Loading...
Plans (303) \ 3: 3 V SSW R c^1c- MTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-402_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45803910 thru R45803938 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. PROFFss 4t." lNEFR i �29 87022PE y fiAT OREGON rye </a SER �S A. HE��P EXPIRES:06/30/I'7 November 3,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45803910 PL14-402_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:55 2015 Page 1 L ID:L2O9JJu6omRCBuYOhHV69uyFHbu-RzcL8pcgz6ubxJXXaQJ10aGEfxJlecuGOkgFU4yN9oU 3x6 Ii 1-3-4 $ 10 3,R II 13x6 II 1 6 2 7 3 Scale=1:13.1 _ o • 0 N ° i'•, 404• . Ia 5 4 6x6= 6x6= I 3-3-4 I 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl 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 Incl 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=278/0,34=511/0 BOT CHORD 4-5=0/590 WEBS 24=-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(pit) Vert:4-5=-5,1-3=50 Concentrated Loads(Ib) BEd P R OFk-, Vert:6=1007(F)7=1007(F) �� NGIN4- o 87022PE f y SAT OREGO eP Q<U� �O FM BER 'V\ On A. HER�P EXPIRES:06/30/2017 November 3,2015 e F a A WARNING-Verify design parameters and REAL)NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI67473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -- building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing - MITele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualty Cr feria,DS6-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803911 PL14402_UPPER F02 FLOOR GIRDER 1 2 Job Reference loo6onall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:56 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-v9AjM8cSkP0SZT6k87rGZnpJuKUcN_BQEOPo0WyN9oT 1 1-2-0 1 1-9.0 I Scale=1:26.3 2x4 I I 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,// NNNNNII 9 1 N/' I o I ° ° 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 (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=1219/0,2-15=9563/0,3-15=9563/0,3-16=9563/0,16-17=-9563/0,17-18=9563/0,4-18=9563/0, 4-19=13782/0,19-20=13782/0,5-20=-13782/0,5-21=13782/0,21-22=13782/0,6-22=-13782/0,6-23=-10085/0, 7-23=10085/0,7-24=10085/0,24-25=10085/0,8-25=10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=-7656/0,8-11=0/5720,7-11=1402/0,6-11=-3696/0,6-12=0/1281,5-12=-1875/0,4-12=0/1556,4-13=-4123/0, 3-13=-1888/0,2-13=0/6849,2-14=-7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ����0 P R(?Fess 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4-4-15,1007 lb down at 4-10-2,114 �Co ‘,,,‘GINE - at - /p lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 808,114 lb down at 9-1-8, �� 29 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 $70 2PE r" 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 (I) ,( /V - 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1,00 . A), 4REG N r)� �/ Uniform Loads(plf) 'F �`M �� \� Vert:10-14=-5,1-9=50 0O BER Concentrated Loads(Ib) Vert:9=-1027(F)8=1027(F)7=114(6)6=114(6)5=114(B)3=1033(F)2=1147(F=1033,B=-114)15=-114(B)16=-637(F) `S A. HE 17=-114(B)18=1007(F)19=114(B)20=-1007(F)21=-637(F)22=1027(F)23=1027(F)24=-1027(F)25=114(B)26=114(B) EXPIRES:06/30/2017 November 3,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mi. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,OSIS-89 and BCSI 6utldIng Component Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sate 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803912 PL14-402_UPPER F03 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:57 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-NLk5ZUd4Vj8JAdhwirMV5?LeSk?WGYwZT29LYyyN9oS 1-6-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N o N A 4 3 1.5x3 II 3x4= I 1-9-4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 *`** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=451Mnth n cal,3=45/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,..,, ,tiNGNE' `r�o2 2z FR 870 2 P E vt- to a 7 0'oJ, OREG N ti�OWN 90 $'4 or,Os A. HE.0 EXPIRES:06/30/2017 November 3,2015 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/01/2015 BEFORE USE. ' , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not 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 chordmembers only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inlormalon 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 R45803913 PL14-402 UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:58 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-rYHTngeiGl GAonG6FYtkeCunHBD?rtHjiiuv5PyN9oR 1-o-8 II 2-0-0 1 Scale=1:37.9 3x4= 5x6= 1.5x3 II 4x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 4x5= 3x4 II 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 o e e a -AL- % d .i / \ / X / N. ./f \ / N— 0 0 d ''''f' N 21 20 19 18 17 16 15 14 3x4 II 5x5 = 4x6= 3x6 FP= 3x5= 3x5= 4x6= 3x6= 1.5x3 SP= I 22-2-0 I 22-2-0 Plate Offsets(X,V)— 11:Edge.0-1-81,121:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=970/0,1-2=-615/0,2-3=-615/0,3.4=2111/0,4-5=2111/0,5-6=2806/0, 6-22=-2806/0,7-22=2806/0,7-23=2693/0,8-23=-2693/0,8-9=-2693/0,9-10=1772/0, 10-11=1772/0,11-12=1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=1341/0,12-15=0/1035,9-15=-747/0,9-16=0/498,5-17=0/346,5-19=-593/0, 3-19=0/885,3-20=1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 lb down at 12-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��G�cp P R Qpr. Uniform Loads(plf) Vert:14-21=-8,1-13=80 .Co NGINEE /O Concentrated Loads(Ib) �c? ' R 9 Vert:22=-5(B)23=5(B) 87022PE y �'oj, OREG N q::'AO 9 /c� O, �ER 1' �Q OS A. HEC`�P EXPIRES:06/30/2017 November 3,2015 I I a ®WARNING;-Venfy 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 Mlfek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of.design parameters and property incorporate this design into the overall - building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TT ek_ - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803914 PL14-402_UPPER F06 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:59 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Jkrr AfK1KOOQxrJpGOzBQR?HYg_aSvswMeSdryN9oQ 0-1H8 Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ■ o e a 0 - - 0 0 0 e '• C 0 a o p - ti 42 d I d c4,1 N uuuVu _ - - - - uuv �.r�r ow- 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= / 1-4-0 1 2-8-0 1 4-0-0 i 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 118-8-0 1 20-0-0 1 21-4-0 1 22-8-0 23-5-121 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress 1ncr 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. �2co' AG NS4- SAO �<4. 87022PE �f cP cv , N �y �A>, OREG•N tic:' <U 'PO '�BER \\ ' ' OSA. HE , EXPIRES:06/30/2017 November 3,2015 ■ 1" rt• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �x - Design void for use only with M7ek®connectors..This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only.Additional temporary andpermanentbracing 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/IPl1 Qu 7777 Greenback Lane ably Criteria,DSB-89 and BC51 Butiding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HetgMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803915 PL14-402_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:46:59 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Jkrr AfK1K00QxrJpGOzBQR?FYg?aSvswMeSdryN9oQ 004 1 2 3 4 Scale=1:13.0 J — _ 10 N 9 8 7 6 5 I 1-4-0 2-8-0 I 3-8-8 I 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All,plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �� Ep PROFFLS �k�'\�� t.. N EFR s/p1" 8 II 2PE l cif 5Nt . (1‘NEAT OREGO 2 0/ 'AO FM8 E R 1O On A. HER ° EXPIRES:06/30/2017 November 3,2015 t i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. - - 1* -Design valid for use only with MB-eke connectors.This design is based only upon parameters shown,and is for on individual building component,not -a truss system.Before use,the budding designer must verity the applicabi ity-of design parameters and properly incorporate this design into the overall - 'B' - - - butding design.Bracing indicated is to prevent buckling otndividual truss web and/or chord members only.Additional temporary and permanent bracing -.Milek - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see., ANSI/Till Quarrfy Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahls,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803916 PL14-402_UPPER F09 GABLE 1 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:00 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-nwPDBWgzoeWt15QVNzvCjdz9By0AJv7?90N09HyN9oP Dir8 Scale=1:39.B 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 d I I� N I I I IB 42 I rB 1 ilk- li 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 122-8-0 1 24-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 140. 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incl 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 I LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 24-3-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��� O P R opFss �� �NGI NEAR /'2 87022PE 91— yc.1=Aj OREGO ryc'. 1.41\/ �O FM$ER 1� �Q �S A. HER�P EXPIRES:06/30/2017 November 3,2015 4 ®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 MOeks 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 1��1 building design. Bracing- indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'ek' -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Q.11 Qualify Criteria,DS11-89 and ICS!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 R45803917 PL14-402_UPPER F10 GABLE 1 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:01 2015 Page 1 ID:L209JJu6omR C BUYOhH V69u),FHbu-F7zcPsgbZyeldE_hxgQRGrWLiLMT2M090f7Zi kyN9o0 Scale=1:26.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • e o 0 0 0 0 0 o Lp e o • 30 m o d d Cu N 0 29 • o o e a e o e o X re e o i 1VVC CXXXXXXXXXXXXXXX o X xx� x '\XX � Y Y�X �WXXXXx- 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1 1-4-0 1 2-8-0 I 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 I 13-4-0 1 14-8-0 1 16-0-0 i 17-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). REACTIONS. All bearings 17-3-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Cz c <�NG NEER 0 /,2 C48 9 2PE 1 9" cn r�' N 5y fiAl, OREGO ti 0<V 'A0,-,�'LrBER \' S A. HO; C4P EXPIRES:06/30/2017 November 3,2015 mama ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. a, Design void for use only with MiTek(a connectors.This design is based only upon parameters shown,and is for an individual building component,not 'o trusssystem.Before use,.the building designer must verify the applicability of design parametersand properly incorporate this design into the overall `- -� building-design.Bracing indicated is to-prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - -` is always required for stability and to prevent collapse with possible personal injury and property damage.for general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PIl Quality Criteria,D58.89 and BCSI Building Component Guile 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus HeightsCA 95610 Job Truss Truss Type IQ1Y Ply POLYGON R45803918 PL14-402_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Tress Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:01 2015 Page 1 I D:L2O9 JJ u6om R C B uY Oh H V69uy F H b u-F7zcPsgbZy a ktE_hxg Q R Gr W Ln LM U2 M P9Of7Zi ky N 9o0 01133 Scale=1:18.4 1 2 3 4 5 6 7 8 9 20 s- 0 2 d A e e _ o e e 18 17 16 15 14 13 12 11 10 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 19-9-12 i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 9-9-12. 