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Plans (26) OkbT oc t7O isns MiTek° r - MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-406UPPER Fax 9161676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46018146 thru R46018177 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. P R OF6-6,S 87022P c"" cn ¶ % 0REGONgrp C'OSMB E R 1�" 1. !i 7 December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46018146 PL15-406_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) -Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:58 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-JctONiKGg8PBns4b?maM_7SY2Fb4tsdmRHHdvtyDIE7 3x6 II 1 3 4 3xti 11 1-6-0 13x6 II 1 6 2 7 3 Scale=1:13.1 7 '• m # I. 5 4 6x6= 6x6 = 3-3-4 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1026/Mechanical,4=1154/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-278/0,3-4=-511/0 BOT CHORD 4-5=0/590 WEBS 2-4=-868/0,2-5=-947/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. • 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=50 Concentrated Loads(lb) P R Vert:6=-1007(F)7=-1007(F) 5<c¢�D'N QF��'(5,f Q 87022PE ), C' CC\ ti - OREGO �O A HE?' EXPIRES:06130/2017 December 1,2015 ves od 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 MiTekl connectors.This design is based only upon parameters shown,and is for an individual building component,not . o truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall = 7°� p`,,. building design. Bracing indicated is-to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing $� •- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPt1 Quality Criteria,DS8-89 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 • 846018147 PL15-406_UPPER F02 FLOOR GIRDER 1 _ , 2 'Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:59 2015 Page 1 . ID:L209JJu6omRC BuYOhHV69uyFHbu-npQna2LuRSX200foZU5bXK?eHfmOcEsvg;rl ARCyDIE6 l 1-2-0 1 1-9-0 I Scale=1:26-3 2x4 II 5x10= 1.5x4 II 3x4 = 1.5x4 II 3x4= 1.5x4 II 5x10 = 3x4 II 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 0 O N 6 O 1 O I O / NN1 Oma/ O 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 (lac) I/deft L/d 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!nor 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(lb)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. PR 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down <C'S)‘ �F S' s 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 �>�GI NEF� /0 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, ��? �i -57 1027 lb down at 9-7-11,114 lb down at 10-8-11,1027 lb down at 11-2-14,114 lb down at 12-3-14,1027 lb down at 12-10-1,and 114 . 870 2PE f lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,/ LOAD CASE(S) Standard U) „V ' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �'0OREGON rL�Q Uniform Loads(plf) ��. Vert:10 14=-5,1 9=50 8 E R 1'! Concentrated Loads(Ib) or, Q' 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) .4, HE. 17=-114(6)18=1007(F)19=-114(B)20=-1007(F)21=-637(F)22=-1027(F)23=-1027(F)24=1027(F)25=114(B)26=-114(B) EXPIRES:06/30/2017 December 1,2015 ac WARNING-Verify design parameters rsand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/01/2015 BEFORE USE. M Design valid for use only with MiTekO connectors-This design is based only upon parameters shown,and is for an individual building cornponent,not %' o truss system-Before use,the building designer musi verify the applicability of design parameters and property incorporate'this design into the overall Sl•+alarr Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Quality Criteria,DSB-89 and BCSI Building Compcnent 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R46018148 PL15-406_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:59 2015 Page 1 ID:L2O9JJu6omRC BuYOhHV69uyFHbu-npQna2LuR SX200foZU5bXK?o5fx3cMPvgx1 ARCyDI E6 I 1-6-4 1.x3 I I 1 3x4= 2 Scale=1:13.2 0 0 0 N N 7 ,..., A . 4 3 1.5x3 II 3x4 = I 1-9-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP 1 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 Inca NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/Mechanical,3=45/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 41,1 87022PE / r" l -y �' , OR EGO ti, �y 0 'AOn 8ER -\\�q.� A H ECS EXPIRES:06/30/2017 December 1,2015 ao WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE Ml1-7473 rev.10/0312015 BEFORE USE, ", ,V ilipt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 9 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/ 1 Quarry Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ANSI/M1 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 R46018149 PL15-406_UPFER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:00 2015 Page 1 I D:L2O9JJu6omRC BuYOhH V69uyFHbu-F?_90OM WCIfvDA E_7 Bcg3YYxv2AYLhm2vbmjzeyD l E5 1 1-0-8 1 I 2-0-0 1 Scale=1:37.9 3x4= 5x6 = 1.5x3 II 4x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 II 4x5= 3x4 I I 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 Ali e. / .N— 0 cr a o N ,_\ / \ / N9.//fr X ./,•/- N 21 20 19 18 17 16 15 14 3x4 I I 5x5 = 4x6= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 1.5x3 SP=- I I 22-2-0 I 22-2-0 Plate Offsets(X,Y)- (1:Edge,0-1-81,(21:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress 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) BUT Cf iORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (lb/size) 21=969/0-5--8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-970/0,1-2=-615/0,2-3=-615/0,3-4=-2111/0,4-5=-2111/0,5-6=-2806/0, 6-22=-2806/0,7-22=-2806/0,7-23=2693/0,8-23=-2693/0,8-9=2693/0,9-10=-1772/0, 10-11=1772/0,11-12=1772/0 • BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=1341/0,12-15=0/1035,9-15=-747/0,9-16=0/498,5-17=0/346,5-19=593/0, 3-19=0/885,3-20=-1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 Ib 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 P R Uniform Loads(plf) f+�Q`�� QF c�' Vert:14-21=-8,1-13=-80 .`C3 ��GINE-c-� `S TJ Concentrated Loads(Ib) '1 2`9 Vert:22=5(13)23=5(B) 4Z- 87022PE / :)7 ?-oOREGON cp O 90, f3ER-1��P- LI q. NEP` EXPIRES 06/30/2017 December 1,2015 ... .,rµ,..,,,.a::. ._.�,..,�.-::,.,:�., oev .,;.3 rtVt zs,.,':: :i,:.E;xk .,� .,,. ..'we.vv,e>« rW:s.Ka rr, .,,GJ`... ...� s.., ..F,<:T:, ,..,.°t&k• zo". �. ..,.,•, 5,,<,.. .,,;;r.. 'y. t „;' • OC ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/0312015 BEFORE USE. '� Design valid for use only with MTekO connectors.This design is based onlyupon parameters shown,end is for an individual building component,not . r a truss system.Betore use,the building designer must verity the applicability of design parameters ar,u property incorporate this design into the overall � L' building design.•Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ITek -• --. 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 R46018150 PL15-406_UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton:Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:00 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-F?_9o0MWCIfvOAE_7Bccg3YY_92H1 Lp82vbmjzeyDlE5 041.8 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 nd d 0 d d d o -lir-12 J 0 9 J 42 o da d N N 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 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 + 10-8-0 i 12-0-0 I 13-4-0 I 14-8-0 I 16-0-0 I 17-4-0 I 18-8-0 I 20-0-0 1 21-4-0 I 22-8-0 i3-5-12I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-5-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. yS PROFF ' < uG0..� � F /�\� ti -1 2, -p 8 I 2PE ,r NI 7 A2,, OR EGO c 'Q<c/ �Orl 8ER '\� pr A. H O; EXPIRES: 06/30/2017 December 1,2015 OC1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M!I-7473 rev.10/03/2015 BEFORE USE. IS ill Illi. 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 Sd la 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 BGsI Building Component Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018151 PL15-406_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:01 2015 Page 1 I D:L209JJu6omRCBuYOhHV69uyFHbu-jBYX?jM8z3nmeKpAgv73d49tScY4FOC7FWHV4yDIE4 1 2 3 4 Scale=1:13.0 10 O 0 8 7 6 5 1-4-0 2-8-0 3-8-8 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF-Stud/Std(flat) -. TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. NAGi NEF9444 -7 87022PE / r"' • 'OJ, OREGO r15:> ECr/ �C'OSqqB E R A. HE- EXPIRES:06/30/2017 December 1,2015 r�o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. qt, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '= a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building--design. Brocingindicated 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,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 R46018152 PL15-406_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:02 2015 Page 1 ID:L2O9JJu6omRC BuYOhHV69uyFHbu-BO6vD3NnkNvdFTONEcel9zdJpsyjpidLMvFg2WyDI E3 0t8 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 h ti h g 0 dh p --tr-p S d b a 42 0 0 0 0 N (V a a a a a a a -41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 12-8-0 1 4-0-0 1 5-4-0 I 6-8-0 I 8-0-0 1 9-4-0 1 110-8-4:(f)) 1 12-0-0 I 13-4-0 1 14-8-0 1 16-0-0 j 17-4-0 I 18-8-0 1 20-0-0 I 2114-4-4)0 I 22-8-0 1 24-3-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except I BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. I WEBS 2x4 DF Stud!Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 24-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (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. \��'�° PROF4. ,Co• tiAGINEF /02-7 'z' 87022PE r" . / 7 'o2., OREG•N �� <Ui ,p O0 1I8 ER °°" S A. HES EXPIRES:06130/2017 . December 1,2015 oa WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev.10/03/2015 BEFORE USE. ... Ft Design valid for use only with MTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not ,.:/� a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall . ,,3 - building design. Bracing'indicafed is to prevent buckling of individual truss web and/or chord members-only. Additional temporary and permanent bracingilea. 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•brocing of trusses and truss systems,see ANSI/TPri 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 R46018153 PL15406_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:02 2015 Page 1 �. ID:L209JJu6omRCBuYOhHV69uyFHbu-BO6vD3NnkNvdFTONEcel9zdKbsynpigLMvFg2WyDIE3 h8 Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O O ,(Jf O O A O O O LO O O 30 0 6 d 0 N 29 0 0 o a o a 8 O Pi o o KXX2cXXX7\7\X2c2XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX?/\7\2 XXXXX 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1-4-02-8-0 4-0-05-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 17-3-0 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 1-3-0 { 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 IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. OTHERS• 2x4 DF Stud/Std(flat), TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 17-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. P �`��'' R 0F�ss . 4Z- 870 2P d (n 7 "02, OREG•N 2� Z� "P '',1,/SER \,�' PCO S A. HE?' EXPIRES:06/30/2017 December 1,2015 mC. