O o 2o. ►� 6►� 7 o 1 M-3x4 1-06 y 3-10-08 y 7-11-03 b ,D PROF. 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 IC3 GINE t1/2, J ,‹- 89200PE JOB NAME : 5017-B POLYGON - CJ6 or- Scale: 0.3838 * �I CC 1.WBuilder O.This NOTES, unless n parameters �j OREGON 44 Truss: CJ 6 BWldo and erectioncontractorMount be advised o all General Notes but design is based only upon Bethe p esign en shown and la for an IntlNitluel 4. s and warnings before consbucllon commences building component Applicability of design parameters and proper \‘" A. 2.2s4 compreaslon web bracing must be Installed where shown v. Incorporation of component is me reaponlblNty of the building designer. <0 "47)- C1 t- 14 ! „h) o 3.Additional temporary bracing Is Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced of 7' 'LI V '�•" Is the responsibility o!the erector.AddNonal permanent Meting of 2 o c and at 10 o.c.respecthmly unless braced throughout their length by �A DATE: 11/2/2015ontinuous sheathing such as plywood eheathng(TI)andfor drywag(B0). "/1 R`` me overall structure SiW the responsibility of the Wilding designer. 3.2x Impact bridging or lateral bracing required where shown,♦ 'f.. r-j 1 t.. SEQ. : Ki5 0 9 913 4.No load should be applied to any component unit after ail bracing and 4.Installeosn of Wee h the responslblllty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and Nato,'My condition•of use. 5.CsepuTrus has no control over and assumes no responsibility for the 8.Deelgn assumes full beadrg at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 1 fabrication,handling,shipment and Installation of components. T.Desig assumes adequate drainage Is provided. NOVP.fTl bar 3,201 5 6.This design 6 furnished subject to Be limitations set font by 8.Plates shag be located on both feces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be rumished upon request. line celncke with joint center line. WO USA,Inc./CompuTrua Software 7.8.6(1L)-E 5.Dots Indicate size d plate In Inches. to.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This-design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-44) 104 6-5=) 0) 18 BC: 2x9 KDDF 6158TR SPACED 24.0" O.C. 2-3=(-168) 25 5-7=(-94) 205 5-3=1 0) 46 WEBS: 2x4 KDDF STAND 3-4=1 -23) 30 3-7=(-211) 97 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) 010 TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" O'- 0.0" -88/ 424V -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 THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" I 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX 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 BORIZ. TL DEFL - 0.008" @ 4'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 '' Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, a o Truss designed for wind loads I in the plane of the truss only. ,-I 1111111111111111.1111111111111.1111..M" M-3x4 rn El II o7 o M6-3x4 1 M-3x4 M-3x5 y y k y 2-03-12 2-07-05 1-00-15 I 1 b I 1-06 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7 I �� Y 0 PR Qpk, � �NGiN 9 / 89200PE C- JOB NAME : 5017-B POLYGON - DCJ2Scale. 0.5934 -,, ' ill. . Jy. WARNINGS: GENERAL NOTES, unless othe,wlee noted: w '"4. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Bre parameters Mown end is for an kdNldual ",�' OREGON a�� /C Truss: DCJ2 and Warnings before construction commences building component Applicability of design parameters end proper 'a. /fit^ Its z 204 compression web bredng must be In=toned where shown+. Incorporation w component la the responsibility of the building aeelgner. /O 9 y ,1 �(� P 2.Design assumes the top end bottom chords to be laterally braced at ,, i� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at/0'cc.respectively unless braced throughout their length by _..1/- 4! Is the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood sheathing(TC)end/or dr/wall(BC). " R Fi f L\^- DATE: 11/2/2015 the overall structure is the responsibility or the building designer. 3.'20 Impact bridging or lateral bracing required where to ++ SEQ. : Ki5 0 4 914 4.No load should be applied to any component until after all bracing and 4.Inst°lmgon of truss is the responsflitty of the respectNe contractor. fasteners are complete 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 leads be applad to any component end are o'dry condition"or use. 5.CompuTnre has no control over and assumes no responsibility ler the 6.Designassumes full bo gat all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. 7.Design ssumes adequate drainage is prodded. November 3,2015 8.This design 0 furnished subject to the limitations set form by 8.Plates shall be located on both faces of Hass,and placed so their center TPIANTCA 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,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91HBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-130) 207 6-5=( 0) 18 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. WEBS: 2x4 ROOF STAND 2-3=(-276) 69 5-7=(-266) 413 5-3=( 0) 50 3-4=( -53) 43 3-7=(-925) 279 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'•01. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 963V -23/ 1228 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -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 9 Design conforms to main windforce-resisting , system and components and cladding criteria. 4 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cn load duration factor=l.6, o Truss designed for wind loads M-4x6 ro in the plane of the truss only. 0 3 N iiiiiiB� 111M.1m m o M-3x4 7 o1.1 2PEMN M6-3x4 0 1 M-3x4 M-3x5 y y y y 2-03-12 2-07-05 1-00-15 y l ), y 1-06 2-05-08 6-00 3-06-08 �ry- (PROVIDE FULL BEARING;Jts:2,7,4 r '1 Q R 0Fe°. • 115' ''...��yC�INE�R �© 4" !/ 89200PE - JOB NAME : 5017-B POLYGON - DCJ3 ,i /1/41• Scale: 0.5434 -= f' _._. . WARNINGS: GENERAL NOTES, unless otherwise noted: '`R.. Truss: DCJ3 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an IndMdual 79' ",OREGON I iw • and warnings before construction commences. building component Applicability of design parametere and proper J" s�� .'V 2.204 compression web bradng must be Installed where shown incorporation of component le the responsibility of the building designer. eQ 1' f s-��µ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom lwrda to be laterally braced al r/ V la the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o c.respectively unless braced throughout their length by ei DATE: 11/2/2015 ms overall structure Ie the responsibility W the building tlealgner continuous sheathing such as plywood aheethi g(TC)and/or drywal1)80). � 'fi Fill-\- V 3 2x Impact bridging or lateral bredng required where shown++ j-� SEQ. : Ni5 0 4 915 4.No load should be applied to any component until after all bredng and 4.Installation of Wash the responsibility of the reapectwe contractor. fasteners an complete and at no erne should any loads greater than 5.Design assumes trusses are M be used Ina non-corrosive environment TRANS ID: LINK design loads be applied to any component and are for*dry condition.a!use. 5.CompuTn,a hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supporta shown.Shim or wedge H EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. necessary. 8.This design k furnished subject to the limitations set form by 8.Design assumes m°°adequateontac drainage 10 pressed. November 3,2015 S.Elates snarl be located on both(sees of truss,and placed no their center TPIN/TCA 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,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -88) 176 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-243) 51 6-8=(-182) 350 6-3=1 0) 49 WEBS: 204 KDDF STAND 3-4=(-106) 61 3-8=1-360) 187 LOADING 4-5=( -96) 20 TC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+01( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 452V -31/ 154H 5.50" 0.72 KDDF ( 625) 9'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psI) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" f f MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed= 0.254" 5 -1 MAX TL CREEP DEFL = -0.021" @ 2'- 3.8" Allowed= 0.339" 12 6.00 M) MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" A MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 on o Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, rn Truss designed for wind loads M-4x6 in the plane of the truss only. 3 Il R T! o 8 cm; o M-3x4 o s- 2 Ml3x4 0 O 1 M-3x4 M-3x5 2-03-12 2-07-05 1-00-15 l l 3, y 1-06 ,. 2-05-08 5-06-03 , 3 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8,4,5 1 .. 89200PE JOB NAME : 5017-B POLYGON - DCJ4 ' Scale: 0.9752 ,,.�\-- WARNINGS. GENERAL NOTES, unless otherwise noted: \,,,y OREGON �" I.and W and s before construction one o be ancvlaed or all General Notes 1.buil:ng component. carr.ased only ca upon me parameters mown and Is for an Individual "��i � ��A to �� Truss: DC J 4 and Warnings berore rmatrudsn comme�a. This ng component Applicability of design parameters and proper .4„.. Vc 2 2x4 compression web bradng must be Metalled where shown+. incorporation of component h the responsibility of the buckling tleagner. ! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced el t!)T Is the responalbitily of the erector.Additional permanent bracing of 2'ss and at 10'o.c respectively unless braced throughout Ihelr length by ( �" DATE: 11/2/2015 the overall structure la the responsibility of thebuilding designer. continuous sheathing such as plywood ahedihing(TC)and/or drywan(SC1 1 ,-R R i` \ 3.2s Impact bridging or lateral bradrg required where shown++ 4 V SEQ.: Ki 5 0 4 91 6 4.No bad should be spoiled to any component until after ell bracing and 4.Installation of buss h the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-wooeive environment, TRANS ID: LINK design dads be applied to any component. ensaeN aryconeNn^or use. 5.CanpuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at 0f supporta shown.Shim or wedge H EXPIRES: 12/31/2015 fabrication,handing,shipment end installation of components. necessary. 7.Designassumesbeeeded on drainagees s opruss,d. November 3,2015 B.This design is furnished sh subject n the limitations o set forth by 8.Desig Mall be scaled at both faces M provide end placed as Ihelr center TPIWVTCA In SCSI,copies of which wgl be furnished upon request ::nes coincide with joint canter lines. 9.Digits Indicate she of plate In Inches. MITek USA,Inc./COmpuTrus Software 7.8.6(11)-E 10.For basic connector plate design yd.,see ENR-1311,ESR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x4 KDDF #168TR SPACED 24.0" O.C.WEBS: 2x4 KDDF STAND 2-3=(-227) 43 6-8=(-144) 320 6-3=( 0) 48 3-4=(-153) 73 3-8=(-329) 149 LOADING 4-5=( -70) 32 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187H 5.50" 0.71 KDDF ( 625) 4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net1-5 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" T MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 5 MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 12 0MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.012" @ 4'- 11.0" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 o load duration factor=1.6, Truss designed for wind loads a in the plane of the truss only. M-9x6 3 4D m o 3 o � 1 a iaiSm o M-3x4 o M-3x4 0 M-3x4 M-3x5 b y 3 ) 2-03-12 2-07-05 1-00-15 1 b 3. y 1-06 y 2-05-08 7-A6-03 y r^s p 6-00 y 3-11-11 ��(��l.t PR1''y Q�'cs9/62°- N.