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. 6)CAUTION,Do not erect truss backwards. <<c. -"s RD cs �NGINE�'7' is 444 2 870 2PE 9r y �'oj, OREG N (yam 11 90 �MQER -0 \O OSA. HO\ EXPIRES:06/30/2017 November 3,2015 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mnek®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 andproperly incorporate this design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803919 PL14-402 UPPER F12 Floor 8 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:02 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-JJX_cChDJFmbHOZuUOxgo23UOleynilldJs6EAyN9oN 0-1-8 H I 1-64 I I 2-6-0 I Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e N15 M \ NIIINIIIIIN 1.1111.°11.1°11°V N11111111111111t V NIIININ- 0 0 NM - oz.- _ _ N 14 • o o a 12 11 10 9 1.5x3 II 4x5 = 3x5 = 3x5= 3x4= I 17-3-0 I 17-3-0 Plate Offsets(X,Y)— 1.1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=748/0-5-4,9=748/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-749/0,14-15=-749/0,1-15=-749/0,1-2=611/0,2-3=611/0,3-4=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. 14.:c:3.. � ......\AGINEE'V / .7 870 2PE , � N cv 7 <c'. .... N .-6)., OREGON (15) it.i 'Pon FMoER \` ,O S A- HE?' EXPIRES:06/30/2017 November 3,2015 t 4 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2010 BEFORE USE. Mil, Design valid for use only with Wel*connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use.the budding designer must verify the applicability of design parameters and properly incorporate this designinto the overall building designs Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quarrly 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 R45803920 PL14-402_UPPER F13 Floor 11 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:03 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-CV5MgYir4ZvSuY8425TvLGbdz9wOW5jSrzcgmcyN9oM p-ID-81 2-6-0 i 0-1.j8 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 V ..NNt 7 ..So\N V N.,,, / Ns.... b s.N 'To e o aG 0.0 � 21 20 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4= 24-3-0 i 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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. (lb/size) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=1712/0,4-0=3137/0,5-6=-3137/0,6-7=3331/0,7-8=3331/0,8-9=2298/0,9-10=2298/0, 10-11=2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=294/0,4-16=0/710,4.18=-1056/0,2-18=0/1474, 2-19=-1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •c`c ' &NEERswo 2 870 2PE 9 cv - N�Aj, OREGO qo <v�V 9O �cM8ER '\\ �O �S A. He?, EXPIRES:06/30/2017 November 3,2015 4 .ar ®WARNING-Verify design parameter;and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. . 1411 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SP11 Qually Crleria,DSI-89 and SCSI Building Component Suite 109 Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803921 PL14-402 UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mira Industries,Inc. Mon Nov 02 14:47:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-ghlklujTrtlJWiijGcp_8uT8ocZFRFY6b4dLD13yN9oL 0-1-8 H 1 1-1-12 1 2-6-0 1 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 2 E d ' 3s � / NNt77NNVtd- a 2NN: a m e e 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 1 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TOOL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. 2 870 2PE 9r". N cv e M�-$, OREG N etc? 4u 90 cctijoER \\ ‘'� OS A- HE EXPIRES:06/30/2017 November 3,2015 I ®WARNING-Verity 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 Mrrek®connectors.This design is based only upon parometers.shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '- -building.design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 QuaBly Criteria,DSII-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803922 PL14-402_UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Nov 02 14:47:04 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFpH�bbu-u-ghfkl ufTrt1 JWijGcp_8uTBg6ZMGFjOb4dLD13yN9oL 1.5xi II 0-10-8 I 2-6-0 1.1ux3 If' 1 2 3x4= 3 Scale=1:13.0 I♦-_ 111 111 M„ II III 7 M� 1.5x3 = Q r ;; 1.5x3 = WVA Mil 6 MIE ,/ 5 , 3x4= 3x4= 0013-9-0 I 0.1 3-7-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "'*"' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 4=154/0-5-4,5=154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 0, RP Ope ���� �NGINEF92a29 4c 87022PE / 5.y 4)), OREGON cp s0OFiyBER \\ �O S A. i-iE EXPIRES:06/30/2017 November 3,2015 t / . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 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 butding designer must verify the apptcab ity of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing '.Mitek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T811 QuaBty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty IPly POLYGON R45803923 PL14-402_UPPER F16 FLOOR 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:05 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-8uC6FDj5cA9A8sISAW VNQhhzYzb?_?61JH5mrVyN9oK 141 2-6-0 I Scale=1:41.8 4x6= 1.5x3 I I 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 N., G rr e e - 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)— 119:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code 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. S���NG N ER`r�0 2 ' z-c-44 870 2PE 9 cv y N�Aj, OREGO ti,4, tC ME3ER .% �s A. HECk EXPIRES:06/30/2017 November 3,2015 I I id. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Muck®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tPIl Qualify Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803924 PL14-402_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:05 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-SuC6FDj5cA9A85ISAW VNQhhw5ze9_671JH5mrVyN9oK 0-1-8 RI* I 2-5-8 I 2-6-0 Scale=1:27.9 3x4 I I 1.5x3 I I 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 B 15 X JJ I.NIIIIII" - VI-.1111IN - IIIIZ-N111114110" § 0 0 T2? N ry X 14 e I- o a 13 11 10 K 1.5x3 II 3x5= 3x5= 3x4= 3x6= 0-7-4 j� 1 I 16-0-12 0-5-125-12I 15-5-8 0-1.8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BOLL 0.0 Rep Stress Ina NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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),12e1125(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=1249/0,4-5=-1249/0,5-6=1256/0,6-7=1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=-955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ‘, ,0 PR OFF Uniform Loads(ptf) 3 Vert:9-13=-8, \Co N3)NEF,Q `r/ p Concentrated Loads(Ib) �� 2-9 Vert:1=-400(F) Ct.' 870 2PE r" 7 N 's N °'O), OREGON c)�O4/ �O AMBER \'� On A. HEC)% EXPIRES:06/30/2017 November 3,2015 + A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �y a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPf Quaily Criteria,DS6-89 and BCS1 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 R45803925 PL14-402_UPPER F18 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Nov 02 14:47:06 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-c4mVSZkjNUH110tfjEOczuDA5M1 IjZXuXxgKNxyN9oJ I 1-7-0 I I 2-3-0 I 0/48 Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 a 1 12 0 0 d N 0 o- 0 11 1 9 8 X 3x5= 3x5= 1.5x3 II 3x4 = I 11-2-8 11-2-8 LOADING(pst) 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 Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=482/0-2-12,7=482/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-480/0,1-2=391/0,2-0=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. ri Cz�`o \AG NE9 ` o 870 2PE /S '� z N yx-02, OREGON (IS) <uu' 9C FM8 E R 11 N" OS A. H - EXPIRES:06/30/2017 November 3,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi'.. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qu ably Gtierla,DSB-89 and BCSI Building Component 7777 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights.CA 95610 Job Truss Truss Type City Ply POLYGON R45803926 PL14-402 UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Nov 02 14:47:07 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-4GKtgvlM8oPuN9SrHxXrV6mKemIZSWJI mbatvNyN9ol 0-1-8 a18 H 1-7-8 I I 2-6-0 I Scale FI 1:38.2 4x4= 3x4= 3x4 = 3x4= 3x6 FP= 306 = 1 2 3 4 5 6 7 89 10 11 :Z [2 - 1r: A 31 3:+\\\ ., 22 0 NN A VAIIIIIh 1 w 'AIIIIIIIIIII21 014 it:- EN lirl 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:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl 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 Incr YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=1490/0,10-13=0/1097,7-13=-686/0,7-14=0/334,5-15=-425/0,3-15=0/840,3-17=-1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-v0 P R OFFss ,N-T �Nt'INfi9 /3 8 • 2PE 1 t' , yA.T OREGO q /14, 9o, 443 ER 1,' O OS A. HO), EXPIRES:06/30/2017 November 3,2015 oIMMO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1£ Design valid for use only with M7ek®connectors.This designs basedonlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss-web and/or chord members only,Additional temporary and permanent bracing BL/�Mile.k . 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,051-89 and SCSI Building Component Suite 109 Safety IntormaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803927 PL14402_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-YTuFtFm_v5Xl?J11 rf242JJWQAgDBQGB?FJRRgyN9oH p-s-4 1 2-6-0 I 0-11{8 Scale=1:41.8 355= 1.5x3 II 356 = 3x4 I 14x4= 1.5x3 I I 3x4= 1.553 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 o® g 2 c �— c_ ,, O - i ..o. 21 o eio, NN Z \ N '1 7 Z. A 20 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= I 246-4 I 24-6-4 Plate Offsets(X,Y)- 11:Edoe,0-1-81.