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. , 111E- Design Design valid for use only with MiTek®connectors.This design is based•only upon parameters shown,and is for an individual building component,not -j a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall xis--° 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 R46018154 PL15-406_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Dec 01 13:22:03 2015 Page 1 ID:L2O9JJu6omRC BuYOhHV69uyFHbu-fagFIQPOPVg1 UtdzZoK9XhAAVQGl1 Y9uVbZ?OazyDIE2 0-(1413 Scale=1:18.4 1 2 3 4 5 6 7 8 9 e oI I I o I o 0 L L 20 J L- 0 0 o d csi A 19 0 0 F F o le o e 18 17 16 ! 15 14 13 12 11 10 I 1-40 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 I9-9-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 9-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. R� ° P °Ffi tti . ssN��NE� r � 9p 2 87022PE /yr N � tiy '0,,, OREGO ti ,,i-Ci 'A �0OSM8E R -V\ \-\‘'...A HE? EXPIRES:06/30/2017 . December 1,2015 . OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ..d1Q,, ,- ....: Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'j" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . A V`IE . • • .building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only Additional temporary and permanent bracing - . - iTek 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/FPI'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 Hei.hls CA 95610 Job Truss Truss Type Qty_ Ply POLYGON R46018155 PL15-406_UPPER F12 Floor 3 I 1 Job Reference(optional) Pacific Lumber&Truss-Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:27:03 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-fagHQPOPVg1 UtdzZoK9XhAATHGEGY2_VbZ?OazyDIE2 0-1-8 H I 1-6-0 H 2-6-0 I Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 0 • ONiNt 97 'O 7_No.__ _ _ • N 15 0 0 0 0 N N Q 14 • 12 11 10 9 1.5x3 II 4x5 = 3x5 = 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y)— [1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 13-14=749/0,1415=-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=01706,5-10=-296/0,3-11=0/466,3-12=-822/0,1-12=0/933 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. �5 �\AGINk- /O 2 87022P1. r y '02, OR GON (-P -•P ‘,1/1BER '\.\' P,�4 s a. H -3 EXPIRES:06130/2017 December 1,2015 CG WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M!1-7473 rev.10/03/2015 BEFORE USE. �:.;,.P i7.u: - Design valid for use only with MiTekO connectors..This.design is based only upon parameters shown,and is for an individual building component.not ' .,a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall s.�$ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WI ffek.' - 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 R46018156 PL15-406_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., . Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:04 2015 Page 1 ID:L2O9JJu6omRCBirYOhHV69uyFHbu-7mEgdlP1 G_ALVnYIM1 hmEOicsgWiHRyepDkx6PyDIE1 P1081 2-6-0 I 0-148 Scale=1:41.2 4x6= 354 = 354= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 - c 'L.. o ? o .r. m 5' .= R_ a 21 0 0 oNt 7 N, 7 Not 7 .4.14N „VN..z, d N N 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 456 = 3x4 = I 24-3-0 I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 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. (Ib/size) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-81610,8-15=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. mac; ANG N� -,9 -2-9 87022PE r (r)7� �>,, OREG S N tiQ OWN -9 '41 Or, E R \\' A HE.?‘ EXPIRES:06/30/2017 December 1,2015 . .a'to.e.E "+�_b,'�.sdE.'vtiwr'rr _<'; 3. .:r,.:„x,xc ems..-:2`S ...i'ter :A•7xEu s: ,..,;: �. ,?:;;L.0 ,,J,,...,:. F .. '<i sa.,S�£"...},_„vT.s2 5+'.atK 3 -.. 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1R II lig - 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 v 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 Qualify Criteria,DSB-89 and BCSI Building Component L_ 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 R46018157 PL15-406_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-czo2r5Pf1 IIC6x6yvkC?mbFnV3s10uLn2tUUeryDI E0 0-1-8 Hi 1-1-12 I 2-6-0 I Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 12 r A.. o /'Nv'NVN :/N:. 2 :0 // Nss, - 7 Nst 7 Nsis, ,,," Nosi V"'Nss,...- o2 - O - OM 19 18 17 16 15 14 13 3x4 = 4x8 = 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Inc/ YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1067/Mechanical,19=1067/0-5-8 • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1842/0,3-4=-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. '`tiRc° PROFEVs ;: NGiNBF9 i02'7 `t. 87022PE r" r\f y Aj, OREGON cP LL -pOn BER '\\\-'' S A. HES EXPIRES:06130/2017 December 1,2015 WARNING-Verify design'parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. .S E^ • 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 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 ifek� � --- • 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 R46018158 PL15406_UPPER F15 Floor 9 1 Job Reference(optional) - Pacific Lumber&Truss Co-, .Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L2O9JJu6omRC BuYOhHV69uyFHbu-czo2r5Pf1 IIC6x6yvkC?mbFp?3za03Fn2tUUeryDIEO 1.5x3 II 0-10-8 I 2-6-0 1 3 l� x , 1 2 3x4= 3 Scale=1:13.0 II Mal II I/IV ,, 7 1111 1.5x3 = II0 0 1111 1.5x3 = 1,., `11 6 MN MIMIW 5 �, 3x4= 3x4= Or1-§33-9-0 0-1- 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 1BC2012/TP12007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/si.u) 4e154/0-5-4,5=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. '<c�c9 P-R OFe`rs ; �G1N�F`9 Lc >o 8 # 2 P E /'9r" 7 �'oT OREGIV O to eP / 'AO 1SER 1''\.4A' &. HEck EXPIRES:06/30/2017 December 1,2015 .ate.. 1111. {11,,11._,,. w�:�.w��[..,..an..zu,.�. 1111,o,.rc�#:£ca�.:.�a.: •. .�. �,r.<�'c..,.,, ,1111 :. $<ai�'�:,_.,s�....s�.'���c`.�..: :: 00 WARNING-Verify design parameters and READ•NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. n 1! -.- Design valid for use only with MiTek®connectors.This.design is based only upon parameters shown,and is for an individual building component.not ,x. -.:..- . s a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall a buildingdesign. Bracing indicated is to prevent.bucklingof individual truss web and/or chord members on Additional temporary and permanent bracingReek 9 9 ry., p �' _, 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 R46018159 PL15-406_UPPER F16 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7..530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:05 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-czo2r5Pf1 II C6x6yvkC?mbFnh3s4Ou5n2tUUeryDIEO p-8-4; 2-6-0 Scale=1:41.8 4x6= 1.5x3 II 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 'N\ 0 O 7 NN•s\ /..00irN\N-7 7°°°e°' N'N\. N N m a •o 19 18 17 16 15 14 13 4x4= 4x8 = 3x6 FP= 3x5 = 3x5 = 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X.Y)— [19:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Ina' YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:119 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS ' 2x4 DF Stud/Std(flat) .• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS: (lb/size) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1621/0,3-4=-1621/0,4-5=3070/0,5-6=-3070/0,6-7=-3286/0,7-8=3286/0,8-9=2275/0,9-10=2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=1606/0,11-14=0/1213,8-14=-802/0,8-15=0/450,6-16=-308/0,4-16=0/724,4-18=-1071/0,2-18=0/1487, 2-19=-1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���E� R°Fess 870. 2PE Air" 7 fiA), OREGON rP �� 0 `9�'OS�,j8 E R '\��P� A- NES EXPIRES:06/30/2017 December 1,2015 3 # O= WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 7' Design valid for use only with MTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not r._' . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall °#' A, building design:-Bracing indicated is to prevent buckling-of individual truss web and/or chord members only.Additional temporary and permanent bracing- - i • 1ek' - - - - - 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-B9 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 R46018160 PL15-406_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:06 2015 Page 1 I D:L209JJu6omRCBuY0hHV69uyFHbu-49MQ2RQHobQ3k5h8TSj EJpovzTFTISMxHXD2BIyDIE? 0-1-8 1� 2 1 2-5-8 2-6-0 Scale=1:27.9 3x4 I I 1.5x3 I 1.5x3 —1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 _ s _o � - o _ o - • 15 o v 0 0 N N V 'N. V 'N. .7 14 + o o e 13 •* 11 10 1.5x3 II 3x5 = 3x5= 3x4= 3x6= 0-7-4 5-121 16-0-12 5-12 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress 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.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=666/0-2-12,12=1125/0-3-8 Max Gray 9=674(LC 4),12=1125(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1249/0,4-5=-1249/0,5-6=1256/0,6-7=-1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=-955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 CG�cp P R Ore, Uniform Loads(ptf) �' Vert:9-13=-8,1-8=-80 Hca NGiNE , /0 Concentrated Loads(Ib) � ,o, Vert:1=-400(F) 87022PE N iv -7 'O OREGO rim • 0,-, 4 E3 E R "V\ A. Hex s EXPIRES:06/30;2017 December 1,2015 7:>?x.a'.:sa ,>.. ,.., ,.,aBcuS w.v;c..>..... F'.:£'.z, ,...,.. ,.,..o , ,,, ,.. ..1...... ....... .. .:4i'i�d3.E�._,b`.,.. ,,.>,,:1.a ..... .,wc,�-�`..,f"o`-.:.c .k:Y.< . ....<..... F....,..,r'�ax"=i�' �•'pu< >...<<rg„$>:...s�sx.a�::,. .. ter= ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . may N 7 Design valid for use only-with MCek0 connectors.This design is based onlyupon parameters shown,and is for an individual building component,not =t_ a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall K I . . building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only."Additional temporary and permanent bracing ����• :. _ -- is always required for stability-and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,see ANSI/Till 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 R46018161 PL15-406_UPPER F18 Floor 8 1 Job Reference(optional) Pacific Lumbar&Truss Co., Beaverton,Oregon 7.530s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:06 2015 Page 1 . ID:L2O9JJu6omRCBuYOhHV69uyFHbu-49MQ2RQHobQ3k5h8TSjEJpo_DTiO!S s!IXD2BfyDIE? I 1-7-0 I I 2-3-0 I Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 a e -- 12 0 0 0 O 4 N CV 0 0 0 o e 11 10 9 8 X — 3x5 — 3x5= 1.5x3 II 3x4 -- I I 1128 I 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-480/0,1-2=-391/0,2-3=391/0,3-4=-713/0,4-5=-713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=-625/0,5-8=0/292,3-9=357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. tzr 8 0 2PE , f v 'Ois OREGO ro�/ •'A0,-, BER \''' A- HER EXPIRES:06130/2017 December 1;2015 or WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. 