- JOB (PROVIDE FULL BEARING;Jts:2,8,4,5 I C��. �wl G�In/EL ��A `�'V. 892.00PE �r JOB NAME : 5017-B POLYGON - DCJ5 � �" Scale: 0.9225 • WARNINGS: GENERAL NOTES, unless otherwise noted: ti. (}"'. Truss: DCJ5 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and Is for an IndNidual 7� OREGON D A. and warnings before connnucnon commences. building component Applicability of design peremeters and pro A. Z 2s4 compression web bracing must be Instated wnere mown«. incorporation of component 1 the responsibility of the building proper /6 „4�Y 14 41 2,e1'1 ,4 3 Additional temporary bracing to Insure stability during construction Z Design assumes the lop and bottom chorda to be laterally braced al • Is the responsibility or the erector.Additional permanent bracing of 2'o.c,end at 10 o.c.respectively unless braced throughout their length by ��'"' DATE: 11/2/2015 the overall stnrcture Is We responsibility continuous sheathing such as plyevnd eheaming(TC)and/or drywall(BC). ' 1 RIA. ly of the building designer. 3.01 impact bridging or lateral bracing required where shown•s SEQ. : K 15 0 9 917 4.No toed should be applied to any component until after all bracing and 4.Inslanetion of loss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive snmronment TRANS I D: LINK design wads be applied to any component. and ere for by condition.of use. 5.CompuTrua hes no control over end assumes no responsibility for the 8.Desitin MUM.lull bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. ].Design assumes adequate drainage is provided. e.This design is furnished subject to the limitations set forth by 0.Plates shag be located on both faces of truss,and placed so their center November 3,2015 TPIIWTCA In BDSI,copies of which will be furnished upon request. lines coincide with joint center lines. Wok USA,InciCom uTrus Software 7.6.fi I L E 8.Diggs indicate size of plate in Indus. p ( to.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 11'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=1 -82) 166 8- 7=1 0) 18 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=1 0) 98 WEBS: 204 KDDF STAND 3- 4=(-189) 87 3- 9=(-341) 175 LOADING 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. 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 = 42.0 PSF OVERHANGS: 18.0" 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 -97/ 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 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. 4 .' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 6 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" 0 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed= 0.259" )� 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 0 ' I Design conforms to main windforce-resisting system and components and cladding criteria. o1 of Wind: 140 mph, h-23.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 9 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oI load duration factor=1.6, 0 'O Truss designed for wind loads in the plane of the truss only. M-4x6 3 PMEMEMEMEMM r1 �B o .....,....-.�� -� o �MI I a, MIMMEMMA M-3x4 I 2-� M23x4 oo o M-3x4 M-3x5 1 1 )1, J. 2-03-12 2-07-05 1-00-15 1 1 1 1 1-06 2-05-08 9-06-03 'V\ //� , 6-00 PAOVIDE FULL BEARING;Jts:2,919,5,6 y (h�Co G E 17' �(1./A C"f 892001-E �'v JOB NAME : 5017-B POLYGON DCJ6 . e,9/" Scale: 0.3762 - WARNINGS, GENERAL NOTES, unless otherwlae noted' I. '"4. Truss: DC J 6 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNldual pG. ,�0 R EG O N �� and Warnings before construction commences building component Applicability of design parameters and proper ' 2 2s4 compression web bracing must be installed where shown+ Incoryoraso of component b Me responsibility of the building designer. �/ .9 4:. 2[1� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me lop and bottom chubs to be Iaterelly braced at © j 1(t,! '(.V is the responsibility of the erector.Additional permanent bracing of T o c.and at 70 on.respectively unless braced throughout their tenpin by 1 DATE: 11/2/2015 the overall structure is me responsibility of the building designer. continuous ridging r soda as plywood required a where s and/o drywall(BC) [+� y 3 In Impact bridging or lateral bracing requlrod where shown++ �+Fi L Y SEQ. : Ki 5 O 4 91 H 4.No bad should be applied to any component until after at bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes wase:are to be used In a nom-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition'of use. 5.compuTrus has no consul over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.shim or wedge it emery. EXPIRES; 12/311215 Thifabrication,sighandling,shipment and installationhlo of components.b U. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set form by B.Plates shall be located on both faces of truss,and planed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrua Software 1 L 7.8.8 H.Digits Indicate size of plate in Inches. P ( )E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-70) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 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/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 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'- 1.4" Allowed - 0.334" 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: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ss or ind loads in thedplaneeoffthewtruss 3 -f only. fr 0 I c 0 n i 0 c I 2 :=-<.1,4 4 • 1 M-3x4 y y (PROVIDE FULL BEARING;Jts:2,3,4 16-00 y 1-06 <c�EO PR d1 00 wc; �N GIN '''.719' fQ� K' 89200 P E ' JOB NAME : 5017-B POLYGON - DJli�� Scale: 0.6559 _ WARNINGS: GENERAL NOTES, unless omenrlae noted: Cr'41111111411t Truss: DJ 1 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indmdual � , OREGON 1L! and Warnings before construction commences building component Applicability of design parameters and proper L ] 2zd compreealon web bracing must be Installed where shown+ Incorporation of component h the responsibility of the building designer. 2� 4'1 1 4! 20 4.6 Is 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et "7 V la lbs responsibility of the erector.Additional pennanenl bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous impacts sheathing such l bracings plywood aired where shown oanw•drywall(BC). /11 -13R1�..,'- 3.2s bridging or lateral required shown+ SEQ. : K 15 0 4 919 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. end are foor'Ery condtllon'of use. 5.CompuTnus has no control over end assumes no responsibility for the B.De el a eeumea lull bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabdceten,handling,shipment and installation or components. ].Design assumes adequate drainage Is provided. S.This design Is brmished subject to the limitations set forth by B.Fetes shall be located on both faces of trues,and placed so their center November 3,2015 TPIAVTCA M SCSI,copies of which will be furnished upon request lines coincide with)Dint center lines. 1)-E 0.Digits Indicate size of plate in Inches. MiTak USA,Inc./CompUTrus Software 7.8.6(1 10.For basic connector plate design values see ESR-1311.ESR-1308(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 HOOF #1&BTR SPACED 24.0" O.C. 2-3=(-101) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS 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 POE' 0'- 0.0" -87/ 47BV -23/ 1228 5.50" 0.76 KDDF ( 625) 5'- 9.2" 0/ 74V 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. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed = 0.396" MAX TC PANEL TL DEFL - -0.092" @ 3'- 4.8" Allowed = 0.593" 5-11-11 T f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. I c I 1111° II)1.1111.°111.1.11°.......1 an O f I O I 2 4 O 1 M-3x4 1, b I 1-06 6-00 PROVIDE FULL BEARING;Jts:2,4,3 \co v\G I ESR s/0 (Gym ' 89200PE r JOB NAME : 5017-B POLYGON - DJ3 ...r - Scale: 0.5809 = ��': WARNINGS: GENERAL NOTES, unless otherwise noted: it t1.Builder and erection contractor should be advised d all General Notes 1.This design is based only upon the parameters shown and Is for an Individual OREGON Truss: DJ3 and Warnings before construction commence, building component s.� Applicability Is t y r design pay of Me and proper M. 2.204 compression web bracing must be installed where shown+. Incoryoretlon d component Is the responsibility of Me building deelpner. n(�� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me by and bottom chords to be laterally braced al /O '�(�,! {.`"�� Is the responsibility of the erector.Additional permanent bracing of 2'ex.and at ig o.c respectively unless braced throughout their length by r DATE: 11/2/2015 me overall structure is the reaponalbffy of me buildingdesigner. coimp impact sheathing such ore plywood aired dg(TC)endler drywall(BC). ,✓` 4` l S 3.2z Impact brlogmg or lateral bracing required the where shown++ 1 4.-4 SEQ.: Ki 5 O 4 9 2 O 4.No load should be appged to any component until after all bracing and 4.Installation of Buss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes Busses are to be used in a noncorrosive enulronment, TRANS I D: LINK design loads be applied to any component dna are o thy condition"of use. 5.Can Tnn has no contra over and assumes no res 8.Design assumes lull bearing et all supports shown.Shim or wedge B EXPIRES: 12/31/2015 pu responsibility tor the .