(12:0-2-0,Edgel.120:0-1-8,0-1-81,121:0-1-8,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=-1142/0,2-3=-1064/0,3-4=-1064/0,4-5=1969/0,5-6=-1969/0,6-7=2102/0, 7-8=-2102/0,8-9=-1468/0,9-10=1468/0,10-11=1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=1044/0,11-14=0/758,8-14=-503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=-729/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��cj) P R Or'- Uniiform Loads(plf) c,� G(NE- - s� Vert:13-19=-5,1-12=50 „� t�N ,q 02 Concentrated Loads(lb) Gr✓ 17 Vert:12=-1129(B) 870 2PE r N cv y SAT OREGON 9.5)Q<Ui �O F 11ER �1 °S A. HEck EXPIRES:06/30/2017 November 3,2015 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. El Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designermust verify the applicabilityof designparameters and property incorporate this design into the overall - IYiA�� building design.Bracing indicated is to prevent buckling of individual truo web and/or chord members only.Additional temporary and permanent bracing MiTek"erk 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/T111 Quality Criteria.DSB-89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803928 PL14-402_UPPER F23 Floor Supported Gable 1 1 Job Reference rotational) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:08 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-YTuFtFm_vsXI?J11rt242JJYoA14BX8B?FJRRgyN9oH Scale=1:17.5 1 2 3 4 5 6 7 8 I 9 If. L J 0 a 0 J O d o c:, d N a Fa a a OI F .. .. . .. ..... ..... .. .. .. ... .. . . .... .. . .. 18 17 16 15 14 13 12 11 10 I 10-7-8 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 10-7-8. BRACED AGAINST LATERAL MOVEMENT(I.E. DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9,0 PROF . 1442 Q 870 2PE 9‘— N y �Aj, OREG N cio N4i APOn''4I8ER \\ S A. HER ' EXPIRES:06/30/2017 November 3,2015 i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1 Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the bulding'designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 4 to prevent buckling of individual truss web and/or chord members only:.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 QuaMy Criteria.DSS-89 and--BCSI 8ufding 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 R45803929 PL14402_OPPER F25 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:09 2015 Page 1 I D:L2O9JJu6om RCBuYOhH V69uyFHbu-OfSd4bncgPfccTcEPMZJ bXrgDa_BwrKKEv3_GyN90G 1 t-5.0 11 2S0 1 Scale=1:38.7 1.5x3 II 4x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 3x4 = 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 ..\o • • e o . o d d N i . O O e 1p 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4=- I I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— 11:Edae,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=76610,2-3=-766/0,3.4=2432/0,4-5=2432/0,5-6=2861/0,6-7=2861/0,7-8=-2063/0, 8-9=2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,15-16=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=1475/0,10-13=0/1081,7-13=-670/0,7-14=0/319,5-15=-440/0,3-15=0/855,3-17=-1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C��co �cNG(N4- o 87022PE 91-"" / U) ?'y � N 'oj, OREGON cy� � 9FA �O On,, BER \\ A. HE# EXPIRES:06/30/2017 • November 3,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not -a truss system.Before use,the budding designer must verity the applicability-of design parameters and properly 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 7777 Greenback Lane fabrication,storage,delivery,erection andbracing of trusses and truss systems,see ANSI/1PI1 Qua8ly Criteria,058-89 end SCSI Building Component - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Sure 109 Citrus Heiahis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803930 PL14-402_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:09 2015 Page 1 • I D:L2O9JJu6om RC BuY0hHV69uy FH bu-OfSd4bncg PfccTcEPMZJbXrhma4Uw_4KEv3_Gy N9oG 1.5x, II 2-1-4 I 2-6-0 II 1 2 3x4= 3 Scale=1:12.9 J L 5 4 3x4= 3x4= 1 4-10-4 I 61 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. wo <c 9 2v ¢ 870 2PE N ,N A, -7 �'O), OREGON cls k, "P ,-./�O On 1 A. HES'0P EXPIRES:06/30/2017 November 3,2015 ter. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - .. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the • 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaNy Criteria,DSI-89 and ICS!Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heiohis.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803931 PL14-402_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:4710 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Uro?IxnERjnTEdAQy35Y7kOq 1_IkfGgUSZoXWiyN9oF 1 1-3-4 1 2-6-0 1 Scale=1:42.8 1.5x3 I I 4x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 II 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 9N 0 5 - / N. I 7 'Ns 7 N .41T 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4= 1.5x3 SP= I 24 -4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ltd 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 Ina YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1902/0,3-4=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. w) PRope 2 87022PE 9re N y ��, OREGO q�jo�N 9O, �'yBER 11 V. OS A- HECA EXPIRES:06/30/2017 November 3,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rec.10/03/2015 BEFORE USE. M,. 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 t, building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only.Additional temporary and permanent bracing - Mi iT ek - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,058.89 and SCSI Bonding Component 7777 Greenback Lane Sure 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R45803932 PL14-402_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:11 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-z2aOVHosCOvKsnlcWncngyx3aNmrOuodhDY529yN9oE I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L ., 1 1.5x3 II 3x4= 1-3-8 0-0-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 °° 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `rr 2 r 87022PE 9 y �Aj, OREGO ti 047 'Qo FM8ER \1 . OS A- HE EXPIRES:06/30/2017 November 3,2015 I 0 tete ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev,10/01/2015 BEFORE USE. . '' --Design valid for use only with M7ek©connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MaTek� • 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/T%1 Quality Criteria,DSB-89 and BCSI Building Component Safety inform:lion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45803933 PL14-402_UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference(_optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:11 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-z2a0VHosCOvKsnlcWncngyx3fNmsouOdhDY529yN9oE I 0-11-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o - o 41:!i 1.5x3 II 3x4= pp 1-2-4 040-3 1-2-4 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c�`Co� AGNF9 % 29 4c 870 2PE 7-(=>AP 'ill OREGO . Q�ti Oh OBER Al S A. Hec" EXPIRES:06/30/2017 November 3,2015 A I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracingindicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1T Qk" - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,defvery,erection and bracing of trusses and buss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane 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 R45803934 PL14-402_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:12 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-RE8mjdpUzK1ATxKp4U70C9TDpn617LemwtHeabyN9oD I 1.6-4 1.5x3 II 1 3x4= 2 I Scale=1:13.2 L� 0 i N T ••♦••.♦.♦♦•.••••♦'••♦ 1.5x3 II 3x4= uu 1-9-4 o-fY4 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c� PROre S \�� 0,GI NEER we22444 -9 ct 870 2PE -7NEAT OREGO ti QtN 9O �M8ER V\ On a- He?' EXPIRES:06/30/2017 November 3,2015 s I •=rano_ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Mil Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria,DSB-89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803935 PL14-402 UPPER F43 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:12 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-REBmjdpUzKIATxKp4U70C9TDbn667LemwtHeabyN9oD 1.5x3 II 1 454 = 2 Scale=1:13.3 O 4 3 1.5x3 II 4x4= 0-11-0 0-d-2 0-11-0 Plate Offsets(X,Y)— 11:Edge,0-1-81.F3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl 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. (lb/size) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ����O PR°Fess �co ANGINEF9 wO o.5 87022PE SAT OREGO 10 0N 111 °S A HREP EXPIRES:06/30/2017 November 3,2015 4 A WARNING-Verify design parame fern and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MiTek* -building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - 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 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 R45803936 PL14-402 UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:12 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-RE8mjdpUzK1ATxKp4U70C9TDUn657LemwtHeabyN9oD 1 0-10-0 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 N ....•• ♦♦. IP 1.5x3 II 3x4= 1-1-0 02 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/1-1-2,3=26/1-1-2,3=26/1-1-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c��c , 3 N L- - cc 87022PE 9r' y �4j, OREGO Q�•ti 9O �M8ER \� .� OSA HE , EXPIRES:06/30/2017 November 3,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 ree.10/03/2015 BEFORE USE, , Design valid for use only with MTeks connectors.This design is based only upon parameters shown,and is for an individual building component,.not a truss system.Before.use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - ��■ ,! _ - _. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MireR• - - 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 ANSIITPll Quality Criteria,051-89 and BCSI Building Component Suite 109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803937 PL14.402_UPPER F45 FLOOR SUPPORTED GABL 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:13 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-vQh8wyg6ke9154v?eCeFINOOtBSIsotw8X1C71yN9oC 1 1-3-0 1 1.5x3 11 1 3x4= 2 Scale=1:13.2 d N ♦♦♦...♦.♦.♦♦.♦♦%•.♦ 1.5x34 ���� 11 3x4= 044 1-6-0 I 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 ***" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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. ������NG INE. % 2 87022P 9r. I cv 5.-y �A S OR GON e'AOn�c41i s 4\ O S A. HO\�P EXPIRES:06/30/2017 November 3,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mi. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ntal( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSI-B9 and SCSI IulidIng Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45803938 PL14-402_UPPER F47 FLOOR SUPPORTED GABL 2 1 I Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Nov 02 14:47:13 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-vQhewyg6ke9154v?eCeFINOOTBSMsotw8X1C71yN9oC 7x10 II 1 2 Scale=1:13.3 0 0 t�� C ' ..