7'.,.01171' ._.. Design valid for use only with M7ekO 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 ''V:4: building design..bracing indicated'is to prevent buckling of individual truss-web and/or chord members only. Additional temporary and permanent brocing-.._ - • . - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricofion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil 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 R46018162 PL15-406_UPPER F19 Floor 2 1 Job Reference(optional)_ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:07 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-YLvoGnRvYvYwMFGK19ETsOKBntYfUpJ4WBzbjkyDlE_ 0-1-8 H I 1-7-8 II 2-6-0 I 01-8 Scale=1:38.2 4x4 = 3x4= 3x4 = 3x4 = 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 mn ❑ O O m d ❑ 2 $ - -Ns, zo, Ns.,a 22 0 \ 7 0 \%44_ 7 d N a a 1 m ti I 21 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5 = 3x8 = 3x4= I 22-7-8 I 22-7-8 Plate Offsets(X,Y)— I1: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 0.22 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!nor 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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=0/1830,14-16=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=-1490/0,10-13=0/1097,7-13=-686/0,7-14=0/334,5-15=-425/0,3-15=0/840,3-17=-1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c<no PROFFS rN .N&INELcR % 87022P 7- . . I' _ >" yx'02, OR GON c L 'A 0, -/s E R A,' P�4 ka A . HE?' EXPIRES:06/30/2017 December 1,2015 41 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . - '9!_inglE' Design valid for use only with Mick®connectors.This design is based only upon parameters shown.and is for an individual building component,not —' a truss system.Before use,the bulding.designer must verify the applicability of design parameters and property incorporate this design into the overall • . AYA buildingdesign..Bracin indicated is toprevent bucklingof individual truss web and/or chord members only. Additional temporary andpermanent bracing .'Mitek. -- .- -.. - 9 P ry '" 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 trusses 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 R46018163 PL15-406_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:08 2015 Page 1 . ID:L209JJu6omRC BuYOh H V69uyFHbu-DYTAT7 SXJDgnzOrVVbtliOEtKZHwJDJ G Ekri9EAyD IDz p-9-4 t 2-6-0 1 D-[If 8 Scale=1:41.8 3x5= 1.5x3 II 3x6 = 3x4 I 14x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 00 1. O D ...: D ?. m C I V V 7 V NN.. °., 21 N O 4 O (V 71 - 20 ►tet 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,V)-- [1:Edge,0-1-8],112:0-2-0,Edge1,[20:0-1-8,0-1-81,121:0-1-8,0-1-8] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=662/Mechanical,13=1792/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or fess except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=1142/0,2-3=-1064/0,3-4=-1064/0,4-5=1969/0,5-6=1969/0,6-7=-2102/0, 7-8=-2102/0,8-9=1468/0,9-10=-1468/0,10-11=-1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=-1044/0,11-14=0/758,8-14=-503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=-729/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �cj R R QFF s Uniform Loads(ptf) ul �' Vert:13-19=-5,1-12=50 ,., ti�GINEF9 /p Concentrated Loads(Ib) $" ?i Vert:12=1129(B) c 87022PE , r • l cn , �'oj, OREGON ti9,1-U A. NES EXPIRES:06/30/2017 December 1,2015 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev.10/03/2015 BEFORE USE. SURWI ii Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss.system.Before use,the.building designer must verify the applicability of design parameters and property incorporate this design into the overall• • • ._ 'building design.•Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additior,ol temporary and permanent bracing•• MiTek' . is otways 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 R46018164 PL15-406_UPPER F23 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:08 2015 Page 1 ID:L209JJu6omRCBuYOhNV69uyFHbu-OYTAT7SXJDgnzOrWbtliOEtMxH?ADQ8Ekri9EAyDI Dz Scale=1:17.5 1 2 3 4 5 6 7 8 9 J F F J L° L° J L° a o N N • F i•• ••• •••• •• ••• •• •• •• •,• , ;< 18 17 16 15 14 13 12 11 10 I 10-7-8 I 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- I TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1 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. MI5 tGtAGi>wE�'4 X02 8 • 2 P E �,414 �r � CC\' OR EGO "�� <v� -2 �tii8 ER 1\ p- S A. H ERS EXPIRES:06130/2017 December 1,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - a MI N- „..: Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not ss- ,7- •• '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. ... Niel(' 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 R46018165 PL15-406_UPPER F25 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:09 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-IIk1 ZhTTA4WodbYQjBaGxxRQUMhEHykJNzVSimcyDIDy 1 1-5-0 11 2-6-0 I Scale=1:38.7 1.5x3 II 4x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 oE 0 0 7-N.o o a 7-Ns..0 0 0 7-4,N.. 0 N N 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 l 22-2-0 Plate Offsets(X.Y)— [1:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0-oc bracing. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=-76610,3-4=-2432/0,4-5=243210,5-6=-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. -\<<- PRpFFSo -c., �‘GI N,EFR X27 'r 87022PE -9r - 7 '0?, OREGIN 29 OAU 'Pon418ER \\�Pe' A. NE? EXPIRES:06/30/2017 December 1,2015 Al WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. l I Design valid for use only with MTekd 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 111 MU . • 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,OSB-89 and BCS/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 R46018166 PL15-406_UPPER F26 Floor 2 1 , Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:09 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-Uk1ZhTTA4WodbYQj8aGxxRQVvhKayt3NzVSimcyDIDy 1.5x: H 2 1-4 I 2-6-0 t]5x3 II 1 2 3x4= 3 Scale=1:12.9 J b N 5 4 3x4= 3x4= �}1- 4-10-4 I Q 14-8-12 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 Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(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. �<Q?' PROF:6- CO.ro ti�GIN��9 S/02 87022P7 �1.-- • (Ni 7 '02, OR GON- QS' 44/ 'AOn�1BER \°' Pia S R . H E-Ck EXPIRES:06130/2017 December 1,2015 nissinsom WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. V_-- S°°- •Design valid for use only with MTekO 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 7J/�'.FA' -• •building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing-- - .. •. iTek._- 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 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 R46018167 PL15-406_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-ywbxuoTorgwUDi?vilnATfyeA4Zgh9fXC9BFJ3yD IDx 1 1-3-4 1 2-6-0 1 Scale=1:42.8 • 1.5x3 II 4x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 oN7V 77a N N 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4= 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress 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 purtins, 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. ���o) P R press 870, 2PE , r ,_ to may, N"0�, OREGON r� 40 `,o 9�,�SMBER �\ \,. A H EC)' EXPIRES:0613012017 December 1,2015 •4& :wxr„ ...:.....,.. � .>.r,.. _., :z_...,.:.a,....,.. r::m ., r�[ F,....Nr�,< ::,-,v. ..,., s;,. w-":; ,�,m,,.,w...... ..,'i" v—w v _<n, ;r;tan ,r,.,.,.>, <.a§.,. ,,.,t ,ra. ,..�x't>'r,x,r,,., < <..,:3i. ..a.e�n,>,,.�` WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Y1All E Design valid for use only with Mil-etc®connectors.This design is based only upon parameters shown,and is for an individual building component,not - =i a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ;22, ,r.,..1 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 Quaff,/Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane L Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SSuite 109 N Cttrus Heights,CA 95610 , Job Truss Truss Type Qty Ply POLYGON R46018168 PL15-406_UPPER F40 FLOOR SUPPORTED GABL 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:L209JJu6omRCBuYOhHVE9uyF'ribu-ywbxuoTorgwUDi?vi InATfyiz4hihK7XC9BFJ3yDIDx 1-0-8 1.5x3 I I 1 3x4 = 2 Scale=1:13.2 4 477 • 1.5x3 II 3x4= L 1-3-8 0-0 3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 *'*' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. NGIN�F9 y 87022PE �-*0OR EG S N 11/N CIQ BER 1�\-4Y6'q H' R EXPIRES:06/30/2017 December 1,2015 od WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. 1_ valid for use only with Mitek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - E- Design - •building design. Bracing indicated is fo 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/M1 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 R46018169 PL15-406_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:10 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-ywbxuoTorgwUDi?vilnATfyi24hjhK7XC9BFJ3yD IDx 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 N 4 � 44* 1.5x3 II 3x4 = pp 1-2-4 0-d-3 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. �<( 5c P R Qp �c?`� INE . o2� 87022PE tJ' cvti "oi, OR EG•N ti9 O APBER � A HER EXPIRES:06/30/2017 December 1,2015 o¢f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. !""ti.,,,..,, Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual tniss 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/ 1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane ANSI/M1 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 R46018179 PL15-406_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:10.2015 Page 1 ID:L209JJu6cmRC3uYOhHV69uyFHbu-ywbxuoTorgwUDi?vilnATfyiS4hfhK7XC9BFJ3yDIDx 1-6-4 1 5x3 II 1 3x4= 2 Scale=1:13.2 0 0 ry TI \ 1.5x3 II 3x4= 1-9-4 0 6-4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 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 lncr 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. (Iii/Size) •,-', 45/1-3-r,,3=45/ -9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 1 2)Gable studs spaced at 1-4-0 oc. . 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -\��cO P R Qp1. �� �Gj NE9 l°may 87022PE 1 r • 7 �'O2` OREGO ' ti� ./ \-\o A HEc EXPIRES: 06130/2017 December 1,2015 ..:�rs.ki §r Y E ac-.a::3�9t .., i;T: '.�4rs....-. ::3.< .s.,w.., .to s xti::�k„,.,.._.. . �.., .:� .,....,, a'�`,aPa1� :.z,,,3'K<'5,,�ro-.'u .3,.,:.«,Y.w ..c.2 ..,>..r. . ,.:IIxF?•....:l k. ...dR>a$se P. 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. At - Design valid for use only with MTekO connectors.This rtesign is based.onV 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 .-. buildingdesign. Bracingindicated is to prevent bucklingof:ndividuul truss web and/or-chord members on Additional temporary-and ennanent bracing _ " . is always required for stability and to prevent collapse with possible personal injury and property Ydamn e. 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 SCSI Building ComponentSuit7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 I Job Truss Truss Type Qty Ply POLYGON R46018171 PL15-406_UPPER F43 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:22:11 2015 Page 1 ID:L209JJuSomRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G?JPDsVt_U1 zQnNgQpxprVyD IDw 1.5x3 I I 1 4x4 = 2 Scale=1:13.3 4 3 1.5x3 II 4x4 = 0-11-0 0-d-2 0-11-0 Plate Offsets(X,Y)- [1:Edge,0-1-81,13:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress 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."m'(Ib/size) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 87022PE I • rn U Al, DREG•N ti? �q4 ooSMB E R '''�P A- HE-1‘ EXPIRES: 06/30/2017 December 1,2015 x .. .. ..v.,�..:: .,..;":;, a -- _»�c,�s;.aaa>u " :� a,t�: .,,H%,�.r_'.:.: '#.o°E�„r, ,,.,,.,.P,; ... ..:+cb°a.