-,. fabrication,handling,shipment and 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 B.Plates shall be located on both feces of Mks,and placed so their center TPIAVTCA in SCSI,copies of which wit be furnished upon request Imes coincide vat,joint center lines. B.Digits indicate size of plate in inches. Risk USA,Ino./CompuTnfs Software 7.6.6(1L)-E 10.For bark connector plate design values see ESR-1311,ESR-1988(MBek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-5= BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3=1-127) 92 (0) 0 3-9=( -64) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 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 KDDF ( 625) 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed= 0.398" MAX TC PANEL TL DEFT. = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX BORIZ. LL DEFT. = -0.001" @ 5'- 11.2" 4 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" -1 12 6.00 177. Design conforms to main windforce-resisting T 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, , Truss designed for wind loads in the plane of the truss only. 0 1 0 c rn o /- ,I cRN O ► 5 _, 0 1 M-3x4 1 1 1 1 ,,,... ID r 1-06 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,Sr 3,9 I ry�,( Q N --,- �L \ G 89200PE 9r • JOB NAME : 5017-B POLYGON - DJ4k/r Scale: 0.5002 -'-'�' WARNINGS: GENERAL NOTES, unless pothemisenoted 'i ty OREGON qtr. 1.Truss: DJ4 Builder and erection eonlractor should be advised of an General Notes 1.This design b based only upon the parameters shown and Is for an IndNickial J and Warnings before construction commences. building component Applka6lnly of design parameters and proper L 2.204 compression web bracing must be Installed where shown+. Incorporelbn of component Is the respanalblllty of the building tlealgner. wt,(' 1 t't� `\ 3,Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chorda to be laterally braced al I 14 t `l,V b the responsiblllty of the erector.Additional permanent trading of 2 o,c.and at 10 o.respectively unless braced Throughout their length by �w' ,e) DATE: 11/2/2015 the overon structure is IM responsibility of The building tleslgnec continuo's sheathing such as plywood sheathing(TC)and/or drywall(BC). '7`R R I y k V 3.:s Impact bridging or lateral brodng required where shown++ y SEQ.: Ki 5 0 4 9 2 1 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses aro to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for•dry condition•of use. 5.CompuIn,has no contra over and assumes no responsibility for the S.Oe e�igseesaumea NII baering at an supports shown.Shim or wedge g EXPIRES: 12/31/2015 fabrication,handling.shipment and Installation of components, ry a.This design Is furnished subject to the kmitatbns set forth by 8.Design s shalt be as sumes ed n bothifa gcesiofttrruuss.end placed so their center November 3,201 5 TPIIWTCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 9.Digits Indicate size of plate In Indies, 10.For bask connector plate design values see ESR-1311,ESR-1999(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 98 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)t-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" -41/ 952V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) , 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 I g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 4 -f Design conforms to main windforce-resisting system and components and cladding criteria. 12 (0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. k,3e V 0 i C 0 N ot / 1 c rgl O M-3x4 k 1-06 y 6-00 y 3-11-11 y "���I-W �s'ruF,`ss. . (PROVIDE FULL BEARING;Jts:2,5,3,4 I (f.� �G'i V l -,,, ,�jty .C,c J.T t/ 89200PE y� JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.4225 -1, ��r►'' WARNINGS: GENERAL NOTES, unless otherwise noted. le OREGON y' C" Truss: DJ5 1.Builder and erection contractor should be adoeed of all General Notes 1 This design le based only upon the parameters shown and H for an individual 4 G O N �" and Warnings before n reotxtion commences. building component.Applicability of design parameters and proper „ O y. 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /6 s9 l'' 2-°r ��- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility or the erector.Additional permanent bracing of T en.end el 10 en.respectively unless braced throughout their length by 44,, .. DATE: 11/2/2015 me overall structure ie the responsibility m the building dealgnec continuous sheathing such as plywood ehealhing(TC)and/or drywall(81). e R t y 1 ty 3.24i Impact bridging or lateral bracing required where shown++ ("�RIO- DATE: SEQ. : 5' 5Q4 9 2 2 4.No load should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no see should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be appllad to any component. end are for'dry condition.of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim a wedge B EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is prodded. November 3,2015 6.The design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of trues,and paced so their center TRIANTGA In 13151.copies of which sit be furnished upon request. Ines coincide with Joint canter tree. MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plata in inches. P 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-101) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -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 = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 454V -46/ 221H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL - -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 6.00 '( Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 3 )� O O 1 2 6 M-3x4 • t0 PR Ope 5- 1 1-06 6-00 (PROVIDE FULL BEARING;Jts:2,611-3, 15 y � �!-G 5, 4t- :92110P r- JOB NAME : 5017-B POLYGON - DJ6 Scale: 0.3768 WARNINGS: DThis design unless o theparerwise mete. 77 4/OREGON Truss: DJ 6 1.end Wand s r contractor coo be ncNeed of all General Holes 1.buil building ,w 1p based only upon the parameters a eteand Is fon r Inewkual me Wamiinga before construction commence, buitoing component Applicability d design parameters and proper L 2.2x4 compresdon web bracing must be metalled where shown«. Incorporation of component la the reeponsibilily of the building designer. (� 0� '` 3 Additional temporary bracing to Insure stability during construction 2.Design sesame.the top end bottom dabs b be laterally braced et r/O 14, y`0��" la the responsibility of the erector.Additional permanent bracing o, 2'o c.and at 70'on.respectively unless braced throughout their length by DATE: 11/2/2015 Sr.overall structure Is the responsibility of the building designer. 2 Impact bridging or such dee ankg re she d where)oM/or erywell(BC). 3.2a Impecl bddging or lateral bracing required where shown«« f.,.. {✓ SEQ.: El 5 O 4 9 2 3 4.No load should be applied to any component until akar all bracing and 4.Installation of trues Is the responsibility of Me respective contractor. fasteners am complete and at no time should any loads greater than 5.Design assumes hisses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any compomm. and are .dry Gond iton o use. 5.Campania has no control over and assumes no responsibility for the E.Design assumes full bearing et all supporta shown.Shhn or wedge 0 necessary. EXPIRES: 12/31/2015 fabrication, shipment and Installation of components. 7.Dignssumes adequate drainage is provided. November 3,2015 N.This design a furnished subject to the limitations set forth by 8.Plates shall be Reeled on both latae of truss,and placed so their center TPIIWTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center linea. MiTek USA,Inc./Com uTrus Software 7.8.6(1E L- 9.Digits Indicate size of plate In Inches. p ) 10.For beaic 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/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) BC: 2x4 ROOF #!&BTR SPACED 24.0" O.C. 2-3=( 247) 122 0 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 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/ 456V -55/ 257H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -154/ 338V 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. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed - 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 5 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 6.00 4 Truss designed for wind loads in the plane of the truss only. it 0 3yr 0 I ft- 0 M 0 c o 1 26�_ o M-3x4 b b y y .< c,,O P R OF 1-06 6-00 7-11-11 <CJ GNGINE-$9 /© (PROVIDE FULL BEARING;Jts:2,6,3,4,5 „.c.. `" 9200P .- _OPJOB NAME : 5017-B POLYGON - DJ7 �� Scale: 0.3282 �' /� .. tl� WARNINGS: GENERAL NOTES, unless otherwise noted: 11 �" Truss: DJ7 1 Builder and erection contractor should be advised of all General NotesThis design is based only upon the parameters shown and is for en Individual - ' OREGON �(/ and Waminga before construction commences. building component Applicability of design parameters and proper v 2.2s4 conpreealon web bracing moat be Installed where shown.. Incorporation of component Is the reapoisibilily of the buibing designer. �/ .C,t. 2,h 3 Addllioiel temporary bracing to Insure stability during construction P Design assumes the lop end borism tactile to be laterally braced at /� J- t A V b the responsibility of the erector.Additional permanent bracing of 2'o.c.5ll at 70 o.e.respectively unless braced throughout...length byNJ v !"'f IO- DATE: 11/2/2015 the overall sbucture is the responsibility of the building designer. 2s impact ahe:,s sfng lateralsuch b plywood aired here s een"drywoll(BC). �•"� �` 4.No load should be applied to any3.In Impact bridglrg or the tiebracing responsibility of where shown c +.. Y SEQ.: K 15 0 4 9 2 4psi component until after all bracing and 4.Inelellaeon of Musa h the responsibily of the respective contractor. fasteners are complete and al no thee Mould any loads greater than 5.Design assumes trusses we to be used M a noncorteahe environment TRANS I D: LINK design bads be applied ts any component_ and are for'dry sndlibn'of use. 5.Comportus has no contrd over and assumes no responsibility for the 5.De assumes lull bearing al all supporta shown.Nhin or wedge H EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. T.Design ssumes adequate drainage Is provided. November 3,201 5 8.This design is lumished subject to the limitations set forth by 8.Plates shell be located on both laces et truss,and paced so their center TPIN✓TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Wee USA,IncJCompuTrus Software 7.8.8(1L)-E 9.Digits indicate she of plate in inches. 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-287) 142 3-4-(-184) 79 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 POE OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -63/ 2938 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -128/ 240V 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) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 6 MAX HORIZ. TL DEFL - -0.004" @ 15'- 10.9" II 5 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h-24.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 - load duration factor-1.6,6, Truss designed for wind loads 4 in the plane of the truss only. r 0 i m. of 3 co 's In0 l 2 r._� 7'_. -� o M-3x4 rR_p{� r �tiO PRoFrs ), b b 1-06 6-00 9-11-11 y (( \�j� (�tGlNE., s/ 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I `�! �",� 89200PE JOB NAME : 5017-B POLYGON - DJ8 Scale: 0.2948 ;, ,�„ WARNINGS: GENERAL NOTES, unless otheeslse noted 1...�1 1 Builder and erection contranwr should be advised of all General Notes 1.This deelgn is based ony upon the parameters shown and is for an IndNldual ") OREGON 4' Truss: DJ8 and Warnings before construction commences. building component.Applicability of design parameters end proper ��„` .74,..4/3" � a� 2.2z4 compression web bradnng must be Instal where shown+. incorporation of component b IM responsibility of the building designer. I.. s �v 3.Additional temporary brat/ to Insure stabil/ during construction 2.Design assumes the top end bottom see ion to be lateral braced at J' 4 (i ��y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by `_ DATE: 11/2/2015 ma overall structure b the responsibility of the building designer. continuous bridgsheating suchr as acwooe required ere s ownand/•drywsll(BC). ry ` l SY 9 3.Pz Impact bridging or lateral bracing raqulrr.where shown++ Fi rl L+V SEQ.: Ki 5 0 4 9 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of me respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes hisses are to be used in a non-corrosive environment, TRANS I D: LINK design toads be applied to any component. end are o dry condition.of use. 5.Can Trus has no control over and assumes no resS.Design assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. for the coseary. 