- 4 4 3 7x10 II p 0-7-4 1 0-0-4 0-7-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,14:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.00 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight 9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purling, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=14/0-7-8,3=14/0-7-8 FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(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. ��-- PR°F 6's 87022P�44 9t' i N 7 "cj, ORCON ti� �� -P ,14 ER 11 �O �`S A. HE��P EXPIRES:06/30/2017 November 3,2015 4 I ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.10/03/2016 BEFORE USE. ` Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and Is for an individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -- 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 horn Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimens Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y (Drawingsnsioshown notin to scale)ft-in-sixteenths offsets are indicated. I Damage or Personal Injury MilliDimensions are in ft-in-sixteenths. NIL Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0_�/16r 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I Minillit_ O •• fa_( bracing should be considered. �-� O 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate 7-8 c6-7 c5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 ''U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but © 16.Do not cut or alter truss member or plate without prior *MO reaction section indicates joint 2012 MiTek�All Rights Reserved pproval of an engineer. aril number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11 ►_� 18.Use of green or treated lumber may pose unacceptable 1.-_:;a4 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MITekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-A 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: K1504797 thru K1504865 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �(( c O PR OFFss ENGINE A 9 89782PE 7 OREGON q� 9;gLAIR Y15 ¢' PA UL 1/E- x/311201 November 3,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1,6, Unbalanced live loads have been Truss designed fox wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 9-02-08 7-03 T f T 12 IIM-4x4 12 14.00 377\14.00 11.11 �Al o III 5 O I• M-3x4 c O P R pxFss - y ), ), ra GINE 1-00 16-05-0e 1-00 w�.` N �;Sy 9 c :9782PE 1.- JOB JOB NAME : 17-A PLAN - Al . Scale: 0.2531 . ' et ANAIWARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder end erection contractor should ba advised of all General Notes 1.This design la based only upon the parameters shown and la for an individual -4,. !REG ON , Truss: Al and Nhminga before construction commences building component.Applicability of design parameters and proper / (B 2.204 compression web bracing must be IcRalbd where Mown+ Incorporation of component is the responsibility of the building designer. .A� aAy A r V y,-aye. 3.Additional temporary bracing to knure stability during conetruabn 2 Design assumes the lop and bottom cholla to be laterally bread et 7 J � -` la the responsibility of the erector.Atldinaeel permanent bracing of 2'o.c.and et 70 c.c.respectively unless braced throughout their length by i V DATE: 11/2/2015 the overall.tmaure N the re slbN I the buildingcontinuous sheathing or later as plywood requirede ia where sown) •dryweN(BC). �" '(4 + 1. apon NY o designer. 3.2a Impact bridging or talent bracing where shown�• v 1.. SEQ.: K 15 0 4 7 9 7 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss lame responalbnlry of the respective contractor. faSenere are complete and at no time should any loads greater than 5.Design eeaumee Misses are M be used in a nontanoslve environment, TRANS ID: LINK design loads be smiled to any component. end are for"dry condition.of ala. y(� (� 12/31/2016 B.CompuTrts has no wntol over and assumes no responsibility for the 5.Design assumes fug bearing at all supporta.haven.Shim or wades if EXP I RES: . fabrication,hanng,shipment and metatetian of components. 7.ledgn assumes adequate drainage is provided. November 3,2015 B.This design is furnished milled to the limitations set forth by 8.Plates shall be located an both faces of truss, w s,and placed their center TP WaTCA In SCSI,wpbs of which will be furnished upon request, lines coincide with loin center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values aee ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 81013TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-168) 496 3-7=(-311) 304 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-694) 217 7-8=(-115) 266 7-4=(-286) 492 WEBS: 2x4 KDDF STAND 3-4=(-529) 296 7-5=(-179) 255 LOADING 4-5=(-514) 300 5-8=1-660) 227 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 103 8-6=( -99) 81 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 820V -302/ 349H 5.50" 1.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16'- 5.5" -107/ 684V 0/ OH 5.50" 1.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-02-08 7-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T I I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-08-10 4-05-14 4-05-14 2-09-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.014" @ 9'- 2.5" Allowed = 0.777" T MAX TL CREEP DEFL = -0.022" @ 9'- 2.5" Allowed= 1.036" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.006" @ 16'- 2.0" 14.00 a 14.00 MAX HORIZ. TL DEFL = 0.008" @ 16'- 2.0" 4 4.0" PL 8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26ft, 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. AM-i. M-3x4I1)froel M-1.5x3 , 0 1 0 O O 1 i _ N y O 7 --8 I O M-3x4 M-3x8 M-3x4 9-02-08 7-03 y y y � �NG1vE '7 fO, 11-00 16-05-08 p 'cc' 89782PE re JOB NAME : 17-A PLAN - A2 '„ �,�( \'.�.."�"^"�-! ' Scale: 0.2372 ,,.. •11111, WARNINGS: GENERAL.Tbi.design Is NOTES, unless(Weak*the parameters "p' OREGON 1.Builder end erection contractor should be advised of all General Notes 1.This tlesign Ie based only upon the peremeten Mown and la for en Individual �f+ ry� ' Truss: A2 and Warnings before construction commences building component.Applicability ofdesign parameters and proper ✓/' (1U 2.1x4 compression web bredng must be Installed where shown 0. incorporation of component k the reapanebglty of the building designer. �� V/f[� Ir: V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be Ielera a braced at 'l/1 Y :7 Is Me responsibility of the erector.Additional permanent bracing of T o.c end et IS o c.rsuch..sly unless brecotl throughout r dryeit length by /.a continuous eheelhing such es plywood Ghee odrersC)and/or drywall(BC). +/+/1 1 1 L l\ DATE: 11/2/2015 the overall structure is the recponeblay or the building designer. 3.Dr.Impact bridging or lateral bracing required where shown+0 r"{f�J 4. SEQ. : K 15 0 4 7 9 8 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are compete and at no time should any mads greater than 5.Design assumes tmeses are to be used in a noncerroeIve environment, TRANS ID: LINK tleegn loads be applied to eny component, and are for"dry condition"of use. 5.comp"True has no control over end assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.SM1imorwedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. '.PesieShellbeassumes adequate enbeth'face'.Ruse,aned. November 3,2015 8.Thla design Is furnished subject to me limitations set forth by 8.plates shall be located on both faces of Iniac,and placed so their Anter TPI/WTCA in SCSI,copies of which veal be furnished upon request. Dins coincide with AIM center linea. 9.Diglls Indicate size of plate In Indies. MiTek USA,Ino./CompuTrns Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 Bee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 39-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 8=(-910) 3618 8- 3=( -2) 152 11- 7=( -768) 3542 BC: 2x8 KDDF #1&BTR 2- 3=(-6114) 1354 8- 9=(-910) 3618 3- 9=( -140) 340 7-12=(-5872) 1330 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5894) 1404 9-10=(-900) 3708 9- 4=( -758) 3332 2x6 KDDF 42 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4212) 1128 10-11=(-662) 2966 4-10=(-2466) 696 208 DF SS B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=(-4226) 1122 11-12=( -74) 264 10- 5=(-1630) 6074 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=(-4654) 1092 10- 6=( -580) 276 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 470.8)+DL( 340.2)= 811.0 PLF 7'- 0.0" TO 16'- 5.5" V 6-11=( -182) 636 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3470.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1188/ 5242V -293/ 341H 5.50" 8.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -1623/ 7213V 0/ OH 5.50" 11.54 KDDF ( 625) _,r- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: `^/ 9" oc in 1 row(s) throughout 2x4 top chords, )0( 6" oc in 2 row(s) throughout 208 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" ocin 1 row(s)w(s) throughout 2x9 webs, ICON D. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 5'- 10.3" Allowed= 0.777" MAX TL CREEP DEFL = -0.127" @ 5'- 10.3" Allowed = 1.036" 9-02-08 7-03 f f >( MAX HORIZ. LL DEFL = -0.007" @ 16'- 2.8" 3-04 2-09-12 3-00-12 3-05-11 3-09-05 MAX HORIZ. TL DEFL = 0.013" @ 16'- 2.8" T T 1' T T T 12 12 M-5x6 Design conforms to main windforce-resisting 14.00 7 N14.00 system and components and cladding criteria. 55.0" Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, is(I i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, @ HANGER BY OTHERS TO APPLY Truss designed for wind loads CONC. LOAD(S) EQUALLY TO ALL MEMBERS. in the plane of the truss only. M-3x6 9 11M-3x4 + LATERALLY BRACE TO ROOF DIAPHRAGM. + 204 WEB BRACING IS REQUIRED. M-3x5 111111 /,r M-4x8 M-5x16 `1' 1M Gia ilii�1 01 j, iimmummimpo pumiminyj 10 - 11 - 12 O PPQ1Ce I M-1.5x3 14-7x12 =M-10x10 M-4x10 M-3x10 b 1 o (3970# 8 ,L Jr J' ` jx..GINE-e- `S gyp_ 3-02 -04 2-08 3-04-04 3-09-03 3-05-13 �Cj V R 1-00 16-05-08 y 4t' :97 $2PE 1-- Wedge required at heel(s) • JOB NAME: 17-A PLAN - A3 "'� Scale: 0.2010 Allif .s,� {/� �yfN N. WARNINGS: GENERAL NOTES, unlessotherwdee noted I'�.. ✓ "`E_'""'�'"12 �}.. 1 Builder end erection contractor should be sdvhed of all General Notes 1.This design is based only upon the parameters shown end Is for an indivkuel /9 �� r (+ uCJw`. Truss: A3 and Warnings before contraction commences. building component.Applicability of design parametereend proper T Tt�_ J ,. 2.254 compression nab bracing moat be installed where chews+, incorporation of component Is the responsibility of the balding designer. -1 �y 4 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced al PA V l- ( v Is the responsibility of the erector.Additional permanent bracing of Dec. and at t tl OA respectNely unless braced throughout their length by `y DATE: 11/3/2015 the overall structure is the responsibility f the desi net continuous5(ect or such as plywoodrequired shown+r•wall(BC). o balding g 3.2x Impact bridging or leterelbreGng requlrod where"Macon++ SEQ.: K 15 0 4 7 9 9 4.No load should be applied to any component until after ell bracing end 4.Installation of trues is the responibtny of the respective contractor. fasteners are compete and et no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS ID: LINK design leads beappiedto any eernpenent. and are for dry conditionmase. EXPIRES: 1 /3112016 5.Com WTassumess has no control over and assumes no responsibility for the 8.D�sign assumes NI bearing at all supports shown.Shim or wedge n rabris.gon,handing.ahipmentendinaspatienofcomponents. November 3,2015 7 Design assumes adequate drainage Is haw, an B.This design Is furnished subject m IM limitations eel forth by 8.Plates shell be basted on both faces of truss,antl placed so their center TPIANICA In SCSI,copes of which will be furnished upon request. lines coincide with taint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pate design values see ESR•131 I,ESR-/988(MITek) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 11'– 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE' #1SBTR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. SON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (ADD Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 3EING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON–CONC'_PRENTLY. complete specifications. 