�S'&?'f.^•rf3MK5. i,o.,.„.r, 'g,,... 5.,a' 'sx+.€� <k.F�a ::�' ria WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 - - ms`'/�'' building design. Bracing.indicated is to prevent buckling of individual truss web and/or chord members only.'Additional temporary and permanent bracing iTek • • 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 R46018172 PL15-406_UPPER F44 FLOOR SUPPORTED GAEL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 Mi Tek Industries,Inc.Tue Dec 01 13:22:11 2015 Page 1 ID:L2O9JJuS0mRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G?JPOsVttU1 yQnNgQpxprVyDlDw 0-10-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 N ♦♦♦ ♦♦ ♦'. 4 j♦♦♦♦♦ 1.5x3 II 3x4= 1-1-0 02 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft IJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code tBC2012ITP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (':b;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. .E� PROFe <<- GIN�F�S/4 87022PE �r VOREG6 ' 'N ©LU • en BER � P' A. HER EXPIRES:06130/2017 December 1,2015 OR ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. VI$ - Design valid for use only with MffekO connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall • F.91 building • design. Bracingindicated is toprevent bucklingof individual truss web and/or chord members on Additional temporary and permanent bracingMitek' • -- 9 h' Po ry p ; 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/TPI7 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 R46018173 PL15-406_UPPER F45 FLOOR SUPPORTED GAEL 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:11 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Q69J58UQc82Lgsa5G?JPOsVtWU1 wQnNgQpxprVyDlDw 1-3-0 1.5x3 II 1 3x4 = 2 Scale=1:13.2 a p N N ♦ ‘/ 4 S$•• `,1, 1.5x3 II 3x4= 'I 1-6-0 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/1-6-4,3=38/1-6-4,3=38/1-6_4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R°cess 87022PE N ySAT OREGO on 8 E R \a5 A HE.ck EXPIRES:06/30/2017 December 1,2015 oe 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 he overall 'building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only.Additional temporary and permanent bracing - •• • - • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see' ANSI/TPIl 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 R46018174 PL15-406_UPPER F47 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:12 2015 Page 1 ID:L2O9JJueomRCBuYOhHV69uyFHbu-uJjhJUV2NRACS091gigeY422ouND9EdpfTgMNxyD IDv 7x10 II 1 2 Scale=1:13.3 0 0 N 4 3 7x10 II p 0-7-4 0-0=4 0-7-4 Plate Offsets(X,Y)— [1:Edge,0-1-8],[4:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/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=26/0-7-8,3=26/0-7-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\<<5\ Q R aFzss 444 c �� /Q GlNEF�4 2� 87022PE f ct) t‘"\�c 0O R EG•N �� - C�SMB E R NPS A. HEP EXPIRES.06/30/2017 December 1,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not w . a truss system.Before use,the building designer must.verify.the applicability of design parameters and property incorporate this design into the overall Yt 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 777777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 QualityCriteria,DSB-89 and BCSI Building Component S 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 R46018175 PL15-406_UPPER F50 FLOOR GIRDER 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Toe Dec 01 13-22:12 2015 Page 1 . ID:L2O9JJu6omRCBuYOhHV69uyFHbu-uJjhJUV2NRACS091gigeY42?NuL h?7ApITgMNxyDI Dv 0-1-8 H 10-7-41 1 1-4-12 ii 2-6-0 Scale=1:31.0 3x4 II 3x5 = 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 3x4 II 1 2 3 4 5 6 7 8 17 9 o ® o o _ 0_7-N1N:: 1 711 mI "V°..'- 0 do N 15 ' 13 12 11 10 4x6=3x4 II 4x5 = 3x5= 3x5= 3x6= 3x5 = 1-1-4 1 0-11-12 ii 18-3-0 I 0-11-12 17-1-12 0-1-8 Plate Offsets(X,Y)— j1:Edge,0-1-81,1.15:0-1-8,0-1-8],[16:0-1-8,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.09 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:103 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. .. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Ria0 ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:11-12. REACTIONS. (lb/size) 10=714/Mechanical,14=1498/0-5-8 Max Horz 10=-1130(LC 4),14=1130(LC 4) Max Gray 10=718(LC 4),14=1498(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 15-16=-661/0,1-16=-644/0,2-3=-520/114,3-4=520/114,4-5=-1599/0,5-6=-1599/0, 6-7=-1442/0,7-8=-1442/0 BOT CHORD 14-15=304/0,13-14=-1308/0,11-12=0/546 WEBS 2-14=1449/0,2-15=0/710,8-10=-1098/0,8-11=0/680,6-11=-276/0,4-12=0/529, 4-13=-894/0,2-13=0/940 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Non Standard bearing condition. Review required. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)640 lb down at 0-3-0 on top chord. c,p PR OF-p., The design/selection of such connection device(s)is the responsibility of others. CG �' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �\Gj� / GIN LCR s/� LOAD CASE(S) Standard 2'9 87022P 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:10-15=-8,1-9=-80 ' Concentrated Loads(lb) tP Vert:1=-640(F) -o1., OREG• 7 N ef?O� 'BOOS ZiB E R .\\��� . A. HP` EXPIRES:06/30/2017 December 1,2015 -tea. ..,::> -'u :.F =.9 eksrs_..T.. -....a. .+> '-�'. .. _:R _-_.. ,....,:: a-ax..;; .,.......{',.�.'y' ax��.e�:.w..�.a_1:.,..>'.3�_'2�.,�a^s�%r..E: .�...z�'r ...,,:,..... x�:..<.x.x J.ax e_. .� �3c'��3'.a#:a;<Ye:K+dt<.a�,,......�a: ....,n..H?a�'#u�}a`< z,.,�... .�..:°rzi*u..,...P.Fa. ....., ..,.:a'i.,ac,�....�e ' - A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t * Design valid for use only with MifekO connectors.This design is based only upon parameters shown,and is for Crn individual building component,not ,. =- a truss system.Before use,the building designer.must verity the applicability of design parameters and properly incorporate this design into the overall .'5='O s`u building design. Bracing indicated is to prevent buckling of-individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'-. .- .--- - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,OSB-B9 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 R46018176 PL15-406_UPPER F51 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-NVH3WgWg81134AkUNQLt5Ha911e9uaCzu7QwvOyDlDu 0-1-8 H 10-8-121 1 1-6-4 I I 2-6-0 I Scale:3/8"=1' 1.5x3 = 4x4 = 1.5x3 = 4x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 2 3 4 5 6 7 8 9 m p o _ s o e O p 0 0 N N 16 a l e o a e - 15 13 12 11 10 1.5x3 II 4x6 = 4x5= 3x5= 3x5 = 3x4 = 1-1-4 1 0-11-12 11 18-3-0 I 0-11-12 17-1-12 0-1-8 Plate Offsets(X.Y)- 11: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) -0.07 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.11 11-12 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.49 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ROT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=1262/0-5-8,10=726/Mechanical Max Gray 14=1262(LC 1),10=744(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-584/30,3-4=-584/30,4-5=-1634/0,5-6=-1634/0,6-7=-1448/0,7-8=1448/0 BOT CHORD 12-13=0/1253,11-12=0/1683,10-11=0/883 WEBS 2-14=-830/0,1-14=-487/0,8-10=-1094/0,8-11=0/701,6-11=-291/0,4-12=0/503, 4-13=-861/0,2-13=0/967 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 1 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-1-8 on top chord. , The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard , 5;cs �c ��Eu.o 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Co ti\ALINE -, /O Uniform Loads(IAC? Vert:10-15=-8,1-9=-80 8 • 2 P E ,pr Concentrated Loads(Ib) Vert:1=-400(F) f,. y '0/, OR EGO (19 LCI O 9On BER \\' � ta A N E4‘ EXPIRES:06/30/2017 December 1,2015 mannoe WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. 7-1!R- -Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not -•• V _ .. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design inro the overall �' g� building design. Bracing indicated into prevent buckling of individual truss web-and/or chord members only.Additional temporary and permanent bracing -'. iTe fit, - -- . - - 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,OSB-89 and BCSI Building Component 7717 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 R46018177 PL15-406_UPPER F52 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber R Truss Co., Beaverton,Oregon 7.530's Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:22:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-NVH3WgWg81i34AkUNQLt5HaBbljLuhtzu7OwvOyDlDu 1-1-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 O O • 1.5x3 II 3x4= 1-4-8 0-(V-5 1-4-8 LOADING(psf) SPACING- •2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 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 Incl YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=69/1-4-13,3=69/1-4-13,3=69;1-4-13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .\�9cO PR°FFs ��`o ,G I N EF9 cvo 87022PE f y -02, OREGON 09 ,./ On BER N PCO A. Hoc EXPIRES:06/30/2017 December 1,2015 • C=cs9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -131. f Design valid for use only with Mirek0 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 s w v - • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members-only.•-Additionaltemporary 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,D5B-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 sri SystemGeneral PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury En= Dimensions are in ft-in-sixteenths. I iiiib. 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 _ 2. Truss bracing must be designed by an engineer.For ®_VI /16„ wide truss spacing,individual lateral braces themselves WEBS 4 may require bracing,or alternative Tor I f , 14 16, 1 p bracing should be considered. ... O 3. Never exceed the design loading shown and never •-� = stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building • c�-a 06-7 cs-6For 4 x 2 orientation,locate ,- designer,erection supervisor,property owner and • plates 0 'nb' 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 in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. ',. . by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior O (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer.�� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. L.......11 .I 18.Use of green or treated lumber may pose unacceptable "... ..2 11 itir7 If environmental,health or performance risks.Consult with project engineer before use. Industry Standards: primeoprail ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. , 7 7. • and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a�P is not sufficient. g illsek:' 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. 