7.Design es ado/relate drainage Is provided. November 3,201 5 S.This design Ie furnished subject to the limitations set forth by e.Plates shall bb e bested on both faces of hiss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicate elze of plate In Inches. MITek USA,Inc./CompaTrus Software 7.8.6(1 L)-E 10.For basin connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" • IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-323) 159 3-4=(-216) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-149) 69 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -65) 30 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 455V -70/ 325H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -123/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 ROOF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 7-03-12 10-05-03 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" -" MAX HORIZ. TL DEFL - -0.005" @ 17'- 8.2" 4 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 ;I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 4 /,'; r1 M-3x5(S) N I rn 3 iirk 0 I cr 1111111111111.'1.111111111 .111111-=' �_ 7._' ---/o M-3x4 ,co pRop y 1-06 y 6-00 y 11-08-15 b co'�Z c;.N�`IN�fih� cS',2 y� 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 "Vj 89200PE r JOB NAME : 5017-B POLYGON - DJ9 .'"!�%/ /�... Scale: 0.2773 r.„ _y+ ... WARNINGS: GENERAL NOTES, unless otherwise noted: 9. ``r.. Truss: DJ 91Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ")7 OREGON s;' k t and Warnings before cansaudlon commences building component Applicability of design parameters and proper ,, µ �* 2 444 compression web bracing must be Installed where shown♦. incorporation of component Is the responsibility of the building designer. �e +11)e t4� � 3 Additional temporary bracing to Insure stability during construction 2.Design sesames the top and bottom chords to De laterally braced al 7 4 s V ‘,... Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'oft.respectively anises braced throughout Meir length by DATE: 11/2/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired where s and/or drywal)81). �� �� 3.2.4 Impact bridging Is latent bracing required where shown SEQ. : Ki 5 0 4 9 2 6 4.No baa should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of Me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment. TRANS I D• LINK design loads be applied to any component and are o•d y condition of use. 5.C Trus has no control over and assumes no res 6.Design assumes full beefing at all supports shown.Shim on wedge g EXPIRES: 12/31/2015 ompu responsibility for the cessary 4a.- • febrication.handling,shipment and Inelatiation of components. 7. necessary. esign assumes adequate drainage is provided. November 3,201 5 5.This design Is furnished subject to the limitations set forth by A.Plates shall be located on both feces of truss,end pieced so their center TPIAVTCA 6 SCSI,copies of which will be furnished upon request. Ibex coincide with Joint center lines. 9.Diggs Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.8.6(114-E 10.For bask connector plate design values see ESR-131f,ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-239) 120 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-140) 56 3-4=( -61) 29 TC LATERAL SUPPORT 0= 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 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 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -162/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX 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" 4 MAX HORIZ. TL DEFL = -0.003" @ 13'- 6.8" ° Design conforms to main indforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp,e, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. to ,-1 2 i .-I i( r PT O a o 1 5 I o M-3x4 1 b )- 0) PRQ fico' 6-00 7-07-08 I C?~c ' �GtJGIINE&9 s/ (PROVIDE FULL BEARING;Jts:l,5,2,3,4 /li `c- 89200PE �< JOB NAME 5017-B POLYGON - EDJ Scale: 0.3706 --` � /y, WARNINGS: GENERAL NOTES, unless othenMse noted: OREGON r V„ 1.Builder and erection cenbector should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual zo Truss: EDJ and wananps before construction commences building component.Applicability of design parameters and proper �. Ate •N 2 254 compression web bracing must be Installed where shown« • Incorporation of component b the responsibility of the building designer. {.. n 3.Additional temporary bracing to Insure stability during conslroction 2.Design assumes 10 the lop and Kogan chorda to be laterally braced at /� ♦ 14, L is the responsibility of the erector.Additional permanent bracing of 2'o.c and at 70 o.e.respectively unless braced throughout their length by /1., �y DATE: 11/2/2015 the overall structure is the responsibility d the building designer. continuous sheathing such as plywood eheaming(TC)and/or drywall(BC). 4('l�.r'tj[ t O- v ty n9 3.2x Impact bridging or lateral bracing required where shown a+ i'1 rl 1 SEQ. : Ki5 0 4 9 2 7 4.No load should be applied to any component ting after all bracing and 4.Installation of truss is the responsibility of the reapedNe contractor. fasteners are complete end at no lions should any loads greater than 5.Design assumes Iruesee are to be used Ina noncorrosive environment, TRANS ID: LINK design mads be applied to any component and are for+dry cakgion+of use. 5.Compares has no control over and memos no responsibility for the 8.Design assumes lull bearing at all suppers shown.Shim on wedge 8 EXPIRES: 12/31/2015 necesfabrication,handling,shipment and installation d components. 7.Designssumes adequate drainage is provided. November 3,2015 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,end placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.8.6 1 L-E 9.Digits Indicate else of plate in Indies. MITek USA,Inc./Com P ( ) 10.For bask connector plate design values see ESR-1311,ESR-1888(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" ICON)). 2: Design checked for net(-5 psf) upliftspacing.at 24 "oc s acin I TC: 2x4 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #11BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h-20.6ft, TCDL=9,2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 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-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. 5-07-08 5-07-08 12 12 6.00 4 6.00 IIM-4x4 I 1 rn o M C - cr 0 CD M-3x4 M-3x4 b y i 1-06 11-03 ?E9 PRO1 P �<3 NyG 1 NE,, ., /0 w z9200PE -7_,...JOB NAME : 5017—B POLYGON — Fl Scale: 0.5339 i �� WARNINGS: GENERAL NOTES, unless otherwise noted 0 4z- , Truss: I''1 Builder end erection contractor should be advised of eN General Notes 1.This design Is based any upon the parameters shown and Is for an Indflduel -c77 OREGON !r . and Warnings before construction commences. bullding component Applicability of design parameters and proper J a �, A. . Z 2x1 compression web bracing mesal be Installed where drown•. incorporation of component Is the responsibility of the building designer. /Q *1 7`,. 14 2. ��� 3.Additional temporary bating to Insure stability during construction 2 Design assumes ill top and bottom chords to be laterally braced at 7 V Is the responsibility of the erector.Additional permanent bracing of 1 o.c.and at 10'on respectively unless braced throughout their length by DATE: 11/2/2015 me Wares structure is me responsibility of the building designer. continuousxImpatsheathing such l b aciplyng re ufr dsheatwhere sho) wn ar drywall(BC). ahs �( J.2x Impact bridging or lateral bracing required ahovm t+ F4 4> SEQ.: Ki5 0 4 9 2 8 0.No bad should be applied to any component un1N after all bracing and 4.Installation of Huss is the responsibility M the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge M EXPIRES: I / /20 fabrication,handling.shipment and Installation of components. 10.190 necessary. 6.This design is furnished subject to the limitations set bit,by 6.Plates hnpo1ee redo n ate oth'na�"prose,andd. 3,2015 9.Plates anon be located on both feces or wee,era placed so melr caller TPIANTCA in BCSI,copies of which will be furnished upon request. linea coincide with Joint tamer lines. }E 9.Digits Indicate size of plate b Inches. MITek USA,IncJCompuTrus Software 7.8.6(1L 10.For bask connector plate design values see ESR-1311,E95-1088(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 BC: 2x9 KDDF fl&BTR SPACED 24.0" O.C. 2-3=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -36/ 147H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.47 KDDF- ( 625) 9'- 11.7" -44/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc spacing. 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 -7 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12 6.00 2 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 2 �' we O • n) O /- er O f 1k7171--10 4�� 0 M-3x4 b y y 6-00 3-11-11 cc,`o) PR OFe (PROVIDE FULL BEARING;Jts:l,4,2,3 '` • `t. 89200PE �r JOB NAME : 5017-B POLYGON - J5 (00.40.05.00".. Scale: 0.4765 -,401 . `t• � , WARNINGS: GENERAL NOTES, unless ome,edee noted OREGON "A.. Truss: J51Builder and erection contractor should be advised of all General Notes This design h based only upon the parameters shown and Is for an IndNldual �� 4� 2.'3 A �1 s and warnings before cansimcllon commences. building component Applicability of design parameters and proper 1 V 2.2x4 compression web bracing must be installed where ehown 4. Incorporation of component la Me responsibility of the building designer. I.Additional temporary bracing to Insure stability during construction 2.Design assumes the res and bottom ase to be laterally braced et O ''4,1 is the reepomlblllly of the erector.Additional permanent bracing of 2'en.and at 10'o,c.reach as plywood unless braced throughout their length by [' DATE: 11/2/2015 continuous sheathing such as plywood eheathing(7C)and/or drywall(BC). '[i R I L� gra overall structure la the responsibility of the bulk/Ina designer. 3.24 Impact bridging or lateral bracing required where shown*+ *•.7'� SEQ.: Ki 5 0 9 9 2 9 4.No had should be applied to any component until after all bracing and 4.Installation of dues h the responslbllly of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS I D: LINK design roads be applied to any component. and are for"dry condition•of use. 5.CompuTme has no control over and assures no responsibility for the 8. Design assumes MI bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 necesfabrication,handling,shipment and installation of components. 7.Design ssumes adequate dreinage is prodded. November 3,201 5 6.This design is furnished subject to Ire limitations set forth by B.Plates shall be located on both laces of imss,and placed so their center TPINYTGA In BCS(,copies of welch will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./COmpalrue S0ftware 7.8.6(1 LFE 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1869(Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12.0C. UON. LOADING system and components and cladding criteria. 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 = 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 PIP Ground Snow (Pg) in the plane of the truss only. I 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 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 0 , LPII 0 M-3x4 4 i, ), b 1-06 6-09-08 • ,, o P R oFes ,,5 .y., N ,� r� 2 `� 89200PE v JOB NAME : 5017-B POLYGON - G1 Scale: 0.6499 /.