5-07-08 5-07-08 -f NOTE: DESIGN ASSUMES SHEATHING 12 IM-9X4 12 TO ONE FACE. 19.00 1 2 N14.:.1 /i1OI f - :-+ ri M 4 5 ?1/40) J• 1-00 y 11-03 y l–oo l ', ‹e„ 4) �."9 s'27 �" :9782PE 9c • JOB NAME : 17—A PLAN — B1 Scale: 0.3985aw� WARNINGS: GENERAL NOTES, udass othernise noted. ! OREGON M1). Truss: B 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based cnly upon the parameters shown and Is bran Individual ��y� (' J 2�t2� and Warnings before construction commences building componem Applicability of design parameters and proper "S71 j 2.2,4 compression web bracing must be Installed where shown+. incorporation of wn'pcnenl b me responetshtR attire building designer. It 3 Additional temporary bracing b Insure stability during construction 2.Design assumes the,op and bottom chorda to be laterally braced al "I OI Is me responsibility of the erector.Additional permanent bracing et T o.c.and at ICY :ro respectively unless braced throughout their length by T` DATE: 11/3/2015 the secret cincture is the re sibg continuous sheathing•ng such as plywood sheathing(TC)and/or drywall(BC). upon M of the building designer. 3.2x Impact brldging orr erel bracing required where shown++ SEQ.: K 15 0 9 8 0 0 4.No bed should be applied to any component until after all bracing and 4.Installation of ims'a la:he responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumest:.as: esare tobeused banon-corrosive environment, TRANS ID: LINK deAgnloads beappgedtoany componen. endo f drywnigian'ofuEXPIRES: 12/31/2016 5.CompuTrus hae no control over and assumes no responsibility for the B.Design eA,bearingat atlwpporte,hawn.Bhlmarwedg.il November 3,2015 tebrlcailon,handling,shipment and Installation of components. necessary. 7.Design assumes awe date drainage Is truss. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be ed on both faces of Wes,es.and placed so their center TPVW7CA in SCSI copies of which will be furnished upon request. lines coincide with:dint center tine. 9.Digits Indicate size of obits In Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L}E 10.For basic connecter plata design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-212) 212 6-2=(-609) 228 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-405) 195 7-8=( -21) 29 2-7=( -34) 217 WEBS: 2x9 KDDF STAND 3-4=(-905) 145 7-3=( 0) 221 LOADING 9-5=( -6) 196 7-4=( -34) 217 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-609) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 654V -222/ 222H 5.50" 1.05 KDDF ( 625) 11'- 3.0" -70/ 654V 0/ OH 5.50" 1.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 12'- 3.0" Allowed = 0.100" 5-07-08 5-07-08 MAX TL CREEP DEFL = -0.002" @ 12'- 3.0" Allowed = 0.133" ,r 1' j' MAX TC PANEL LL DEFL = 0.168" @ 2'- 10.7" Allowed = 0.520" 12 12 MAX TC PANEL TL DEFL = 0.910" @ 8'- 4.5" Allowed = 0.780" 7M-4x6 14.00 14.00 MAX HORI Z. LL DEFL = -0.002" @ 11'- 1.3" 34.0" MAX HORIZ. TL DEFL = 0.002" @ 11'- 1.3" 48 P� I Design conforms to main windforce-resisting system and components and cladding criteria. s„ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 44111111Ihllhh, M-3x4 2 I I os M O O 1 I til f 8 -/'-1 6'- _' 7 M-1.5x3 M-3x8 M-1.5x3 l l y ?-0 RR OFe 5-07-08 5-07-08 y1-001 11-03 ,1, ..l•l �\�� �NGINEfi�4 5��1.� :9782PE <" JOB NAME : 17-A PLAN - B2v ...000"Scale: 0.3116 ,� WARNINGS: GENERAL NOTES, liras otherwise noted. ar (gyp, J'�/'�I�' ♦4., 1.Builder and erection contractor should be advised of e1 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1 -O f TEGOI s h'.•�}.. Truss: B2 and Warnings before construction commences building component.Applicability of design parameters and proper /f a I j/ 2.h4 compreadon web brodng must be installed where shown+. Incorporation of component Is the responsibility of the building designer "1;5) tJ C qAY:.� ¢ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be IalerolM braced at 7 -4 Ic the responsibility f ihs erector.Additional permanent bract f T o c.ani at 10 o.c.reepediveiy unless braced throughout their length by V lir o P. n9 o continuous sheathing such as plywood ahealhing(TC)andlor drywall(BC). 9 p:A.1 I 1 ;k DATE: 11/2/2015 the overall structure Is the responsiblllly of the building designer. 3.2s Impact bridging or lateral bracing required where Mown++ r""''{{lJ b SEQ. : K1504801 4.No bad should be applied to any component until after all bracing and 4.Installation oftru sIsthh.altoeibltyatteerrespective m me onttraaarneral, fasteners ere complete and at no time should any bade greater than and rassumes condition of use. TRANS I D• LINK design loads be applied to any component 6 Design assumes NI bearing at al supports shown.Shim or wedge if 5.Comptifrus has no control over and assume.no responsIblIfty for thenecessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage 1.prodded. November 3,2015 8.This design Is furnished subject b the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPbV6TCA In 81St.copies of which will be furnished upon request. lines coincide with slit center lines. 9.Digits Indicate size of plate In Inches. Marek USA,Inc./CompuTrus Software 7.6.6(1L)-E I0.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-493) 449 BC: 2x4 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-484) 525 6-7=(-357) 500 1-6=(-419) 482 WEBS: 2x4 KDDF STAND; 3-9=( -24) 11 6-2=( -32) 221 2x6 KDDF 42 A LOADING 2-7=(-497) 359 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 P50 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 595V -330/ 512H 5.50" 0.95 KDDF ( 625) OVERHANGS: 0.0" 0.5" LL = 25 PSF Ground Snow (Pg) - 10'- 9.0" -360/ 674V 0/ OH 5.50" 1.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IE_'2022. M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM C_ 10 PSF. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. vertical members (tion). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See alsjir6get vlans 5-02-12 MAX LL DEFL = -0.006" @ 10'- 2.9" Allowed= 0.492" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" fMAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed= 0.006" 12 MAX TC PANEL TL DEFL = 0.040" @ 2'- 4.6" Allowed= 0.742" M-1.5x3 4 19.00 7 3 MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" M-3x5 MAX HORIZ. TL DEFL = 0.009" @ 10'- 1.5" .4 NOTE: WEB BRACING SHOWN +MAY BE ON OPPOSIDE OF Design conforms to main windforce-resisting MEMBER TO ALLOW FOR CLEARANCE OF GABLE STUDS. system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads M-3xs in the plane of the truss only. M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins /y o of the same size and grade as structural top I chord. Insure tight fit at each end of let-in. Ai outlookers must be cut with care and are M permissible at inlet board areas only. .1 M-3x4 m 5 *+ M-1.5x3 M-3x4 M-3x4 ,?.Q PR aF�s� J. y y y r� GINE -- /p y 5-02-12 l0-09 4-10-12 0-07-08 0 00 os 8"782('E -7 . . JOB NAME: 17-A PLAN - Cl VP' " Scale: 0.2331 WARNINGS: GENERAL NOTES, unless amerwisenoted n ;i,/OREGON n'�;`' t,... 1.Builder and erection contractor should be advised or al General Notes 1.Thle design b based and upon the parameters ehovm and is for an indhldusl "' - C/A h`- r ., '�. Truss: C 1 and Warnings before construction commences. building component Applicability of design parameters and proper 7 '1 R l Y J _y 2 254 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building deelgner. (,V 3.Additional temporary bracing b Insure stability during conandlon 2 Design assumes the top and bottom chords to be laterally braced et -/Ir ' /b U t ^k1. by Is the responsibility of the erector.Additional permanent bracing of continuous ne. ssheathlr.�respectively ply uol d sheet lid)TE)throughout their P le g B). r1 L. 9sueaaeacingo here)e rywe( ) DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or Mead bracing required where shown++ SEQ.: K 15 0 4 8 0 2 4.No load should be applied to any component until after all bracing and 4.Ineteaation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses ere to be used Inc non.oarroNve environment,and EXPIRES:. 12/31/2016 TRANS' ID: LINK design loads be applied to any component. Design for my fullbenrofata. 5.oompuTrushas rocontrol over and eestimesnoresponsibility for the 6.Design aawmesfuWbeadngatellsuppartselrovm.5hlmorwedgslf November 3,2015 ry fabrication,handling,shipment and lnetallalbn 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 buss,and pieced so their center TpIAWTCA M 0051.copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESC-1311,ESR-1 B66(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP-D SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&11TR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=( 0) 57 2-12=( -780) 3052 12- 3=( 0) 289 2x6 RODE #1&13TR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3754) 1025 12-13=( -780) 3043 3-13=(-158) 85 BC: 2x6 KDDF 816BTR 3- 4=(-3460) 1067 13-14=(-1097) 3634 13- 4=(-259) 1136 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=(-1097) 3634 13- 6=(-877) 389 LL = 25 PSF Ground Snow (Pg) 4- 6=(-2962) 951 15-16=( -780) 3043 14- 6=( 0) 542 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 6- 8=(-2962) 951 16-10=( -780) 3052 6-15=(-877) 389 BC LATERAL SUPPORT 4= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)- 94.0 PLF 7'- 9.0" TO 16'- 0.5" V 7- 8=( 0) 0 8-15=(-259) 1136 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 0.5" TO 23'- 9.5" V 8- 9=(-3460) 1067 15- 9=(-159) 85 BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 9-10=(-3754) 1025 9-16=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.D PLF 0'- 0.0" TO 23'- 9.5" V 10-11=( 0) 57 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 7'- 9.0" TC CONC LL( 185.7)+DL( 52.0)= 237.7 LBS @ 16'- 0.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -690/ 2586V -103/ 103H 5.50" 4.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 23'- 9.5" -690/ 2586V 0/ OH 5.50" 4.