10/03/2015 NMI ME h' a. M ITek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1 7-D PLAN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1504984 thru K1505070 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. r SS G1NE-F /p782PE s— 5�,,OA.EGON .. „ 0 -7,, �4RY -�5,`Z , ` PAUL ''`1 November 3,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 254 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6780) 1494 1- 8=(-1092) 5202 8- 2=(-368) 1790 BC: 256 KDDF Ol&BTR 2- 3=(-5376) 1234 8- 9=(-1082) 5152 2- 9=(-878) 232 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4386) 1034 9-10=( -846) 4246 9- 3=(-618) 2730 254 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=1-5304) 1206 10-11=( -780) 3936 9- 4=(-376) 324 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V - 5- 6=(-5134) 1102 11- 6=( -778) 3928 4-10=(-526) 2418 TC LATERAL SUPPORT 5= 12"OC. VON. BC UNIF LL( 420.8)+DL( 3000.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( 0) 64 10- 5=(-194) 702 BC LATERAL SUPPORT 5= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V 5-11=(-240) 98 ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC (JON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1251/ 5638V -98/ 90H 5.50" 9.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -787/ 3578V 0/ OH 5.50" 5.73 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.030" @ 7'- 12.0" Allowed = 0.633" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.086" @ 7'- 12.0" Allowed = 0.844" @ RANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed= 0.100" 6" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.010" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.5" 6-00-11 1-05-10 6-00-11 T T T f 3-03 2 09-11 1-05=10 • 2-09-11 3 03 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.50 M-4x6 ,M-6x6 ' 8.50 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, •1 4 Truss designed for wind loads leo=s� in the plane of the truss only. M-3x5 M-3x5 # 11 illtle. M-5x10411111\16,, M-5x10 cn CNN 16111116, 010 MAO iii mill 11 1 44144, 1 1�4 8 Q' 9 10 11 '�6 I O M-3x6 M-7x8 M-4x5 M-1.5x.3 0 Wedge regyired at heel(s) ,, ,, 3,04# , , I-.-j J' 3-01-04 2-07-09 2-03-03 2-05-13 3-01-04 • �C , - i.-.1��' SS 13-07 .,1, ..1'y �(`� • NEIN '/Qjr ._ 89782PE JOB NAME : 17-D POLYGON - B3 Scale: 0.3452 Cr �� WARNINGS: GENERAL NOTES, unless otherwise noted: 1�OREGO•N �` 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 Individual ,T1 ' (i. C7. T rus s: B3 building component.Applicability of design parameters and proper • 7I4fiy �( ' end Warnings before construction commences. 9 P PP ty 9 P P P _ 2.2x4 compression web bracing must be Installed where chows+, incorporation of component is the responsibility of the building designer. _ • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be(steely braced at � _A UL (Tei` Is the responsibility of the erector.Additional permanent bracing of 2's.c.and at 10 o.c.respectively unless braced throughout their length by continuous eheething such as plywood sheathing(TC)and/or drywell(BC).DATE. 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.-, SE Q. : K 15 0 4 9 8 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 time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ��// .{ry r�{J -{�+ TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: I2/31/�QIV S6.Design assumes full bearing al all supports shown.Shim or wedge If N.CompuTrus has no control over and assumes no responsibility for the necessary. November 3,2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/VNTCA 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,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16,BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-3643) 1229 1- 8-) -946) 2872 B- 2=( -530) 1767 5-12=(-2577) 1018 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2872) 1013 8- 9=(-1832) 5111 8- 3=(-2593) 1026 12- 6=( -525) 1758 BC: 2x6 KDDF #118TR 3- 4=(-5224) 1921 9-10=(-2154) 5980 3- 9=( -171) 902 WEBS: 2x4 KDDF STAND LOADING 4- 5=)-5215) 1917 10-11=(-2154) 5980 9- 4=( -867) 344 LL = 25 PSF Geound Snow (Pg) 5- 6=(-2876) 1015 11-12=(-1828) 5102 10- 4=( -7) 448 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLP 0'- 0.0" TO 3'- 10.5" V 6- 7=(-3646) 1231 12- 7=( -948) 2876 4-11=( -878) 349 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 11- 5=( -174) 908 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V -- BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V BEARING MAX VERT MAX OORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC 00N. FOR BC UNIF LL( 50.0)+DL) 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -783/ 2468V -51/ 51H 5.50" 3.95 RODE ( 625) TC CONC LL( 92.8)+51( 26.0)= 118.6 LBS @ 3'- 10.5" 23'- 9.5" -785/ 2471V 0/ OH 5.50" 3.95 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)- 118.8 LBS @ 19'- 11.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.196" @ 11'- 10.7" Allowed = 1.199" MAX TL CREEP DEFL = -0.392" @ 11'- 10.7" Allowed = 1.525" MAX HORIZ. LL DEFL = 0.053" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.089" @ 23'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for, wind loads in the plane of the truss only. 3-10-03 16-01-02 3-10-03 T '1 T T 3-06-10 3-11-07 4-04-11 4-04-11 3-11-07 3-06-10 T 1' 118.80# f f T +1il8.80# T 12 12 8.50 V M-4x8 M-4x8 N 8.50 M-3x8 M-3x8 M-3x8 2 3 4 5- _ _ - T2� 1 _ _ 411118,-,o, 1 x s 9 0 0 25" 11 12 ..,,..7o M-3x8 M-5x6 M-3x4 M-3x4 M-5x6 M-3x8 o M-7x8(S) • y y y yy 3-06-10 4-02-15 4-01-03 4 01 03 4-02-15 3-06-10 • , © PRO 'eSs 23-09-08 , 'z' :-9782 P E 1" JOB NAME : 17-D POLYGON - Cl . ,,,,,, Scale: 0.2713 A, i WARNINGS: GENERAL NOTES, unless°thesdee noted: C✓' OREGON 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an Individual - •'9 .OR EGOI J 1 Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper It//, • n 2.2x4 compression web bracing must be Installed where shown+, Incorporation at component Is the responsibility of the building designer. by )�_ (J// r f.�' 1/[�` • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be leteralty braced al 77 '"'! "J � i.`. Is the responsibility of the erector.Addlt:eee)permanent bracing of 2'e.c,and at 19'a.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/ar drywall(BC). /1 t �v DATE: 11/2/2015 Betoverall structure Is the responsibility of the building designer, 3.2x Impact bridging or Weal bracing required where shown+. 1 1. SEQ. : K 15 0 4 9 8 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and et no time should any loads greater than 5.Design assumes 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.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 15 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 3,2 0 V TPI/WICA 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,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 35-08-00 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #i&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1225) 477 8- 9=( -169) 220 8- 1=(-3059) 1079 11- 5=( 0) 416 2x4 KDDF #i&BTR Ti 2- 3=1-1041) 426 9-10=1-2150) 4969 I- 9=( -889) 2557 5-12=(-1882) 953 BC: 2x6 RUDE #1&BTR LOADING 3- 4=(-5505) 2261 10-11=(-2850) 6658 9- 2=( 0) 230 12- 6=( -377) 7.643 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6680) 2738 11-12=(-2737) 6417 9- 3=(-4490) 1973 6-13=(-4939) 2114 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 5- 6=(-4914) 2011 12-13=(-1826) 4249 3-10=( -270) 1325 13- 7=( -383) 281 2x4 KDDF #110TH B; TC UNIF LL( 100.0)+DL( 28.0)= 129.0 ELF 2'- 0.0" TO 35'- 8.0" V 6- 7=( -60) 64 10- 4=(-1444) 769 2x4 KDDF•STUD C BC UNIF LL( 0.0)+01( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 4-11=1 0) 240 TC LATERAL SUPPORT 24"OC. OON. TC CONC LL( 83.3)+DL( 23.3)= 106.7 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 6= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1143/ 2953V -124/ 138H 5.50" 4.72 KDDF ( 625) - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 8.0" -1253/ 3018V 0/ OH 5.50" 4.83 ROOF ( 625) NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR iOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 +` For hanger specs. - See approved plans MAX LL DEFL = 0.334" @ 18'- 6.3" Allowed = 1.736" MAX TL CREEP DEFL = -0.612" @ 18'- 6.3" Allowed = 2.317" MAX HORIZ. LL DEFL = -0.102" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.152" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCUL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1-11-11 33-08-05 T T f 1-11-11 15-08-05 18-00 1-08-0S 6-08-14 6 08-146-X08-14 6-08-14 7-00-06 f T f,106.70# T T '' f 1' 12 8.50 7S M-5x6(S) M-4x6 M-6x10 =M-6x6 =M-6x6 M-6x10 M-3x6 M-7x8 A \7:1 +M ,� i + +A + B / /,,, A A o 814-23x4 -M-Vx4 0.25" M-4x6 M-6x8 .(43 rPR M-8x10 O _ Op =M-8 x 8(S) •""` • S, ) 0 1-�6-06 8-06-14 8-05-02 8-05-02 8-08-10 y �c? T � 35-08 �7o�PE JOB NAME : 17-D POLYGON - D1 */ . • Scale: 0.1181 rr�;%�� ' ..,, WARNINGS: GENERAL NOTES, unless otherwise Haled: (J�.�'y 4).. 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 individual si DR.E.G 0 N ?' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ' © 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ...A V'/1 Cici ; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the;op and bottom chords to be laterally braced et 7 "f R "1 J 2'oc.and at 10'c.c.respectively unless braced throughout their length by - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywali(BC). A] DATE: 11/2/2015 the overall structure Is the responsibility of Me building designer. 3.2x Impact bridging or lateral bracing required where shown++- SEQ..: + �4 U L � S E K 15 0 4 9 8 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q 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 loads be applied to any component, and are for"dry condition"of use. r[� 12/31 t}/r� )!�({ �+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES':ES: 1 2/v3 1/201 V necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes arequate drainage is provided. November V ovem ber 2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center r TPIANTCA In SCSI,coples of which will be furnished upon request. lines coincide with!tint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,IncJCompuTrus Software 7.6.6(11)-E 11.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF (f1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -620) 214 9-10=1-182) 201 9- 1=(-1551) 412 6-13=( -939) 300 2,1 KDDF #1&BTR T1 SPACED 24.0" D.C. 2- 3=( 0) 0 10-11=(-745) 2971 1-10=1 -320) 1268 13- 7=( -73) 820 BC: 2x6 KDDF #1&BTR 2- 4=( -517) 203 11-12=1-894) 3323 10- 2=( -17) 158 7-14=1-2967) 616 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2739) 679 12-13=(-833) 3209 10- 4=(-2233) 580 14- 8=( -191) 106 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-3335) 779 13-14=1-563) 2122 4-11=( -18) 669 DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2454) 579 11- 5=( -730) 207 TC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PUP 7- 8=1 -56) 63 5-12=( 0) 160 BC LATERAL SUPPORT <= 12"OC. UON. 12- 6=( 0) 272 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA NOTE: 2x9 BRACING AT 29"OC DON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -236/ 1988V -124/ 1380 5.50" 2.38 KDDF ( 625) 35'- 8.0" -192/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. *` For hanger specs. - See approved plans OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" 9 18'- 6.3" Allowed = 1.737" MAX TL CREEP DEFL = -0.313" 9 18'- 6.3" Allowed = 2.317" MAX HORIE. LL DEFL = 0.046" 8 35'- 2.5" MAX HORIZ. TL DEFL = 0.076" 8 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-11-11 31-08-05 • T T T 3-11-11 13-08-05 18-00 1-08-02-03-09f 4-05-05 6-08-14 6-08-14 6-08-14 7-00-06 T '( T T 1' T T 2-00 T T 12 8.50 17 3 M-4x6 M-3x8 M-3x4 M-5x6(5) M-3x4 M-3x8 M-1.5x3 • •'AI-4x9 4 5\ILI 6 7 8 1 + + o o \ /u-I ,B1 M A A A o o •,•, 9** 10 11 12 13 **14 M-1.5x3 M-3x4 0.25" M-3x4 M-3x8 M-7x8(S) DP:ROFe - M-4x10 * y y y y c6 .,,vGIN mb. 1-06-06 8-06-14 8-05-02 8-05-02 8-08-10 Wi ' .?y / . 