`,/r . r/ .,• WARNINGS: GENERAL NOTES, unless otherwise need Cr 1.Builder and erection contractor Mould be advised of all General Notes 1.Thla design Is based only upon the parameters shown and Is for en IndNldual Truss: G1 and warnings before construction commences. building component.Applleabiety of deelgn parameters and proper � OREGON A. 2.2x4 compression web bracing must be Metalled where shown+ Incorporelbn of component Is the responsibility of the building designer. ,.O oqY 14 2-0 'i'' 3.Additional temporaryngstability g construction 2.Design assumes the top and bosom chords Io be reeretiy braced at t h•!�� bract to Insure duds r me.end at 1P o.n.reupecwely unless braced throughout their length by Ie the responsibility a the erector.Aamnetthonal permanent bracing of continuous sheathing such as plywood sheathing(TC)ottersand/or drywae(BG). , �v/ R `� DATE: 11/2/2015 the overall sWqurs is use responsibility of Bre building designer. 3.24 Impact brldgbg or lateral bracing required where shown+i SEQ. : Ki 5 0 9 9 3 0 4.No load should be applied to any component amu after all bracing and 4.Installation of tress N the responsibility w the respective contractor. fasten are complete and et no ems should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition.of use. 12/31/2015 r�J {) { 5.Com True has no conal over and assumes no re e.Design assumes lull bearing at ore supports shown.Shim use wedge if EXPIRES: 1 2/3 1/20 15 Comp responsibility the necessary. fab ion,handling. and installation 8.This esign is furnished subject to the Soilanensf set forth by components. 8.Platesnassumes adequate shall be located both faces'or truss, placed so their center November 3,2015 TPIAYTCA In SCSI,codas of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 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 H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -78/ 418V -13/ 8213 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) o LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 6.00 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 0.021" @ 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" 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, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, Truss designed for wind loads pin the plane of the truss only. ru IIIF/ 1/° m f- I o Oi 2 4 M-3x4 J' y y 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,4,3 I �Gj� �\AG 1N4.P 9 `�'/G 444 /7 `t' 89200PE <' JOB NAME : 5017-B POLYGON - H1 �y�/++'� Scale: 0.7411 "'� /j�v,� .- WARNINGS: WARNINGS. GENERAL NOTES, unless otheepse noted: OREGON Cr 1.Builder and erection contractor should be advlsed of all General Notes I.Thio design Is based only upon the parameters shown and N for an IndNldual II A� Truss: H1 and Warnings before construction commences building component Applicability of design parameters and proper I 7�Y 5O Ot A. 2 244 compression web bracing must be Installed where shown incorporation of component Is the responsibility H of the bulWlig designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda b be laterally braced el ` 14 t �s� Is the res IbAi f Me erector.Additional 2'c.c.and al IG 0.0.respectively unless braced throughout their length by �+" DATE: 11/2/2015 pone ty o permanent bracing of continuous sheathing such as plywood sheathlig(TC)and/or drywap(BC). 1'j R I L\- the overall sirudure Is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown.4 ,l fl SEQ.: Ki5 0 4 9 31 4.No bed should be applied to any component until after all bracing end 4.Installation of Is the responsibility of the respeaN,e contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. andere for•dry condition.or use. 5.CanpuTme has no control over and assumes no responsibility for the 8.Dee tin assumes ad.bearing at all.apps a shown.Shim or wedge d EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. 7.Desiassumes adequate drainage is proWded. November 3,2015 8.This design is Belched subject to Ste limitations set forth by 8.Plates shag be located on both faces of truss,and pleeed so their center TPIAVICA In BC51,copies of which will be furnished upon request. lines coincide with joint center tins. MiTek USA,Inc./Com Trus Software7.6.13(11.)-E 9.Digits Indicate sloe of plate In Inches po 10.For basic connector plate design values sea E5R-1311,ESR-1888(Meek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-208) 106 1-5= BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-102) 38 (0) 0 3-4=( -37) 18 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT 5= 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 RODE ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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" 0 Design conforms to main windforce-resisting 12 3 system and components and cladding criteria. 177'6.00 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 0 I r1 o t ilaa ll�i 5►t -f M-3x4 y y ����D PR Opt. `AP6-00 5-11-11 (, �•+ R� 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 ' ( \J G'f41, ,C.`,� :::? Vc°r 4. fi// 89200PE fir" JOB NAME : 5017-B POLYGON - J6 ��,,�/�' Scale: 0.4085 •`� ......... WARNINGS: GENERAL NOTES, unlessyunthep,anetsthenvise : OREGON t(t- Truss: J 6 1.and W and erection contractor construction en co be advisee of all General Notes 1.Thisldesign is n based say upon the parameters as mevm and is for an Individual , rw�� and Warnings before br a ng mu cammencea building component Applicability of design parameters and proper { M C 2 2a4 compreastan web bredng must be Installed where shown Incorporation of component b the responsibility of me bulroing designer //6 ,c�y 1 4 0 A. 3 Additional tem hg stability g construction 2.Design assumes Na top and bottom chorda b be throughout braced at f ! �V.O�"�. temporary brat to Insure andel dodo 2'o.c.and at 10'o.c.respectively unless braced Ih hout their length is the responsibility a the erector.Marxist building end bracing of continuous sheathingsuch as d sheathing(TC)TCre and/or d � L( DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral brae �( )o ryweH(BC). L any mmngl y of the where.hewn.. SEQ. : K 15 0 4 9 3 2 4.No lona should bee applied to portent coal after an bradng and 4.Installation of wee is the re.poneibmty a the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design a mes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any camponeM. dna aei«cry conditionor see. EXPIRES: 5.Cam uTrue has no centra over and assumes no res 8.Design assumes fiat basing al all supports.pawn.Shim or wedge N 12/31/2015 P responsibility for cessary um fabrication,handling.shipment sodinstelletlonacamponents. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is rumished subject to the limitations set forth by 8.Plates shall be located on both faces on truss,and pieced so Meir center ' TPIIWTCA M SCSI,copies of which will be furnished upon request. Imes coincide with joint canter lines. 5.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Wok) II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 2-3=( 0) 65 2-5=(-54) 72 3-5=1-210) 173 SPACED 24.0" O.C. 2-3=(-115) 96 WEBS: 2x4 KDDF STAND 3-4=( -9) 9 LOADING TC LATERAL SUPPORT <= 12.00. 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 BORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 18.0'• 0.0'• 0'- 0.0" -86/ 498V -32/ 104H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL - 0.140" @ 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" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 5.00 17 M-1.5x3 4 -,. Design conforms to main windforce-resisting 3 system and components and cladding criteria- • N Wind: 190 mph, h-15f[, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor-1-6, Truss designed for wind loads in the plane of the truss only. O ill M O f �, O f _ O M-3x4 M-1.5x3 b J. 6-05-12 0-03-12 b Jy 1-06 6-09-08 pp AVN PROFrss tAGINE tV /G? w 4 89200PE r •JOB NAME : 5017-B POLYGON - G2 .4. ?" • Scale: 0.5499 WARNINGS: GENERAL NOTES, any apo the aramets J OREGON L'•a•. G2 Builder and before cnbadorshouldbencNee.o(aA General Notes 1.bid i gIpbased Applcabiny parameters shown and Isforr Individual 4- "ii I� Truss: and Warnings berore censtrusnon commences. building component.Applicability of design parameters and proper 5As 2.2x4 compression web bredng must be Installed where shown*. Incorporation d component Is the responsibility of the building designer. oON /� '41 3.Additional tem g stability g construction 2.Design assumes the top and bottom chide b be throughout braced et L./ '�4 x temporary bracing to Insure mret during 2'crit.and at 10'crit.respectively uolese braced their length by V b the responsibility of the erector.Additional permanent bracing of continuous sheathing each as plywood sheathing(TC)and/or drywall �AY7_ t V DATE: 11/2/2015 the overell structure is the responsibility of the bidding designer. 3.25 Impact bridging or lateral bracing (ec). - R RIO- DATE: 16.'g required where shown SEQ.: Ki5 0 4 9 3 3 4.No bad should be applied to any component udll after all bracing and 4.Installation of fuss is the responsibility of the respective contractor. fastener.are complete and at no time should any loads greater than S.Design assumes busses are to be used In a non-corrosive environment TRANS ID: LINK design bads be applied to any component. and are for"dry condition"f use. S.CompuTus hes no control over and assumes no responsibility for the fid Design assumes full bearing at au suppose shown.Shim or wedge H EXPIRES• 12/31/2015 fabrication.handl' shipment end Installation of necessary.Signsum mg, set by T.Design haaumes adequate drainage is prodded. November 3,2015 a.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of wss,and placed so their center TPIIWTCA In SCSI,copies of which will be famished upon request lines coincide with Joint canter lines. MiTek USA,Inc./Com uTrus Software 1 7.8.6 L- 9.Digits Indicate sloe of plata In Ingres. p ( )E 10.For basic connector plate design values sea ESR-1311,ESR-1988(Mak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-246) 123 1-5=(0) 0 BC: 2x4 KDDF k1bBTR SPACED 24.0" O.C. 2-3=(-148) 60 3-4=( -66) 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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 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" 4MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" ( � � 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=l.6, Truss designed for wind loads in the plane of the truss only. a 0 2 r T., 7r. MI 0 1► 5 I o M-3x4 y 6-00 y 7-11 11 y \CJ" 4C GN E&,I.Sj (PROVIDE FULL BEARING,Jts.l,5,2,3,9 I '�" ee 89200PE 7r JOB NAME : 5017-B POLYGON - J7 ��. Scale: 0.3692 4 a• WARNINGS: O.This eign Nb, unless on the ise parameters �� OREGON �Z.4` 1.Builder and erection contractor should be advised of all General Noted 1.Thle design te basad only upon the peremelere shown and Is form btlNlduel Truss: J7 and warnings before construction commences. bulMing component Applicability of design parameters and proper NOr 2.254 compression web bream incorporation of component Is the responsibility of the build) des p g must be metalled where shown li 2.Design assumes the top end bottom chords to e laterally braced B1ner. /^ 1� �� � 3.Additional temporary bracing to Insure stability during construction p'o c.and at 70'o c.respectively unless braced throughout Meir length by / ('�f (k� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(B1). 