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. k/ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l 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 = -0.103" @ 11'- 10.7" Allowed = 1.144" MAX TL CREEP DEFL = -0.205" @ 11'- 10.7" Allowed = 1.525" MAX LL DEFL = -0.002" @ 24'- 9.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 24'- 9.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.061" @ 23'- 4.0" 7-08-11 8-04-02 7-08-11 f 1 1 f Design conforms to main windforce-resisting 3-10-06 3-03-10 0-06-11 4-02-01 4-02-01 0-06-11,y 3-03-10 3-10-06 system and components and cladding criteria. +237.70# 4247.70# T f 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 5 M-3x8 7 M-5x6 M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=l.6, 4 6 Truss designed for wind loads El T2 in the plane of the truss only. M-3x9 M-3x9 F SS M-3x8 M-3x8 0 n Nom o I 2 i 12 13 19 16 10 1 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 o M-7x8(S) y y y y y y y 3-08-10 3-03-10 4-10-08 4-10-08 3-03-10 3-08-10 . � PR��rss y y 1-00y �•.�J C.�GI�F�49 ft 1-00 23-09-08 C4 p 782 �/ 8•8 PE �r JOB NAME : 17-A PLAN - D1 /// ' Scale: 0.2561 V, �•/r WARNINGS: GENERAL NOTES, urlassothervasenotetl OREGON 4) -^' Truss: D 1 1.Builder and erection contractor Mould be advised olatt General Notes Thls design is based only upon the parameters shown and la for an Individual ps.`V and Warnings before construction commence. building component.Applicability of dealgn parameters and proper 2.2x4 compression web bracing must be Installed where shown+ 2.Desiincogn aslwmae component�nent la the rcapandbttdy o!the building designer. ,may -4fi y A 8 '" N'. 3.Additional temporary bracing to insure stability during construction 9 p and bottom chortle to be lateralis braced at 7 is the responsibility of the erector.Additional permanent bracing of 2 o c and at IS o.c respectively..eN unless braced throughout their length by DATE: 11/2/2015 the overettatmomrelamer. 21,Impauashggiorwaheapcngreuirsd sheathing(7G) 0noraryw.n(Bc). �� �� responsibility 000ry of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ UL SEQ. : K 15 0 4 8 0 3 4.Na bed should be applied to any component until alter all bracing and 4.installation of buss Is the responsibusy 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 nan<onoNve environment, TRANS ID: LINK design loads be applied to any oompanent. and.re for"dry aandnlan•al use. EXPIRES: (}rj.A/Y�/�.I 5.CompuThrs hes no control over and assumes no responsibility for the 8.Design assumes NI bearing at all supporta shown.Shim or wedge l! 2/3 1/G V 1 fabrication,handling.shipment and instattation of components. 7. 6 Designs sumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both races of truss,and placed so their center TPI7WICA in BC51,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of piste in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea 013-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #115TR LOAD DURATION INCREASE = 1.15 1-2=(-593) 505 5-6=(-828) 913 5-1=(-557) 366 7-3=(-493) 449 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-484) 525 6-7=(-357) 500 - 19) 482 WEBS 2x6 KDDF 2x4 KDDF STA62 A ND; 3-4=( -24) 11 6-2=( -32) 221 LOADING 2-7=(-497) 359 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 595V -330/ 512H 5.50" 0.95 KDDF ( 625) OVERHANGS: 0.0" 0.5" LL = 25 PSF Ground Snow (Pg) 10'- 9.0" -360/ 674V 0/ OH 5.50" 1.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ++ For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-06-09 5-02-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 10'- 2.9" Allowed = 0.492" 1 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 12 4 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" M-1.5x3 MAX TC PANEL TL DEFL = 0.040" @ 2'- 4.6" Allowed = 0.742" 14.00 7 3 MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" " MAX HORIZ. TL DEFL = 0.009" @ 10'- 1.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M �y 1 0 A M-3x4 1 �_ f 5 - 6y /� M-1.5x3 M-3x4 M-3x4 I7 y 5-02-12 y 4-10-12 0-07 08 '1,<'" 1,. PRa�FSs J• 10-09 0-00-08 ��• ,tNCa1NE /Q1 ' 89782PE mc""` • JOB NAME : 17-A PLAN - C2 •• 1 < -•• '• • Scale: 0.2378 111111 WARNINGS: GENERAL NOTEdesign unless upon meter -". OREGON N I.Builder and erection contractor Mould be adwleetl of all General Notes I.This building pbasedn 1.only upon the parameters e r shown and Is for an individual yy7Ty� ^ Truss: C2 and Warnings before construction commences. building component.ApplMablllly of design parameters and proper G 2 er 2.2a4 compression web bracing must be installed where shown e. Incorporation of component k the responsibility of the building designer. .ar)� y: �''],s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be lateralty braced at j. �•L r7 '[ Is the responsibility of the erector.Additional permanent bracing of 2 a.c.and et 10:c.c.respectively unties braced mroughoul their length by DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 2a impact sheathing such as aplywooddng re uir a where s sonandfar tlrywaA(BC). A 3.isImpel bridging or the responsibility required where shown A SEQ. : K 15 0 4 8 0 4 4.No mad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility afthe respective contractor, fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used Ina non-oormewe environment, TRANS I D: LINK design mads be applied to any component. and are for"dry condition"of use. ,A ry JI] /!� 5.CompoTrus has no control over end assumes no reeponsibllty for the 6.Design assumes NA bearing at all supports shown.Shim or wedge EXPIRES: 12/31//2016 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 3,2015 6.This design is furnished skied to the limitations set forth by 8.Plates shall be located on both faces of wss,and placed so their center TPUWTCA In BCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. 5.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-9=(0) 0 BC: 2x9 KDDF 41&BTR SPACED 29.0" O.C. 2-3=(-151) 108 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -129/ 365V -26/ 83H 5.50" 0.58 KDDF ( 625) 0'- 10.8" -130/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "nc spacing. 0-11-09 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP f 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.059" 14.00 ,7 MAX TC PANEL TL DEFL= 0.001" @ 0'- 7.9" Allowed = 0.088" JJJ MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.3" Allowed = 0.197" MAX HORIZ. LL DEFL = -0.001" 8 0'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 0'- 10.8" /1°11° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, r Truss designed for wind loads o in the plane of the truss only. , o IEIVIiiimiiimimimirid LoO i-3x4 1 1-00 3-10-08 'PROVIDE FULL BEARING;Jts:2,3,4 �y p ��� �vNI NE�C� /�� 89782PE JOB NAME : 17-A PLAN - DJ1 - • Scale: 0.7730 --R. WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON ".' 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters Mown and is for an individual OF l I-.1.7 OI4 rye' Truss: DJ1 end Warnings before construction commenwa building component Applicability of design parameters and proper vrZ 2.204 compression web bracing mast be msialbd where shown*. Incorporation of wmpomnt Is the responsibility of me building designer. -1 Gq RY: 15 3.Addelanet temporary bracing to insure stability during conelruction 2 Design assumes n.e top end bottom chortle to be leterelty braced at I - j is the responsibility f me erecldr.Additional permanent bracing of 2'e.c.end et 10 0 respectively unless braced throughout their length by V ty o continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). lr ittU 1+A 1 f l ‘ DATE: 1 1/2/2 0 15 the overall structure Is me responsiblNy of the building designer. 3.2i Impact bridging or lateral bracing required where shown 4* . SEQ.: K 15 0 4 8 0 5 4.No load should be.pilled to any component until after all boring and 4.Installation of truss is the reeponaibfiy of the respe dive contractor. fastener.are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and tin assumeare for"dry s g a of,supportswedge 5.CompuTrua has no control over end assumes no responsibility for the 8.Design NN bearing t N Moven.Shim or if EXPIRES: 12/31/2016 2/31/201 6 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 Glv7 1J 1� 8.This design is furnished subject b the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center TPI/TCA in BES',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate dee of plate in inches. MITek USA•IOc./COmpuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF 0103TR SPACED 24.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 292V -44/ 119H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -94/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) Ou For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.073" T 4 MAX BC PANEL LL DEFL = 0.004" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.6" Allowed = 0.244" 12 MAX BC PANEL TL DEFL = -0.004" @ 2'- 0.6" Allowed = 0.197" 19.00 MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.8" 3 -/ 4Design conforms to main windforce-resisting �4 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed fox wind loads us in the plane of the truss only. 0 • I N O /- vl 0 M-3x4 J. l y 1-00 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,9 I � �O P R OFe 44 • 89782PE 1-- JOB NAME : 17-A PLAN - DJ2 Scale: 0.6280 �'� - WARNINGS: GENERAL NOTES, unless atherwlea natatl C 40 /ry /y Truss: DJ2 1.Builder and erection centred°,should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'q OREGON O" and Warnings before construction commences building component.Applicability or design parameters and proper 15' 2.2s4 compression web bred g must be Installed where shown 4. ,14.3- Incorporation of component la IM responsibility of the building designer. �y ['}� 3.Additional temporary bracing to Insure stability during construction 2.p c c.assumes the tap and bottom chorda to M laterely braced at 7v('� V '1 i/�` Is IM reepenstblNN of the elector.Additional permanent bracing or Z o.c.and at Is o c.respectively unless braced throughout their length by "]' ! y DATE: 11/2/2015 the overall structure Is the responsibility of the building designer, ZrImpact Ossining suchrl b plywood aired where shown tlrywell(BC). �.,a t�� 3. Impact bridging or lateral bracing required where Mown++ J.�UL `- SEQ.: K 15 0 4 8 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-mnosNe environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use, S.CompuTms has no control over and assumes no responsibility for the 6.Des*assumes NII bearing at a9 supports Mown.Shim or wedge if EXPIRES: 12/31/G V 16 fabrication, shipmentand lnsta8allon of components. 