35-08 89782PE �" • JOB NAME : 17-D POLYGON - D2 Scale: 0.1665 ""'•- WARNINGS: GENERAL NOTES, unless otherwise noted: C.✓ y'�('') •/^� �s I 40 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 Individual i' .OR EGOI.V Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper �)e//f`�� f'y 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. +Ky ,C/A ' C f•" '� . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at TT ''``!!�Y -`J ��i Is the responsibility of the erector,Additional permanent bracing of 2'c,c,and at 10'o.c.respectively unless braced throughout their length by - v' continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). J/1 UL DATE: 11/2/2015 nthe overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown••+ SEQ. : K 1 5 0 4 9 8 7 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component, and are for"dry condition"of use. r�// 12/31/2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES. 01 6 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November I] 2O1G 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center 1 Y AJ J, J TPINVICA 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,Inc.(CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2s:4 KDDF 1415BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1348) 352 8- 9=(-134) 180 8- 1=(-1451) 391 5-11=(-135) 758 BC: 2x4 KDDF 51&BTR SPACED 24.0" O.C. 2- 3=(-1051) 367 9-10=(-294) 1803 1- 9=( -216) 1150 11- 6=(-218) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1921) 591 10-11=(-325) 1919 9- 2=( -2) 421. LOADING 4- 5=(-1512) 960 11- 7=(-361) 1628 9- 3=(-1066) 297 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1924) 499 3-10=( 0) 412 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF' 6- 7=(-2146) 526 10- 4=( -59) 157 TOTAL LOAD = 42.0 PSF 4-11=) -647) 200 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -186/ 1485V -210/ 157H 5.50" 2.38 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -194/ 1511V 0/ OH 5.50" 2.42 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. For hanger specs. - See approved plans iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.738" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORIZ. LI, DEFL = 0.040" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 19-08-10 9-11-11 T ', 1' 1. 5-11-11 6-06-02 6-08-05 6-08-05 4-08-08 5-01-01 . T T 1' T T T 1' . 12 12 8.50 7 M-4x6 M-5x6(S) M-4x6 '7,18.50 2 M-3x4 0.25" \ /4: N15X3 M-3x5 +. -+ i y 0,O cv O 0 n M • M B' 9 IO I1 "7 O M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 1 M-5x8(S) �0p PR0p y 5=07-12 y 10-02-04 y 10-02 04 9-07-12 y � •�• �AG,IN'• ��f0 35-08 AC" ' 89782PE c'" JOB NAME : 17-D POLYGON - D3 4., "' Scale: 0.1821 SW WARNINGS: GENERAL NOTES, unless othnnhse noted: ' . C,.+' , /'y, 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 individual , V R.EG l)N �E,• Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper '�,/ . 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .c7 A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 '"�'1f R Ab .<5 Is the responsibility of the erector.Additional permanent bracing of Z o.c.and at 10'c.c.:estectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ir /�U L DATE: 11/2/2015 the overall structure Is the responsibility of the building designer, 3,2x Impact bridging or lateral bracing required where shown*+ J^Z SEQ. : ('.1504988 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design Leads be applied to any component. and are for"dry condition"of use. +�I ( �r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full gearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes nusquaz drainage is provided, 15 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be located or.both faces of truss,and placed so their center November 3,20 TPINVTCA In els).copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of data in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connectou path design values see ESR-1311,088.1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: '2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1398) 935 10-11=(-1.34) 181 10- 1=(-1951) 968 BC: 2,1 RIDE #1&BTR SPACED 24.0" O.C. 2- 3-( 0) 0 11-12=(-385) 1809 1-11=( -286) 1199 WEBS: 2x4 KEEP STAND 2- 4=(-1061) 923 12-13=(-929) 1914 11- 2=) 0) 930 LOADING 4- 5=(-1926) 629 13- 9=(-940) 1628 11- 4=(-1075) 328 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1528) 539 4-12=( 0) 425 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 ?SF 6- 7=( 0) 0 12- 5=( -59) 157 TOTAL LOAD = 42.0 2SF 7- 8=(-1926) 602 5-13-) -655) 209 8- 9=(-2196) 626 7-13=( -136) 752 NOTE: 2x4 BRACING AT 29"0C LION. FOR LL = 25 POE Ground Snow (Pg) 13- 8=( -210) 193 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED .FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX IIORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2512. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 14B5V -210/ 157H 5.50" 2.38 KDDF ( 625) 35'- 8.0" -261/ 1511V 0/ OH 5.50" 2.92 KDDF ( 625) ** For hanger. specs. - See approved plans 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 19'- 2.2" Allowed = 1.737" MAX TL CREEP DEFL = -0.187" @ 19'- 2.2" Allowed = 2.317" MAX HORSE. LL DEFL = 0.090" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.067" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7-11-11 15-08-10 11-11-11 Truss designed for wind loads in the plane of the truss only. 5-09-08 2-02-03 4-06-02 6-08-05 4-06-02 2-02-03 4-08-08 5-01-01 T T f T T f T T T 6-00A 10-00 r f ,r 3 6 "I "t 12 M-4x6 M-5x6(S) M-4x6 1z 8.50 177 2 M-3x4 0.25" Q 8,50 iiiisissisi [21-1.5x3M-3x5 +. .+ 1 o) 0 I N o I o 10** 11 1.2 13 *'9 0 -- M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 oI M-5x8(S) ,c,, D PROP s y 5-07-12 y 10-02-04 10-02-04 y 9-07-12 y (,'`c.j• • ,, • C)�c)i .k - ,8 35-08 4 89782PE �c- JOB NAME : 17-D POLYGON - D4 . Scale: 0.1696 WARNINGS: GENERAL NOTES, unless otherwise noted: iC.,.+' ('� /`�•�y X40 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and is for an Individual 9 V R E G V N " Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper , q • 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component.s the responslbllit9 of the building lb designer. .1J :to.... q5''' Y.:. (�' 3.Additional temporary bracing to Insure stability during construction• 2.Design assumes the!op end bottom chords to be laterally braced et 7 "f .:,.7 •!` . Is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at 10'o.c.respectively unless braced throughout their length by • - �(r+ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P/{U L �� DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A SEQ. : K 15 0 4 9 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any 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 ere for"dry condition"al use. �! 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November m be r 3'10 1J G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V IJ ,L TPWVTCA 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,Inc.lCompuTrus 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 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2140) 467 1- 8=(-289) 1680 8- 2=( 0) 281 6-11=10) 281 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-1672) 490 8- 9=(-290) 1679 2- 9=(-969) 237 WEBS: 2x9 KDDF STAND 3- 4=(-1250) 462 9-10=(-170) 1324 9- 3=(-153) 613 LOADING . 4- 5=(-1250) 462 10-11=(-288) 1619 9- 9=(-219) 107 TC LAIERAL SUPPORT <= 12"OC. (ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST 5- 6=(-1672) 490 11- 7=1-287) 1621 4-10=(-218) 107 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2140) 467 5-10=(-153) 613 TOTAL LOAD = 42.0 PST 10- 6=(-970) 237 NOTE: 2x9 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -219/ 1498V -236/ 236H 5.50" 2.40 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 8.0" -219/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 7-08-10 13-11-11 Wind: 140 mph, h=24.1ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-02-13 6-08 19 3-10-05 4-00 O8 6-06-12 7-02-13 load duration factor=1.6, T ' '1 •( '( 1' ' Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 M-4x6 8.50 7 3 M-3x4 Q 8.50 4 e w s M-3x4 M-3x4 2 6 re -I-: 7+ O o, O O MMI LEI .... fF e cc 1 * 8 9 10 11 **7 O CD M-3x5 M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x5 II M-3x5(S) 7-01-01 y 6-06-12 y y 8-04-07 y 6-06-12 y 7-01-01 y �� • � p'RQx�St ..1• 15-08 20-00 � ' G-lNE .0; 35-08 :9 82PE v JOB NAME : 17-D POLYGON - D5 Scale: 0.1750 �rr~� WARNINGS: GENERAL NOTES, unless otherwise noted: Illr• (..1' GR:�-G G N 1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an Individual `)7 �( •. Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper /�� V 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer, .,.[}"a (,/.// • r. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 f� '.41 fiY 1 5 • /��/ 2'o.c.and al 10'o.c..respectively unless braced throughout their length by „1( - � - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 /f t DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or tamers!bracing required where shown 5+ /"1 1... - SEQ. : K15049 90 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design leads be applied to any component. and are for"dry condition"of use. '�/' 1.2/31/2016 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes 5:1 bearing at all supports shown.Shim or wedge I( EXP IRE'S: necessary. 1�I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. I Y QVe m be r 32015 6.This design is furnished subject to the limitations set forth by B,Plates shall be located on both faces of truss,and placed so their center r TPINVTCA in 8011,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 7.6.6(11)-E 10.for basic connector piste 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/GDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 .. 1- 2=(-2140) 578 1-10=(-382) 1687 10- 2=( O) 281 BC: 2n4 KDDF #1&BTR SPACED 20.0" O.C. 2- 3=(-1672) 604 10-11=(-383) 1685 2-11=(-969) 229 WEBS: 2n4 KDDF STAND 3- 4=( 0) 0 11-12=1-255) 1327 11- 3=(-177) 624 LOADING 3- 5=(-1250) 550 12-13=(-387) 1619 11- 5=(-231) 137 TO LATERAL SUPPORT.<= 12"OC. DON. LL( 25.0)±DL( 7.0) ON TOP CHORD = 32.0',25::' 5- 7=(-1250) 550 13- 9=(-386) 1621 5-12=(-231) 137 BC LATERAL SUPPORT,<= 12"0C. DON. DL ON BOTTOM CHORD = 10.0''.?5:< 6- 7=( 0) 0 7-12=(-177) 623 TOTAL LOAD = 42.0'25.2 7- 8=(-1672) 609 12- 8=(-469) 229 ---- - ------ 8- 9=(-2140) 578 8-13=1 0) 281 NOTE: 2nd BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED•STORAGE BEARING MAX VERT MAX HORS 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" -290/ 1998V -237/ 237H 5.50" 2.90 KDDF ( 625) 35'- 8.0" -290/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) `- For hanger specs. - See approved plans OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LI. DEFL = -0.077" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.157" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.041" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.068" @ 35'- 2.5" • 15-11-11 3-08-10 15-11-11 Design conforms to main windforce-resisting '1' 4' T ! system and components and cladding criteria. 