4 -R fl'L�- vr' DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.Za Impact bridging or lateral bracing required where shown . SEQ. : K 15 0 4 9 3 4 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 Moe should any loads greater than 5.Design assumes trusses are to be used b a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for`dry condition'of use. 5.CanpuTrus hes no contra over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES• 12/31/2015 fabrication,handling. necessary.ase L shipment and elellelionacomp s, 7.Design satsumas adequate drainage is provided. November 3,2015 6.This design is furnished subject to theeXmitalions set IoM by 8.Plates shall be boated on both faces of buss,and placed so their center TPI/WTCA In SCSI,copies of whim will be furnished upon request. lino coincide SIB Join center lines. 9.Digits Indicate size of plate b inches. MITek USA,Ino./CompuTros Software 7.6.6(1 L)-E 10.For basic connecter plate design values see ESR-t311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 659 6-3=( 0) 302 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-786) 149 6-7=(-259) 649 3-7=(-739) 220 3-4=(-138) 127 7-9=(-169) 146 LOADING 4-5=( -9) 4 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 740V -67/ 196H 5.50" 1.18 KDDF ( 625) 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 :OPSF LIVE LOAD. TOP net(-5 COND. 2: Design checked for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 (- 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 = -0.016" @ 6'- 11.7" Allowed = 0.610" MAX TL CREEP DEFL = -0.033" @ 6'- 10.6" Allowed = 0.814" MAX BORIS. LL DEFL - -0.006" @ 12'- 8.0" MAX BORIS. TL DEFL = 0.010" @ 12'- 8.0" 7-00-06 5-09-06 0-03-12 f T T T 12 Design conforms to main windforce-resisting 5.00 = M-1.5x3 5 system and components and cladding criteria. 4 -/ Wind: 140 mph, h=l5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, tIl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads II in the plane of the truss only. M-3x4 3 11111N 0 I , 0 c ...xalfilldIIIIIIIIIIIIIIIIihllIll111hjb,„ GOB RIG 1 2'mss 6 •:a7 0 M-3x4 M-1.5x3 M-3x4 l l )' 6-10-10 6-02-14 y 1-06 y 13-01-08 y ����c- NG NE L'�, E:t'' 89200PE r:- JOB NAME : 5017-B POLYGON - G3 • .-- Scale: 0.3573 • 61. WARNINGS: GENERAL NOTES, unless othemise noted Cr) it Truss: Ci 3 I.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an Individual ' 7 OREGON "'�, and Warnings before construction commences. building component Applicability of design parameters and proper Jf r 2.2v4 compression web bradng must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. .�Q t� 2° .4`'` 3 Additional temporary bracing to Insure stability during nsrsirocllan 2.Design assumes the lop and bottom chorda to be laterally braced at �O •/ f A s "t'• Is the responsibility of me erector.Additional permanent bracing of 2 e a and at 10'o e respectively unless braced throughout their length by 1°t � DATE: 11/2/2015 me overall structure Is me res enact,sheathing ingorseenlbas gruired here)anderaryweu(Bc). n �� responsibility of the aftg designer. 3.in Impact vi or such bracing plywood sheathing(TC) h ed where shown 0• rl SEQ. : K 15 0 9 9 3 5 4.No bad should be applied to any component until after all bradng and 4.installation of truss Is the responsibility of the respective conireobr. _ fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK g design bb ads be applied any component. and ere for•dry condition•of use. in 5:de i rue hes no control over and assumes no responsibility for the 5.neecessseasaumeefutl bearing at all supports shown.Shim or wedge 8 EXPIRES: 12/31/2015 fabrication,handling.shipment and Installation of components. 7. ry' 8.This design is furnished subject to the limitations set forth by e,Roles assumes ateQOon°oth'face"p�s,an November 3,2015 TPIM/TDA in BC51,copies of which will be furnished upon tepee:, S.lines% noir shall etetl on both feces or was,and placed so Meir cooler jof p center nose. MiTek USA,Ina/CompuTms Software 7.6.6(11)-E 10. Digits Indicate she of plateInches. 10.For bask connector plate design values see ESR-1311,ESR-1888(Wok) I 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 #1&BTR LOAD DURATION INCREASE = 1.15 • 1-2=(-287) 143 1-6=(0) 0 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(--04) 20 4-5=( -94) 20 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY.DUE TO THE SPATIAL 5'- 11.2" -168/ 396V 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/ 0H 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "roc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/I80 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" a 4 Design conforms to main windforce-resisting 1( jl 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=l.6, Truss designed for wind loads 3 in the plane of the truss only. 0 v 0 m 2 r1 en 0 I rig 1.'''' 6._� f o M-3x4 • (c PR Opt. S y 6-00 y 9-11-11 y �,0 tiNGINE •h' l0 PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I "4 L A_. � ,,. ...89200 P E �`" JOB NAME : 5017-B POLYGON - J8 Scale: 0.3249 _� /� WARNINGS: O.This de NOTES, any lrp otherwise the par mete: '2'4. OREGON EG.O N tz` Truss: J8 use W and s before contractor onoam m advised o en General Notes buil building o is base.App cabn tho v esign parameters rr mown ane Is lop r Inalvlau.I A antl Wemlrlga before consWcllon canmences. b carpo component Appllc is th M sponsi yoft and proper N` 2 2x0 compression web bracing must be Installed where shown+ lnoorporelbn of component la the responsibility of the building dealgner. 9-y'a� �+ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda b be mteratiy braced at /Q ;41,3' T�},t V. is the responsibility of the erector.Additional permarrent bracing of 2 on.and at 10'on.respectively unless bre=ed throughout their length by continuous sheathing such as plywood sheathhq(TC)and/or drywall(BC). R t` \ DATE: 11/2/2015 the overall structure Is the resporwmtity of the building designer. 3.2ii Impact bridging or lateral bracing required where shown.. 1 L�"' SEQ. : Ki 5 0 4 9 3 6 4.No bed should be applied to any component until after all bredng end d.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete end al no Ihne should wry Toads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design beds be applied to any component. end are for Shy condition'of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Designassumes MI bearing Cl ail supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling.shipment and Mediation of components. 7.D.iign assumes adequate drainage N provided. November 3,2015 6.This design 5 furnished subject to the limitations set forth by N.reales shell be fueled on both feces of truss,end placed so their center TPIIWTCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,InalCom uTrus Software 1 L 7.8.8 9.Digits Indicate dee of plate In inches. P ( )-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=1-253) 644 5-2=1 0) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-139) 127 5-6=1-256) 640 2-6=(-723) 216 WEBS: 2x4 KDDF STAND 3-4=1 -9) 4 6-3=1-161) 147 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PEP BEARING MAX VERT MAX BORZ 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 PSF Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • 'COND. 2: Design checked for net(-5 psf) uplift at 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" f T T f 12 mi M-1.5x3 Design conforms to main windforce-resisting 5.00 - 4 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, ExP.6, MWFRS(Di r), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 e 01 o f I 1�� 5 W=4, O M-3x4 M-1.5x3 M-3x4 b 3. y 6-09-02 6-02-14 y 13-00 y D PROs 5 �c�GINE 6'9 / c.:;.' `t 89200PE 9T- dop JOB NAME : 5017-B POLYGON - G4 � Scale: 0.3972 r• 480/4 ' a►• WARNINGS: GENERAL NOTES, unless amemdse noted: wCC1 Truss: G 4 Broder and erection contractor should be advised of all General Notes This design A based only upon the parameters shown and le for en individual ' ' , OREGON and Warnings before construction commences. building component Applicability of design parameters and proper Oc L. • 2 204 compression wet bradng must be Installed where shown a Incorporation or component b Me reaponaibiNly of Me bulking designer. .Cil t,� 2.0'1, *= 3 Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom ess b,to be laterally braced at O / 'f 4' is the responsibility of IM erector.Additional permanent bracing of 2 o c and at 10 me.respectively unless braced throughout their length by Y 1 �� DATE: 11/2/2015 continuous sheathing such as plywood eheaming(TE)andlar drywall)BC) 44'4 R 1 L( the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• - 4 SEQ. : v1504 9 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of tense h the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are In be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are o cry conditionof use. 5.Com Trus has no control over end assumes no res e.Design assumes full bearing al ed supports shown.Shim a wedge t EXPIRES 12/31/2015 pu responsibility for the necessary. EXPIRES: fabrication,handing,shipment and installation components. 7. sign assumes adequate drainage is provided. November 3,2015 5.This design is furnished subject to the limitations set fort by 8.Plates shall be located on both faces of Puss,and placed so their center TPI/TCA in SCSI,codes of which will be furnished upon request lines coincide with fent center lines. MiTek USA,Inc./Com uTrus Software 7.8.6 1 L-E 9.Digits Indicate size of plate In Incites. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-75) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ', BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 405V -7/ 54H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -41/ 52V 0/ OH 1.50" 0,08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked,for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL - -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.000" @ 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: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 sr f 0 01 O �- 2 iii► 'q -1 1 M-3x4 b ). I 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,3,4 < `o PROFes ` ANG'N Efih' `©, `r• 892000E c JOB NAME: 5017-B POLYGON - HJ1 '' Scale: 0.6861 SillilliP/c/�' - WARHIH68: GENERAL NOTES, unless o the aenaee: OREGON /Z.. Truss: H J 1 1.anted and erection contractor should m advised of an General Notes This design Is based only upon parameters pea meter and is for an individual dna Warnings barge construction commence blinding component.Appllc.mnly or design parameters and prover 2.264 compression web bracing must be installed where shown« incorporation of component Is the responsibility of the building desigmr. �Q '1)'' , '°� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom braced to be laterally braced at /,, �� Is the responaiMNty of the erector.Additional permanent brewing of 2 o.e.and at 10cc.respectively unless brecad ihrouphaul thee target by continuous sheathing such as plywood sheathing(TC)andror drywail(eq. ' :jj R V/Lt`0* 3.In Impact bridging or lateral bracing required whore show•++ C W DATE: 11/2/2015 me overall structure is the responsibility of the building designer, SEQ.: K 15 O 4 9 3 S 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. fasteners are compote and at no sine should any loads greater than 5.Design assumes hisses are to be used in a non<arodw enWmnment, TRANS I D: LINK design loads be applied to any component. and are for•d,y condition•of use. 5.Can Trus has no contra over and assumes no responsibility S.Desitin assumes full bearing al eA supporta shown.Shim or wedge H EXPIRES. 