7.Design assumes adequate drainage is provided. November 3,2015 e.This design is furnished edged to the limitations set forth by 8.Plates shall be hated on both faces of truss,and placed so their anter TPVW1CA h SCSI,copies of whilch WE be furnished upon request. lines coincide with Joint center linea. MiTek US . om uTrus Software 1 7.6.6 L E 9.Digits indicate size of plate in inches. •4 Inc/Cp ( )- 10.For beak connector plate design values see ESR-1311,ESR-leas(Muck) , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-113) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P50 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PEP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -15/ 308V -63/ 156H 5.50" 0.99 KDDF ( 625) 2'- 10.8" -109/ 105V 0/ OH 1.50" 0.17 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 39V 0/ OH 5.50" 0.06 RODE ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LTD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" 2-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" 1' 1' MAX TC PANEL LL DEFL = 0.025" @ 1'- 10.3" Allowed = 0.265" 3 MAX TC PANEL TL DEFL = 0.024" @ 1'- 10.3" Allowed = 0.398" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" 14.00 7 MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cv load duration factor=l.6, o II Truss designed for wind loads ti in the plane of the truss only. M O .i in of M-3x4 1 , y J• l 1-00 3-10-08 { �fya (PROVIDE FULL BEARING;Jts:2,3,4 I {..� P fQpe 44 89782PE r" JOB NAME : 17-A PLAN - DJ3 • Scale: 0.5665 .., ),., -.... WARNINGS: GENERAL NOTES, unless otherwise noted: '+" t) 1.Builder and ersdion contradar should be advised deli General Notes 1.Thisdesign N based only upon the parameters shown and Is for an Individual -9 -OREGON © .. Truss: DJ3 and Warnings before coirolrudien commences. building component.Applicability ofdesign parameters and proper I CS 2.2u4 compression web bracing must be Installed where shown*. Incorporation of component is the responstblily of this bulking designer. ".4 R,� 1,� V t�... . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes n.top end bottom chorda to be laterally bread at Is the responsibility f me erector.Additional 1 bracing f T o c.and at 10 o.c respsdNely unless braced throughout their length by v ty o permanen g o continuous sheathing each as plywood sheathing(TC)and/or drywal(BC). ir p/l 1 1 L '' DATE: 11/2/2015 the overall structure Is the reapensiblly of the building designer. 3.24 Impact bridging or lateral bracing required where shown** /^'1 v 1•• SEQ. : K 15 0 4 8 0 7 4.No toed should be applied to any component until after all bndng end 4.Installation of truss is the responsiblity of the respective contractor. fasteners are complete and el no time should any loads greeter than 5.Design assumes trusses ars to be used in a noncorrosive environment, and are for"dry concittion"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes NA bearing at al supports shown.Shim or wedge If 5.Dominant.has no control over end assumes no responsibility for the saa,y, l,� EXPIRES: 12/`3112016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. NOvembe�3,2015 6.This design b furnished Gilded to the limitations set forth by 8.Plates shall be located on both face.of truss,and placed so their center TPLVJTCA in BCS(,copies of which will be fumlehed upon request. Iles coincide with Joint center lines. 9.Digits Indicate else of plate in inches. MITek USA,Ina./COmpuTrue Software 7.6.6(114E 10.For basic connector plats design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 209 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-139) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.1" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 326V -78/ 186H 5.50" 0.52 KDDF ( 625) 3'- 7.7" 0/ 98V 0/ OH 5.50^ 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -108/ 128V 0/ OH 1.50" 0.16 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.009" -,i MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" 3 MAX TC PANEL LL DEFL = 0.070" @ 2'- 3.8" Allowed = 0.395" MAX TC PANEL TL DEFL = 0.067" @ 2'- 3.8" Allowed= 0.518" 12 MAX HORIZ. LL DEFL = -0.002" @ 3'- 8.2" 1 MAX HORIZ. TL DEFL = -0.002" @ 3'- 8.2" 14.00 p r� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, 0 I Truss designed for wind loads H in the plane of the truss only. N O i- in of �11 9*+ M-3x4 J: J. 11 1-00 3-10-08 0-01-01 (PROVIDE FULL BEARING)Jts:2,4,3 I � ��� P R Q��0S <ir�~ ..Co - ii�c� /0 �' 8"782PE �r JOB NAME : 17-A PLAN - DJ4 Scale: 0.5082 • 9. r,WARNINGS: GENERAL NOTES, unless otherwise noted C.r Is � .`U�� 47 Truss: DJ4 1.Builder and erection contractor should be advised of ail General Notes 1.This design based only upon the parameters shown end Is for an Individual 1f end Warnings before construction commences. building component.Applicability of design parameters and proper 4/1*, 2.204 cnmpreeson web bracing must be Installed where Mown.. incorporation of cempoant Is the respa slbBty of the building designer. ..sy� V( i A 4 J 3.Addeional temporary bracing to Insure stability during construction 2.Dastgn assumes the top and bottom chords to be IalerelN braced al 77 ON Is the responsibility of the erector.Additional permanent bracing of P o.c and at IN o.a respectNely unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responstbqof the building designer. 20 impact ri sheathing such l b bracing re uir a wise e s and/or drywell(BC). p/( t dY g 3.Di Impact bridging or lateral bracing requlratl where shown.. /"{ L.. SEQ.: Ni 5 0 4 8 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responstbefty of the reapedive aontrada7 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used ina nencanashe 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 NII bearing al ail supports shown.Shim or wedge If EXPIRES: 12/31/2018 necessfabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on bath faces of truss,and placed so their anter TPIANIGA in SCSI.copies of which will be furnished upon request. lines coincide Wath Joint center lines. 9.Digits indicate stre of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.8(11)E 10.For baste enactor plate design values see ESR-1311,ESR-1988(Weft) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-290) 229 3-4=( -61) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 315V -102/ 234H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 8.2" -213/ 247V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.6" -9/ 13V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" IMAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.019" @ 2'- 2.3" Allowed = 0.345" MAX TC PANEL TL DEFL = -0.016" @ 2'- 0.9" Allowed = 0.518" /, /,1 MAX HORIZ. LL DEFL = -0.003" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.003" @ 3'- 8.2" 1214.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ry Truss designed for wind loads o I in the plane of the truss only. ni o l0 O I Li', I 5*. O M-3x4 l k l J' PR 1-00 3-10-08 1-01-01 (s�� ) R� OF4, (PROVIDE FULL BEARING;Jts:2,5,3,9 rhe`:] :, ,,\GINE Ek`� / ` 89782PE pr' JOB NAME : 17-A PLAN - DJ5 `y�/' )I • Scale: 0.9955 `'e^"( / -_. WARNINGS: GENERAL NOTES, tides.°therier,noted G/ (yp /'y I�' 40 1.Builder and erection contractor Mould be advised of as General Notes I.This design Is based only upon the parameters shown and is for an individual �y 17 -OREGON 1EGO,v O�' �.. Truss: DJ5 and W4mings before construction commences building componentApplicability et design parameters end proper :y�yr I y// (Z, 2.214 compression web bracing must be Installed where shown+. Incorporation of component b the responsibility of the building designer. .A C/A if 3.Additional temporary bracing to enure stability during construction 2 Design assumes the top lord bottom Morris to be laterally braced length 7 'l J P the responsibility of the erecter.Additional permanent bracing of 7 c.c.and et 10 o c.rsuch..sty unless braced throughout their by !/{, continuous sheathing such es plywood Mee Ing(TC)and/or drywall(BC). B.J�YU t DATE: 11/2/2015 the overall structure Is the responalbR% 2e y of the building designer. 3. Impact bridging or lateral bredng required where shown+a �'{ 1.. SEQ. : 15 0 4 8 0 9 4.No load should be applied to any component until after all bracing and 4.In d lin.loan ooftru s Issthe alo sibue/ye of the respective contractor. fasteners are complete and at no time should any loads greater man and asor sumes musses'of to b. TRANS I D: LINK design loads be applied to any component. 6.end are assume.condition" bearing at all supports Mown.Shim or wedge If 5.CompuTrus has no control over and assumes no reeponsibi ty for the e.aa 'EXP f R ES: 12/31/2016 fabrication,handling.shipment and testalletien of components. 7. necessary. esgn assumes adequate drainage is provided. tel 3,2015 e.This design is furnished wiped to the limitations set forth by 8.Plates shall be located on both faces of tens,end placed so their center TPS WFCA in BCS(,copse of which wIl be&meshed upon request. lines coincide with joint center lines. 9.Sighs Indicate size of plate In inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For baste connector plate design values see EBR-1311,ESP-1988(MNek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16870 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( O) 114 2-10=(-1608) 5048 10- 3=( 0) 778 14- 9=(-378) 282 BC: 2x6 KDDF 14168TR 2- 3=1-6084) 1834 10-11=1-1608) 5036 3-11=( -594) 70 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-5292) 1862 11-12=1-2118) 5338 11- 4=( -330) 1458 LL = 25 PSF Ground Snow (Pg) 4- 5=1 0) 0 12-13=1-1922) 4760 11- 6=(-1142) 756 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL'( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4512) 1654 13-14=1-1294) 3060 6-12=( -324) 358 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 12'- 0.0" TO 39'- 8.0" V 6- 7=1-5230) 2064 12- 7=1 -134) 820 BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 39'- 8.0" V 7- 8=(-3722) 1506 7-13=1-1810) 842 8- 9=( -102) 114 13- 8=1 -466) 2006 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+01( 140.01= 640.0 LBS @ 12'- 0.0" 8-14=(-4240) 1762 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 506.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -1102/ 3809V -135/ 278H 5.50" 6.09 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 8.0" -1405/ 3470V 0/ OH 5.50" 5.55 KDDF ( 625) ( 2 ) complete trusses required. _, Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 1COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 W 9" oc in 1 row(a) throughout 2x4 webs. MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed= 0.200" M MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.146" @ 11'- 9.5" Allowed = 1.937" "* For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.271" @ 18'- 6.0" Allowed = 2.583" MAX HORIZ. LL DEFL = -0.044" @ 39'- 4.5" MAX HORIZ. TL DEFL = 0.072" @ 39'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11_11_11 27_08_05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f fload duration factor=1.6, Truss designed for wind loads 6-01-12 5-04-12 0-05-03 6-06-05 6-11-08 6-11-08 7-03 in the plane of the truss only. T f TT T T T T 11-09-08 690# M-5x6(S) 12 M-4x6 7.00 46 M-3x4 0.25" M-3x8 M-1.5x3 6 j 7 8 9 -/ !M S M-3x6 3 MJ /V\ o O o M-3x8 / r 1 1 2 10 11 12 13 .1.4 o M-1.5x3 M-3x8 M-3x4 M-3x4 M-3x8 5064 M-5x6(S) fi r[� y 6-00 5-04-12 y9-05-01 l y 9-03-05 y 9-06-13 y •.cc. N ��{8.) 