7-02-13 6-06-12 2-02-0B-10-0.510-0S-02-03 6-06-12 7-02-13 if if f f 'f 1' >( 4' Wind: 140 mph, h=24.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 19-00 14_00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor.=1.6, 1' 'f 4 6 'f 1' Truss designed for wind loads 12 M-4x6 (1 4r.6 12 in the plane of the truss only. 8.50 V 3 M-3x4 7 Q 6.50 5 x. t M-3x4 M-3x4 2 +• ,+ + +. O1 0 0 0 1+ 10 11 12 13 ++9 p M-3x5 M-1.5x3 M-3x8 M-3x8 M--1.3x3 M-3x5 0 0 M-3x5(S) c� y 7-01-01 6-06-12 y 8-04-07 y 6-06-12 7-01-01 �C (` ,D P R0s .1 y 0,I N y 15-08 20-00 -- y �u~ •� •,•tI , • 35-08 'z` :9782PE �c JOB NAME : 17-D POLYGON - D6 - Scale: 0.1625 ., WARNINGS: GENERAL NOTES, unless otherwise noted: (✓,.�}• /^��^y 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 individual 7' 0 R E.G V N �. Truss: D6 and Warnings before construction commences, building component.Applicability of design parameters and proper 1 (\J 2,2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .,,ry /( 1 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 "f J• y�i_ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1g'o.c.re spectively unless braced throughout their length by _ � V1.4 V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l /S u t DATE:. 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a* F 1 1. SEQ. : K 15 u 4 9 91 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 ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any ocmponent. and are for"dry condition"of use. �/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge I( EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November I y ove m be r 3 20 1 5 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center r TP1ANTCA In 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,Inc.7CompuTrus Software 7,6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NUDE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2118) 465 1- 9=(-279) 1812 2- 9=(-254) 229 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1909) 500 9-10=(-172) 1516 9- 3=( -71) 499 WEBS: 2x4 KDDF STAND 3- 4=(-1374) 471 10-11=(-171) 1386 3-10=(-656) 289 LOADING 4- 5=(-1375) 466 11- 7=(-268) 1600 10- 4=(-359) 1190 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1903) 479 10- 5=(-654) 289 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2116) 445 5-11=( -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 65 11- 6=(-251) 206 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -236/ 149BV -324/ 317H 5.50" 2.40 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 35'- 8.0" -282/ 1616V 0/ OH 5.50" 2.58 KDDF ( 625) kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.044" @ 35'- 2.5" 17-10 17-10 MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 8.50 M-4x6 8.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O�� a .0 load duration factor=l.6, 041144 in designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(5) zoo/•••,..0•00i 0.25" 0.25" 0,3 M-1.5x3 M-1.5x3 rn n 0 0 0 1,, 9 10 11. • o I M-3x5 M-3x4 0.25" .25" M-3x4 M-3x5 o o �cOP R WF�„M-5x8(7) J��' � 9-01-05 8-08-11 8-08-11 9-01-05 C� . y - y 35-08 1-00 ' 89 82 P E 'F., JOB NAME : 17-D POLYGON - D7 - .rr -400, Scale: 0.1557 .lir, / .11111 WARNINGS: GENERAL NOTES, unless otherwise noted: �-�r OREGON K I 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 Individual 7�.O R EGC)I.'4 �. �„ Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�y .. ' 2.2x4 compression web bracing must be Installed where shorn+, incorporation of component Is the respansibillty of the building designer. .,,Cy �/(h C V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 ^!J� J 2'o.c.and at 10'o.c.respectively unless braced throughout their length byit -- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywsll(BC). pll . DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ U.4+ �� SEQ. : K1504 9 92 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, rasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3 1/2016 necessary. fabrication.handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 3,201 5 TPIONTCA in SCSI,copies of which wail be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches, MiTek USA,InclCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,1SR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-10=(-251) 1804 3-10=(-251) 206 BC: 2x4 KDDF -,31&BTR SPACED 24.0" O.C. - 2- 3=(-2116) 995 10-11=(-171) 1513 10- 4=( -51) 493 WEBS: 2x4 KDDF STAND 3- 4=(-1902) 979 11-12=(-171) 1385 4-11=(-654) 289 LOADING 4- 5=(-1374) 466 12- 8=(-263) 1999 11- 5=(-353) 1188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) 00 TOP CHORD = 32.0 PIE 5- 6=(-1379) 466 11- 6=(-654) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1903) 479 6-12=) -52) 493 TOTAL LOAD = 42.0 PSF 7- 8=(-2116) 445 12- 7=(-251) 206 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 65 LL = 25 POE' Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -281/ 1612V -329/ 3299 5.50" 2.58 KDDF ( 625) 35'- 8.0" -281/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 'OND. 2: Design checked for set(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.086" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.172" @ 17'- 10.0" Allowed = 2.317" 17-10 ♦ /17-10 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" ,I 1 MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 6-01-13 5-09-04 5-11 5-11 5-09-04 6-01-13 MAX HORIZ. LL DEFL = 0.043" @ 35'- 2.5" 1' 1 '1 f 1' 1' MAX HORIZ. TL DEFL = 0.069" @ 35'- 2.5" 12 12 M-4x6 8.50 'N8.50 4.0" Design conforms to main w.indforce-resisting 5 W-Ksystem and components and cladding criteria- Wind: 1.40 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M Sx6(S) 7 ($) (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, Truss designed for wind loads 0.25" IpopNM-5x6 25" in the plane of the truss only. 4 6 • fir. '1. M 1.5x3 7-1.5x3 3 • O -{O I lr,M-3x5 M-3x4 10.25" M-3x4 M-3x5 of � P13�fir M-5x8(S) • ._ 6-6 y y 9-01-05 8-08 11 8-08-11 9-01=05 y 1L,�\ �i 14 Q 1-00 35-08 1-00 89782PE ��` JOB NAME : 17-D POLYGON - D8 r . Scale: 0.1617 - ; WARNINGS: GENERAL NOTES, unless otherwise noted: - .OREGON 10 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 individual R r.�"". Truss: D8 and Warnings before construction commences. building component.Applicability of design parameters and proper /e (.W 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. w? V/I G 4' ,, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 '-! A J �Li • Is the responsibility of the erector,Additional permanent bracing of Z'o.c.end et 1D'o.c.respectively unless braced throughout their length by _ V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P U L .,- DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+ I"1 S EQ. : K 15 0 4 9 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S 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 for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3'1/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3 20�:J G B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center , TPI/WICA In BCSI,copies of width will be furnished upon request. (lees coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ine.00ompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,016-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 61SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 19- 3=(-145) 832 20-11=1-368) 173 BC: 2x4 KDDF H,ISBTR SPACED 29.0" D.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x4 RODE STAND 3- 4=(-2268) 638 15-16=1-387) 1791 15- 4=( 0) 292 LOADING 4- 5=(-1875) 645 16-18=(-314) 1567 4-16=1-466) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.3 P5F 5- 6=1-1958) 571 17-19=1 -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PIE 6- B=(-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 8-10=(-1351) 559 21-12=(-398) 1636 17-18=1 0) 80 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSE Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-1770) 616 18- 8=(-123) 129 BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 11-12=(-2158) 583 19- 8=1 -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 0) 65 8-20=(-435) 140 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSE. 10-20=(-156) 652 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M 1.5x9 or equal at non-structural 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) vortical members (uon). 0-06-07 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 15-11-11 3-08-10 15-11-11. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-09 4-06-04 4-06-04 1-07-12 4-08-03 3-h0-072-02-03 5-06-12 • 6-02-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,r f f f f f f f fMAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" 12-00 12-00 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12 M-4x6+ M-3x8 M-4x6+ 12 MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" 8.50 L77 m_3x4 ���� Q 8.50 MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 7 0 M-4x6 iI . M.4X6 N B �.� system and components and cladding criteria. M-5x6(5) - M-5X6(S) Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 40.25" Truss designed for wind loads tt 1 in the plane of the truss only. M-3x9 3 cs M-3x6 �1_�� 0,.� 15 184 ��T„ �, I 1 M-5x6 M-3x4 M-3x8 o i7 19 �,0 21 •`1 3 1 1 1M-1.5x3 M-5x6 0.25 M-1.5x3 M-3x5 i 0 0 0 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8 Q 3.75 M-5X8(S) .. 12 ,D p R O,• s • y k 1 y y y '•rte` GMN rsf 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 c\ .� /y7 . 0 02-05 08 10-11-12 y 22-02-12 1-00 -Li • "S9 yy yl +79782PE 1-00 35-08 1-00 , - .,,� , JOB NAME : 17-D POLYGON D9 Sale: 0.1499 illir ..�y! `�, N , WARNINGS: GENERAL NOTES, unless othenMse noted: _�Lf�=74,r-O E '(�[,� 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 Individual I V /� Y (n T r us S: D 9 end Wamings before const�c ion commences. building component.Applicability of design parameters and proper ' 1:9 .'A Pi ' b 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. Tf,+. _ - ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al `' j� 1 Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at II'o.c,respecively unless braced throughout their length by !""� _�,,,,. continuous sheathing such as plywood aheathlng(TC)andlor drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : KI5 0 4 9 9 4 4.No load should be applied to any component unlll alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. [{''� /'�/r� /ry .