12/31/2015 pu ponaibility orihe necessary. '•! fabrication.handling,shipment and installation of components. 7. sign assumes adequate drainage Is provided. November 3,2015 e.This design is banished sub(ea to the limitations set forth by 8.Plates shall be touted on both feces of truss,end placed so their center TP11WTCA in SCSI,copies of which will be furnished upon request. lines coincide AIM joint center lines. MiTek USA,Inc./Com Trus Software 7.8.61 LE- 9.Diggs indicate size of plate in inches. pu ( ( 10.For basic connector plate design values see ESR4311,ESR-1858(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-322) 160 1-6=0) BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=(-216) 95 ( ) 0 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+1M( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 RODE ( 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I7'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 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" 6 MAX HORIZ. LL DEFL - -0.005" @ 17'- 8.2" -/ MAX 800IZ. TL DEFL = -0.005" @ 17'- 8.2" ri 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, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i1 load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 3 0 I CV 0 rT r 01 O 4. 0 11=1•11•11111111 1 - 6.z. -/ 1 O M-3x4 eco PRpA� b 6 00 b 11-08-15 l c:i�co C INE .6 6'/0 (PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 `4 -9200PE JOB NAME : 5017-B POLYGON - J9 Scale: 0.3003 1111". AP: • WARNINGS: GENERAL NOTES, any upo the parameters ' A.OREGON �Z4s 1 Builder and erection contractor should be ncWsed of all General Notes 1 This design is neat.only upon the parameters shown and Is for en IndMdual 474:744' .- w Truss: J9 and Warnings before construction commences building component Applicability of design parameters and proper T 2 2x4 compression web bradng must be installed where shown., Incorporation of component la the respansNAtiy of the building designer. r/O .5 i 14 r 410 a Yt� 3.Additional temporary bracMg to Insure stability during construction 1.Design assumes Na top end bottom chords ba to b°lateral braced al / `_ Is the res ty permanent bracing of 2'0.r..and M 10'o.a respectively anises braced throughout their length by ponalbtll of the erector.Additional continuous sheathing such as plywood eheathl C d/or d II 0) 1 `� �� DATE: 11/2/2015 the overatl structure Is the responsibility of the building designer. 3.27 Impact bridging or lateral bracing required where shown. �°°( A.. Rt SEQ. : Ki5 0 4 9 3 9 - 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compl°re and at no Oma should any loads greater Nen 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design Mads be applied to any component and are tor ery condition`aruse. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Slim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment and inslatietbn of components. necessary. B.This design Is furnished subject to the limitations set forth by B.Plategs sh all be loca eedduonBbh drainage 1prodded. �s°nd placed so their center November 3,201 5 TPIANTCA N BCS(,oodles of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. 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 - 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POP 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 CompuT rus gable end detail for complete specifications. 12 4.00 17 3 ,-1 Lo 1 N 1111111111111 2 rn M-3x4 4 • b ), ). 1-06 8-00 ��� o P R QF�Os ��5 ANG I N EE•q '4 2 t_..,89200PE �f `t- JOB NAME : 5017—B POLYGON — I1 Scale: 0.6358 -i ".. . WARNINGS: tr uGENERAL NOunless o endnd 'telt"' "yam , OREGON t[,r 1.Builder and erection contractor should be advised of ell General Nates 1.This design le based only upon the parameters Mown and Is for an mdNlduel Truss: Il and Warnings before construction commences building component Applicability of design Incorporation of corn tie the res g parameters of the proper 2.2x4 compression web bracing must be Installed where shown+. Pollen responsibility the bulMing designer. �� ,.l ti t �� 3.Additional temporary bracing to insure atebility during consbuctlon 2 Design assumes the top and bottom chards to be laterally braced el r is the responsibility of Me erector.Additional permanent bracing of 2'o.c.end at 10 o c,respectively as ply unless braced threuphoul their length by DATE: 11/2/2015 the overall structure is the responsibility of the building designee continuous0Impactsheathing oraterlbacing requirede sheadwheresown+drywall(BC). '[ t` t 3.2z Impact bridging or lateral bracing where shown++ F I L+4✓ S EQ. : Ki5 0 9 9 9 0 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respudNe contractor. fasteners are complete and at no lima should any loads 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 r«dryeondition•o case. 5.CampoUnre has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if esIgn as. EXPIRES: 12/3112015 lbs deion,handling,shipment subject installation limitations of components. 7.Design assumes adequate drainage Is provided. November 3,201 5 6.This design N furnished subject to the limitations eel forth by 6.Plates shall be located on both faces o1 truss,and placed so Meir center TPIIWICA In BCSI,copies of which will be furnished upon request lines coincide with joint center tins. UTrus Software 7.6.7(1 L)-E 9.Diggs Indicate size of plate in Inches. MiTek USA,Inc./Com P 10.For bask connector plate design values see ESR-1311.ESR-1988(MIIek) 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 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 54 2-5=(-50) 66 3-5=(-299) 177 BC: 2x4 KDDF #168TR SPACED 24.0" O,C. WEBS: 2x4 KDDF STAND Z-3=(-103) 86 3-4=( -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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -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 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = -0.014" @ -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" T 12 4.00 c' Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 140 mph, h-15ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor-1.6, E Truss designed for wind loads in the plane of the truss only. 1 rl I N N o of 1 2►� ►�$ -/ M-3x9 M-1.5x3 7-08-04 0-03-12 b b y 1-06 8-00 6 1,D PR0Fe C�� ti�GIN9 © w ?. `rt 892047E pr" JOB NAME : 5 017-B POLYGON - 12 00I,,,.. Scale: 0.5233 �-a ' 4110 . •._.. , WARNINGS: GENERAL NOTES, unless otherwise noted' -• OREGON Truss: 12 1.Budder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for en individual A_ w and Warnings before construction commences. building component Applicability of design parameters and proper V` r Z 7x1 compression web bredng must be installed where shown+. Incorporation of component b the responsibility of the buading designer. 17 t' 2.0♦ ``` 3 Additional temporary bracing to Insure stability during construction I Design assumes the lop and oely unless chords b be laterally braced at © _T/ 7 4 V �,"S`+ Is the responsibs8y of the erector.Additional permanent bracing of 2'o c.and a110'o c raapectl ply braced Throughout Melt length by h DATE: 11/2/2015 the overall structure Is the responsibility of the building designeecontinuous sheathing such as plywood shoe where)and/or drywall(BC). L"..a..1 R I Ot v 4.No load should be applied to any3.to2Impact bridging isor thelhterbracing required the where tNe co•t a {;j*f V. SEQ. K1rJ 04941 vP component until after 4.000ignasufes trusses seresponsibilityinused faospedbrc a enclen fasteners are complete and at no time should any loam.reeler than 5.Design assumes Imaaea are to be m e non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. { } f�f1 q 5.ConpuTrva hes no control war a04 auumas no responsibility for the 6.Design assumes full bearing et as supports shown.Shim or wedge a EXPIRES: i GI /G.V 1 5 fabrication,handling,shipment and installation of competent,. 7.Design assumes adequate drainage h provided. 6.This design is furnished subject to the limitations set forth by S,thetas shall be located on both feces of truss,and placed so their center November 3,2015 TPiiWfcA In SCSI,copies of which will be furnished upon request. lines coincide with joint center liner. MiTek USA,Inc./CompUTNs Software 7.6.6(114-E S.Dlgas indicate she of plate in inches. /0.For basic connector plate design values see ESR-1311,ESR.1 OBe(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #16BTR 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-19.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSI Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 4.00 -AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 N ,1 1 r 0 1 ,1 ,-1 111011111. rn _� o 1 - i 4 M-3x9 1 1 1 1-06 4-00 C.-, cO PPQp `4 89200PE• mac' ir JOB NAME : 5017—B POLYGON — I3 Scale: 0.8111 = 20 : -_"....„. . WARNINGS: GENERAL NOTES, unless olherwlse noted4C) OREGON 4t- 1 Builder and erection contractor should be advised of all General Notes 7 This design le based only upon the parameters shown and Is for en Individual '� f OREGON a�_ �4/ Truss: 1 3 and warnings before consnnceon commences. bulling component Applicability of design parameters and proper v V` 2 2x4 compression web bracing must be Installed where shown* incorporation of component Is the reeponaibillty of the building designer. �� .9 i.. 2!'1� 3.Additional temporary bracing to Inure stability during constmdion 2 Design assumes me lop end bottom see braceda to be throughoutlbraced al F V 2'o.a and at 11Y ma respectively t Is me responsibility of the erector.Additional permanent bracing M Pe y unless their length by DATE: 11/2/2015 me overall structure Is the rescontinuous sheathing euoh as plywood sheaming(TC)and/or drywail(BC). {�R`L�^ ponslblitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown«• r l I SEQ.: Ki 5 0 4 9 4 2 4.No bad should be applied to any component until after all bracing and' 4.Installation of truss la the responslblllty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive emironmenl, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes hill bearing at WI supporta ehmsn.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, necessary,um g.shipment and installation of components. 