{�+ fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES:F'H ES: 'I G!t.J1 J.GO i v TRANS. I D' LINK des gn loads be applied to any component. and are for"dry condition"of use. 5.Compalrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shows,Shim or wedge if necesaa ry. November 3,2015 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANICA in BC51,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 7.6.6(1 L)-Z I0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 441R/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2-14=(-595) 2572 14- 3=(-145) 832 20-11=(-368) 173 BC: '-2o4 KDDF t#1&BTR SPACED 24.0" O.C. 2- 3=(-3257) 814 14-15=(-542) 2321 3-15=(-542) 170 11-21=( 0) 250 WEBS: 2x4 KDDF STAND 3- 4=(-2268) 638 15-16=(-387) 1791 15- 9=( 0) 292 LOADING 4- 5=(-1875) 695 16-18=(-314) 1567 4-16=(-466) 174 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1458) 571 17-19=( -11) 50 16- 5=(-278) 862 BC LATERAL SUPPORT <= 12"OC. 200. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=(-325) 1563 16- 6=(-492) 208 TOTAL LOAD = 42.0 PSF 6- 8=(-1567) 612 20-21=(-399) 1635 6-18=( -34) 300 8-10=(-1351) 554 21-12=(-398) 1636 17-18=( 0) 80 NOTE: 2x9 BRACING AT 24"00 NON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=(-316) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1770) 616 18- 8=(-123) 124 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2158) 583 19- 8=( -71) 139 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 65 8-20=(-435) 190 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-20=(-156) 652 • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -346/ 1612V -221/ 221H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -346/ 1612V 0/ OH 5.50" 2.58 KDDF ( 625) 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-06-07 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 13-11-11 7-08-10 13-11-11 MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" 1' '' '' 1' MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" 2-09 4-06-04 4-06-04 1-07-12 4-08-03 3-00-072-02-03 5-06-12 6-02-13 MAX LL DEFL = -0.002" @ 36'- 8.0" Allowed = 0.100" 1' 1' 1' 1' I'I' I' 9' 9' " 9' MAX TL CREEP DEFL = -0.003" @ 36'- 8.0" Allowed = 0.133" 12-00 12-00 MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" 1' 1' 1' 1' MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 12 M-3x74 9 12 8.50 V M-4x6 NM-4x6Q8.50 M-3X8 Design conforms to main windforce-resisting 5 8 system and components and cladding criteria. M-5x6(5) "' M-5x6(S) Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0"25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 0.25" Truss designed for. wind loads 4. +. 1 in the plane of the truss only. M-3x4 3 �, Id-3x6 (I, I Z il19 15 )� 16 AA l 1 M-5x6 M-3x4 M 3x8 o v 19 �0 21 `�3 0 of o M-1.5x3 M-5x6 0.25 M-1.5x3 M-3x5 ` oI 0 M-5x8 a 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL M-5x8(5) 12 ('. 0) P R o/" (j J., 4 ,I y y 'I ), 'I �� ‘AGI • . s/ 2-05-08 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 c''� ,,` 63 1-09-05-08 10-11-12 y 22-02-12 1-00 k y y 89782PE .v ' 1-00 35-08 1-00 JOB NAME : 17-D POLYGON - D10 ,.... , �_�■�c Scale: 0.1499 WARNINGS: GENERAL NOTES, unless otherwise noted: ,, . 74,.OREGON Vim•. Q" 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 Individual . '51 J am,j/6'iY. fJ [.�.e Truss: D10 and Wamings before construction commences. building component.Applicability of design parameters and proper 7 �G\. 2.2x4 compre sslon web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. /)r- _.... V' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at '-1 l"sA U L .vco„. Is the responsibility of the erector.Additional permanent bracing o1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /"" 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 0 4 9 9 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES:. 12/31/2016 TRANS I D' LINK • design loads be applied to any component. and are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at ell supports shown.Shim or wedge If November 3,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished sub)ect to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIONTCA 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,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 3-09-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF SS; 27-03-00 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 27-03-00 1- 2=( 0) 6.3 2-11=(-3114) 11919 11- 3-) -2208) 8499 16- 8=( -1797) 7263 2x6 KDDF SS T2, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-14952) 3948 11-12=(-5925) 22389 11- 4=(-13560) 3636 8-17=(-11658) 3186 BC: 2x6 DF 2900F 3- 4=(-11919) 3177 12-13=(-8292) 31152 4-12=( -2091) 8505 17- 9-) -2430) 9959 WEBS: 2x9 KDDF 1#1&BTR; LOADING 4- 5=)-23553) 6273 13-14=(-9111) 34176 12- 5=( -8874) 2427 2x4 KDDF STAND A LL = 25 PSF Ground Snow (P9) 5- 6=(-31737) 8987 14-15=(-9111) 34176 5-13=( -969) 4269 TC UNIF LL( 50.0)+IL) 14.01= 64.0 ELF 0'- 0.0" TO 3'- 9.0"6P 7=(-31515) 8942 15-16=(-8244) 30921 13- 6=( -2823) 792 TC LATERAL SUPPORT <= 12"00. UON. TC DRIP IL) 71.9)+DL( 20.1)= 92.0 PLF 3'- 9.0" TO 23'- 6.0"7' 8=(-23190) 6201 16-17=(-5895) 22200 14- 6=( -522) 2604 BC LATERAL SUPPORT <= 12"5C. UON. TC UNIF LL( 50.0)+DL) 14.0)- 69.0 PLF 23'- 6.0" TO 27'- 3.0"8'd 9=(-13191) 3492 17-10=(-3432) 13191 6-15=( -3069) 893 BC UNIF LL( 0.0)+DL( 28.8)= 28.8 PLF 0'- 0.0" TO 27'- 3.0"9V10=(-16542) 4332 15- 7=( -984) 4397 BC UNIF LL( 420.8)+DL) 286.2)= 707.0 PLF 7'- 0.0" TO 27'- 3.0" V 7-16=( -9018) 2459 'NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 85.9)+01) 24.1)- 110.0 LBS @ 3'- 9.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 85.9)+DL( 24.i)= 110.0 LBS @ 23'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADUL: BC CONC LL+DL= 2953.0 LBS @ 6'- 0.0" 0'- 0.0" -2461/ 9342V -52/ 59H 5.50" 13.99 DF ( 670) OVERHANGS: 12.0" 0.0" 27'- 3.0" -2915/ 11346V 0/ OH 5.50" 16.93 DF ( 670) LIMITED STORAGE DOES ;:_T APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP ( 3 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords,)00( MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.369" @ 13'- 7.5" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.878" @ 13'- 7.5" Allowed = 1.756" MAX HORIZ. LL DEFL = 0.086" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.166" @ 26'- 9.5" +* HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE Design conforms to main windforce-resisting THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. system and components and cladding criteria. Wind: 190 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 20-01-02 3-06-7.5 T ' T 3-03-06 2-06-14 3-09-12 3-11-08 3-11-08 3-09-12 2-06-14,y 3-03-06 T 'f110# T T T T ( b110# T 8.50 F M 7x8(S) Q 8.50 M-5x10 M-5x10 M-5x8 M-3x8 0.25" M-3x10 M-5x8 39 4 5 6 8 12 �mT3 T5x10 N-5x10 Ij-rip 1 '• A 1 ui 3 1,4 15 l,y 7 lo , M- x8 M-Vx8 M-Vx6 M-1x6 0.25" D:-bx8 M-ex8 0 �`D PRQx- MSHS-9x18(S) '`4 , `�GINE' S('f' y y3-03-06 2-10-06 3-09-12 3-08 3-08 3-09-12 2-10-06 3-03-06 y .. 8 9 7 8 2 P E r"' 1-00 27-03 . - • JOB NAME : 17-D POLYGON - El `i Scale: 0.1584 OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: �Q�. 1.Bolder end erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual ,,,may /� r Truss: E 1 end Wamings before construction commences. building component.Applicability of design parameters and proper 7�<1, ^1 R.y A J �j 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. T '+� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' rl Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by -- V.1".. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DAT E: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S EQ. : K 15 0 4 9 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �} r�q Jr]/'� T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use, EXPIRES: 1 2/3 1/.L V.1 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 3,2015 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In BCSI,copies or 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 7.6.60 L)-E (6.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&ETR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 65 2-11=(-527) 2545 11- 3=(-125) 823 16- 7=( -72) 139 BC: 2x4 KDDF tel&BTR SPACED 24.0" O.C. 2- 3=(-3258) 693 11-12=(-480) 2296 3-12=(-538) 174 7-17=(-424) 113 WEBS: 2x4 KDDF STAND 3- 9=(-2268) 523 12-13=(-314) 1786 12- 9=( 0) 292 8-17=(-153) 653 LOADING 4- 5=(-1876) 526 13-15=(-200) 1568 4-13=(-465) 194 17- 9=(-376) 192 TO LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1959) 484 14-16=( -7) 50 13- 5=(-234) 862 9-18=9 0) 250 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1568) 511 16-17=(-205) 1569 13- 6=(-492) 164 TOTAL LOAD = 42.0 PIF 7- 8=(-1352) 966 17-18=(-306) 1638 6-15=( -23) 286 B- 9=(-1772) 504 18-10=(-304) 1690 14-15=9 0) 80 NOTE: 2x.4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=)-21B0) 476 15-16=(-199) 1525 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=(-106) 98 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ•IN. (SPECIES) 0'- 0.0" -270/ 1616V -207/ 214H 5.50" 2.58 KDDF ( 625) 35'- 8.0" -229/ 1498V 0/ OH 5.50" 2.40 NODE ( 625) '* For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.207" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.066" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.110" @ 35'- 2.5" 11-11-11 11-08-10 11-11-11 T f f '( Design conforms to main windforce-resisting 2-09 4-06-04 4-08-07 1-05-09 5-02-10 5-02-10 5-06-12 6-02-13 system and components and cladding criteria. T T T T f T T T f 12 12 Wind: 140 mph, h=29.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.50 7 5 M-3x4 M-3x8 Q 8.50 load duration factor=l.6, 6 7 Truss designed for wind loads 0. %, in the plane of the truss only. M-5x6(S) M-5x6(5) 0.25" 4 1/11"111111( 0.25" +P M-3x4 \ / 3 P M-3x6 o O OP r ki% .( 0O i = i' 11 12 1 L15.11 rjA -6 M-5x6 M 3x9 M 3x8 0 1` 14 1e 17 1B **la o II ,1,M-1.5x3 M-5x6 0.25" M-1.5x3 M-3x5 LI D 3.75 M-5x8 M-5x8(S) {}. c 12 WEDGE WITH 2)M-1.5x3 TYPICAL :`` O PRQ,- l l l l l l l l �, ,i cc- 1 y-05-081 4-06-04 4-08 1-11-04 4-11-02 5-06-02 5-06-12 6-01-01 l �Cj ••kyG1N ' .0v-05-08,L. -vr0 k0 M-05-08 10-11-12 22-02-12 l pf E 97o� II._ 1-00 35-08 - JOB NAME : 17-D POLYGON Dl1 - � ,' Scale: 0.1689 C.,....,�ryer. /,.., - WARNINGS: GENERAL NOTES, unlessotherwisenoted. .77 ORE •GON �, tZ- 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 individual ,,.�ylir /� V �+ Truss: D 11 and Wamings before construction commences. building component.Applicability of design parameters and proper 7�(y "1 �' ,. 2.204 compression web bracing must be installed where shorn 0. Incorporation of component Is the responsibility of the building designer. •)" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the;op and bottom chords to be laterally braced at 11A U L f' Is the re sponsibillty o!the erector.Additional permanent brecing of s o.c.and at 10•o.c.respectively unless braced throughout their length by J"� `i continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown«« 4.No load should be applied to any component ant))after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �{t� +�4 jry(�.{y* SEQ. : K 15 0 4 9 9 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 1 GI�7 1 I GW 1 Cl design loads be applied to any component, and are for"dry condition"of use. T RAN S I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if November 3,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BENI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of piste In Inches. MiTek USA,Inl.iCompaTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EIR-1311,ESR-1988(MITek)