7.Design assumes adequate drainage N provided. November 3,201 5 8.This design k famished subject to me limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. MITek USA,Inc./Com uTrua Software 1 7.6.7 L 9.Digits indicate else of plate In Inches. Inc./CompuTrus ( )'E 10.For bask connector plate design valves see ESR-1311,ESB-1988(MfTek) 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 k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0. BC: 2x4 KDDF A'1bBTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD - 42.0 POE 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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 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 T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 12 6.00 (7 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-1.6, Truss designed for wind loads 3 in the plane of the truss only. C O M r_. i IN O 2 4 1 M-3x9 '' 11011 b 3, y 1-06 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 PROFF(;c- y ` ,�5 �NGINE-k•y O y-7- 4t- 89200PE � JOB NAME : 5017-B POLYGON - SJ1 �/''' Scale: 0.6811 ( --- - WARNINGS: GENERAL NOTES, unless°therese noted: • " 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 an indeedual 114 Truss: S J1 and warnings before conesucton commences building component.Applicability of design parameters and proper �'4= OREGON 0t As 2.2c4 compression web bradng must be installed where shown+. incorporation of component la the responsibility of the building designer. (,� �y 3 Addition aI temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be laterelty braced at `© • (#, (.� s� Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 70'o.e.respectively unless brined throughout their length by Jj r/..�'3 !1�•+' DATE: 11/2/2015 the overall structure N gra responsibility M the building designer. continuous sheathing each as plywood sheathimg(TC)andfor drywell(BC). �`Fl R 1 V..\- v 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 0 4 9 4 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respect.contractor. fasteners are complete and at no Oma should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Com Trus has no control over end assumes no res S.Desitin assumes full bearing at an supports shown.Shim en wedge if EXPIRES: 12/31/2015 pu ponsibAily for the necessam tabrketsn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,201 5 5.This design is furnished subject to the limitations set forth by 8.Metes shall be located on both faces of Cuss,and planed so their center TPI/AICA in SCSI.copies of which we be furnished upon request. lines coincide with joint canter lines. MiTek USA,Inc./Com uTrus Software 1t.E 7.8.6 - 9.Digits Indicate she of plate in inches. p ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF ti1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 RODE ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 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 ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" r1 f MAX BORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 1124° '' 2Design 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=1.6, o Truss designed for wind loads Nin the plane of the truss only. 0 I 0 f o 1 ► 41111... ...1111M-3x4 b b )' y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 Op PR Cspe.- „? �NGiNE�9 f0 w Z 89200PE yr JOB NAME : 5017-B POLYGON - SJ2 Scale: 0.7890 / .. WARNINGS: LIS .BuO.This design gn is based any upon he ise parameters ara eta 7, OREGON �1MO " Truss: SJ2 and WarninsbeforconDadarsn co be advised of ap General Notes 1.Thioing co bonne. ppcabnyo p 0690 aamovenant 1pfor pan Individual and Warnings before conalnrclbn commences. building component Applicability or design parameters and proper z 2x4 compression web bracing must be metalled where shown. incorporation of component Is the responsibility of the building designer. /O ual i' T 4! '1° °� 3 Additional temporary bracing to Insure stability during construction 2 Design end at 1 a the lop and bottom chortle b be laterally braced al / •` Ic the reepomlbeoy of the erector.Additional permanent bracing of 2'o c,end at 117 o c.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility continuous sheathing or each as plywood aired here s)and/4r drywall(BC). R 1..,'" of the building all braer. 3.2z Impact bridging or th erel bracing required sl the whero shown++ SEQ. : K 1 5 0 4 9 4 8 4.No load should be applied to any component until after all bracing end 4.Installation of was Is the responsibility of me respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes vases are to be used in a non-corrosive environmed, TRANS ID' LINK design loads be applied to any component and are for'dry condition.f use. 5.CompuTnto has no control over and assumes no responsibility for the 8.Design assumes lull bearing al all supports shown.Shim ar wedge E EXPIRES: 12/31/2015 necesfabrication,handling,shipment and Installation of components. T.Design ssumes adequale drainage is provided. November 3,201 5 6.TMs design is furnished subject to the limitation set forth by B.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA In SCSI.copies of which 01 be tumished upon request. Imes coincide with joint center line. MiTek USA,Inc./CompUTNs Software 7.6.6(11)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,E5R.1988(MHek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF dl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF $1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF 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: 140 mph, h-19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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 M-1.5x4 or equal at non-structural in the plane of the truss only. 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 lOPSF 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 4.00 M-1.5x3 4 3 -f A - � 0 2 m of 1 in �������������������������� 0 M-3x4 M-155x36 b l b 1-00 4-00 �c 0 PROpes �,0 ,NG1N, /O 2 `x• 89200PE '5'<' JOB NAME : 5017-B POLYGON - Z1 •� Scale: 0.6405 GO, -- WARNINGS: GENERAL NOTES, unless otherwise noted: 'IA .4' 1.Truss: Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON s� to Tru 5 S: Z 1 and Warnings before construction commences. building component Applicability of design parameters and proper �„ "�� µ 3 2.204 compression web bracing most be Installed where shown v. \of component b the responsibility of the building designer. /O �I Y 14 2-b '= 3 Additional temporary bracing to insure stability during construction 2.Design assumes Na lop and bottom shoals to be laterally braced at R;i.' Is the responsibility of the erector.Additional permanent bracing of 2'o a andel 10 o s.respectively unless braced throughout their length by ' DATE: 11/2/2015 pone ar o g loner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC) `F R 4 L1' the overall structure b the res Ibll f the building des 3.24 Impact bridging or lateral bracing required where shown•4 4 SEQ. : K 15 0 4 9 4 9 4.No load should be applied M any component until after all bracing end 4.Installation of truss is the responsiblity of Me respecs os contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component end are for'dry osndalon^shoes. B.CompuTru6 hes no control over entl assumes no rosponaibillty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if rabricetbn,handling.shipment and Installation or components. necessary.7. EXPIRES: 12131 01) B.This design Is furnished subject to the limitations set fore,by B.Plates nshall be lcassumes eegduoneboth faces of truss,drainage is end pced so their center November 3,2015 TPIM/TCA in Bcsl,poples of which will be furnished upon request. lines coincide with Joint center lines. 5.Digits Indicate size of plate In Inches. MITek USA,InciCompuTrus Software 7.8.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1986(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x4 KDDF k168TR SPACED 24.0" O.C. 2-3=(-54) 36 WEBS: 2x4 KDDF STAND 3-4=( -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"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) 1 OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) 0* 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" 3-08-04 0-03-12 MAX TC PANEL LL DEFL - 0.014" @ 2'- 3.3" Allowed = 0.192" MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed - 0.287" 12 MAX HORIZ. LL DEFL - 0.000" @ 3'- 8.2" 4.00 17 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads 11111111111.11. LP in the plane of the truss only. I P-. 0 ro ro I � o i 0 2�� 5 11M-3x4 M-1.5x3 y b y 3-08-04 0-03-12 b ; y 1-00 4-00 likcD oFk. �� �cNG�NE�9 ��� `-c' 89200PE �<'" • JOB NAME : 5017-B POLYGON - Z2 • ' ,,/�•. Scale: 0.6209 "-= _.y_.,.. , WARNINGS: GENERAL NOTES, unless otherwise noted: OREGONA 1: Truss: Z 2 1.Builder and erection contractor should be advised of all General Notes 1.Thle design la based ony upon me parameters shown and Is for an Individualww�� and Warnings before construction commences. building component Applicability of design parameters end proper G lµ A. 2.204 compression web bradn incorporation of component la the responsibility cl the building designer. Y N press g must be metalled where shown+ 2,Design assumes me top end bottom chords b be laterally braced al er /O 7 14, '(' 3.Additional temporary Wooing to Insure stability during construction 2'o c.and at 10'c.c.respectively unless braced throughout their length by ! do Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheaming(TC)and/or drywall(BC). 4.18.Ii 13 1 1� VV DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ iZ SEQ.: K 1 5 0 4 9 5 0 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 end at no time should any loads greeter men 5.Design assumes trusses are to be used in a nal-cmoeive environment, TRANS I D. LINK design bads be applied to any component and are for•dry condition•of use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Desitin assumes lull bearing al all supports shown.Shim or wedge H EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate dramatis is provided. November 3,2015 I.This design is furnished subject to Ole limitations set forth by 9.Plates shall be located on both feces of trues,end placed so their center TPIAVICA M SCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate In Inches. MITek USA,)nc/CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,yp y 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Mina. Dimensions are in ft-in-sixteenths. iirlik, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O 1011 p bracing should be considered. 1_� = O 3. Never exceed the design loading shown and never O �� stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 C6-7 cs-sn to the 4 designer,errecti nProvide copies ofihis supervisor,truss property ownerlagnd plates 0-1/1g' 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , by text in the bracing section of the Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ikib'lliMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN NMg y pose unacceptable 18.Use of reen or treated Lumber ma environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone. DSB-89: Design Standard for Bracing. is not sufficient. I\ 1 e 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