19-08 20-00 1 l ( r ' fi� 0� 2-00 39-08 ,L 44...., JOB NAME : 17-A PLAN - El ''. -,r' • Scale: 0.1472 1 AVM WARNINGS: GENERAL NOTES, unless otherwise noted OREGON r� Truss: E 1 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 y=N. and Warnings before construdian commence. building component.Applicability of design parameters and proper y 2.2a4 compression web bracing moot be inotalbd where shown a, incorporation of component is Me responsibility of the building designer. .,ate) �} 3.Addftbnel temporary bracing a insure stability daring construction 2.DeNgn assumes the top and bottom chorda to be IaterahN braced et 7R 'l '�J �' is the responsibility of the erector.Additional permanent bracing ar T o.c and et 10 o c.reach es sly unless braced throughout their length by (� spa` DATE: 11/2/2015 the overall structure is the re continuousshgingi or aterlbacvg require wheere)ennad/or arywaN(BC) P'n Lt a� sponotblAy of the bullding designer. 3.2s Impact bridging or hiatal bracing required where Mown�« �^7 1� S EQ.: K 15 0 4 8 10 4.No load ahold be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of see. 5.CompuTrus has no control over and assumes no responsibility for the 6.Desitin assumes NII Dearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. necessary.7. S.This design is furnished Bugled to the limitations set fon by B.Plates nshalt be located anassumes eboth ifeces nage io trruss,s eand placed so their center d. November 3,2015 TPIO5TGA in BCSI,copies of which will be famished upon request. lines coincide with loin center lines. u7rus Software 7.6.6 iL 9.Digits Indicate elm of plate in inches.MiTek USA,Inc./Com P ( )-E to.For basic connector plate design values sea ESR-1311,658-19/38(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-861) 2320 3-11=( -160) 149 15-10=(-164) 92 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2719) 517 11-12=(-760) 2155 11- 4=( -12) 315 WEBS: 2x4 KDDF STAND; 3- 4=(-2566) 522 12-13=(-615) 1924 4-12=( -470) 209 2x4. DF STAND A; LOADING 4- 5=(-2120) 534 13-14=(-512) 1642 12- 5=( -108) 727 2x4 KDDF #16BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0. PSF 5- 6=( 0) 0 14-15=(-346) 1027 12- 7=( -273) 121 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1787) 499 7-13=( -301) 224 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1823) 513 13- 8=( -136) 578 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1266) 393 8-14=( -893) 313 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -184) 1193 9-15=(-1826) 479 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 1910V -182/ 374H 5.50" 3.06 KDDF.( 625) OVERHANGS: 24.0" 0.0" 39'- 8.0" -263/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) ST 2: Heel to plate corner = 2.50" POND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. .1 0* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.122" @ 15'- 9.5" Allowed = 1.937" MAX TL CREEP DEFL = -0.229" @ 15'- 9.5" Allowed = 2.583" MAX HORIZ. LL DEFL = 0.057" @ 39'- 4.5" 0-05-03 MAX HORIZ. TL DEFL = 0.089" @ 39'- 4.5" 15-11-11 23-08-05 T f Design conforms to main windforce-resisting 5-03-03 4-11-14 5-03-06 5-06-05 5-11-08 5-11-08 6-03 system and components and cladding criteria. 4 1' f 11' T 1' f f Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-09-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' f load duration factor=l.6, 12 M-5x6(S) Truss designed for wind loads M-4x656 M-3x9 =M-4x4 M-1.5x3 in the plane of the truss only. 7,00 7 0825" 9 10 M-5x6(S) - - - a 0.25"4/7" 9 co �' N o + + + 8 25X34/IVY/ ....o 1 i 1 1 M-3x4 M-3x8 M-3x4 =M-4x4 M-3x5 0 M16Hs-3x18(5) PR y l y y i } �,� L°Fe ey 7-10-14 7-05-14 8-01-01 7-11-05 8-02-13 ' V y y �G, , V "1� 020-00 19-08...L' ,I* �2-0039-08 :9782PE v. - JOB NAME : 17-A PLAN - E2 • -id" Scale: 0.1472 ,:y: Aillf WARNINGS: GENERAL NOTES, unessetha,wlee noted C.' J^�/ F�1 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 y 0 w EGOI V f1�", Truss: E2 and Warnings before construction commences, building component.Applicability of design parameters and proper y�► ie rt. 2.204 compression web bradng must be Metalled Where shown*. Incorporation of component is the responsibility of the building designer. C� [y V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al a"( is the responsibility of me erector.Additional permanent bracing et T o c and at 10 a o rsuch cc sty unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA L '' DATE: 11/2/2015 Be overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brodng required where shown** ""1 U SEQ.: K1504811 4.No Wad should be applied to any component until after all bracing and 4.Installation of tru00thhs esponbe�uleyyEI the respective fasteners are complete and at no time should any loads greater Man 9n assumes design beds be applied to any component. and are for"dry condition'of use, TRANS I D: LINK �/5.compuTrue has no control over and mistimes no responsibility for the 6.Deeds assumes null beatlng at ail supports shown.Shim or wedge if EXPIRES, 12/31/2016 eery. fabrkegon,handling,shipment and installation of components. 7.Detgn names adequate drainage is provided. November 3,2015 S.This design is Nmlahed subject to the Iimkatlone set forth by S.Plates shall be located on both laces of truss,and placed so their center TP W.tICA W SCSI,copies of which will be furnished upon request. lines coindde with Joint center linea 9.Digits Indicate Nce of plate m Inches. MiTek USA,Inc./ComploTrue Software 7.6.6(1L)-E 10.For bask connector plata design values see ESR-1311,ES12-198e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 TC: 2x4 KDDF R (-246) 2268 3- 4= -22 1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9= (9 ) BC: 2x9 KDDF 919BTR SPACED 24.0" O.C. 208 WEBS: 2x9 KDDF STAND; 2- 3=(-2630) 533 9-10=(-246) 1921 9- 9=( -28) 520 3- 4=(-2378) 531 10-11=(-234) 1805 4-10=(-740) 287 2x9 DF STAND A LOADING 4- 5=(-1699) 491 11- 8=(-398) 2132 10- 5=(-313) 1297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1699) 505 10- 6=(-744) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-2380) 561 6-11=( -95) 532 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2633) 565 11- 7=(-256) 229 OVERHANGS: 29.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hangerapproved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -344/ 1903V -272/ 286H 5.50" 3.09 ROOF ( 625) specs. - See THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 39'- 8.0" -252/ 1666V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.125" @ 19'- 10.0" ,Allowed = 1.938" MAX TL CREEP DEFL = -0.254" @ 19'- 10.0" Allowed = 2.583" MAX HORIE. LL DEFL = 0.060" @ 39'- 2.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 19-10 19-10 Design conforms to main windforce-resisting f system and components and cladding criteria. 6-08-15 6-05-10 6-07-06 6-07-06 6-05-10 6-08-15 f f f f f f T Wind: 190 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 p M-4x6 load duration factor=1.6, 7.00 Truss designed for wind loads 4'0 in the plane of the truss only. 5 .,6 M-5x6(S) -\1 M_Sx6(9 0.25" 0.25" 000• 4 9 +1 M-1.5x3 M-1.5x3 3 + + 7 0 H p o / A ,-1la o 1 2 1st-3x6 M-3x4 110r1 11 *.g o 0 0.25" M-3x9 M-3x6 l M-5x8(9( �� D PROpe l y J, l 10-00-10 9-09-06 y 9-09-06 y 10-00-10 l ,\, �N Elis. 0 1 �. 2-00 39-08.. 8•782PE fit".. JOB NAME : 17-A PLAN - E3 .e• -,ew C�/ �.+ Scale: 0.1513 , a./r l WARNINGS: GENERAL NOTES, unkss otherwise noted (0 -^- Truss: E 3 1.Builder and erection contractor should be advised of NI General Nates 1.This design Is based only upon the parameters shown and Is for an Individual !A.OREGON ^N and Warnings before construction commences building componentApplicability of design parameters and proper V 2.254 compression web bracing must be Installed where shown 5. incorporation of component is the responsibility of the building designer. ..�y G 1 S.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chards to be Iaterelty bread at '.AI, - J Is the responsibility of the erector.Additional permanent bracing of Y o c end at 10 c o.respectively as sty unless braced throughout n dry length by • 13 DATE: 11/2/2015 the overall structure Is the recontinuous sheathing such as plywood sheathing(TC)and/or drywau(BC) �j�'..+ �� responsibility of the building designer. a.t2:4o Impact bridging or lateral bracing required where shown♦♦ +J SEQ.: K 15 0 4 812 4.Na lad should be applied m any component unto after all bracing and 4.Installation of hues is:he responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina nan<orrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry conditionof use. 5.CompuTnn has no control over and assumes no responsibility for the fi.Design assumes NN bearing at aN supporta drawn.shim or wedge if EXPIRES: 12/31/2016 mbrkallan,handling,shipment end installation of componenla. 7.Designs sumes adequate drainage a provided. November 3,2015 6.This design la fumMred subject to the limitations set fort by 8.Plates shall be pared on both faces of truss.and placed so their center TPIANTCA in SCSI.copies of which will be famished upon request. line coincide with All center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L} 9.Digits indicate size of plate in inches. 10.For basic connector pate design values see ESR-1311,ESR•19a8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-13=(-434) 2193 3-13=(-139) 191 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-2648) 615 13-14=(-343) 2008 13- 4=( -1) 329 WEBS: 204 KDDF STAND; 3- 4=(-2462) 616 14-15=(-277) 1738 4-14=(-495) 199 2x4 DF STAND A LOADING 4- 5=(-2005) 605 15-16=(-278) 1738 19- 5=(-161) 669 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=(-390) 1885 19- 7=(-243) 113 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1659) 575 17-11=(-479) 2121 15- 7=( -41) 57 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-1752) 645 7-16=(-925) 390 8- 9=(-1828) 602 16- 8=(-984) 1404 LL = 25 PSF Ground Snow (Pg) 9-10=(-2361) 607 16- 9=(-680) 238 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2621) 637 9-17=( 0) 425 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( O) 114 17-10=(-216) 185 _ _________ ________ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. OVERHANGS: 24.0" 29.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -359/ 1894V -270/ 269H 5.50" 3.03 KDDF ( 625) 39'- 8.0" -360/ 18941 0/ OH 5.50" 3.03 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.139" @ 19'- 2.6" Allowed = 1.937" 0-05-03 MAX TL CREEP DEFL = -0.282" @ 19'- 2.6" Allowed = 2.583" 15-11=11 3-02=14 2-07-07 17-10 MAX LL DEFL = -0.036" @ 91'- 8.0" Allowed = 0.200" 2 MAX TL CREEP DEFL= -0.043" @ 91'- 8.0" Allowed = 0.267" 5-03-03 4-11-14 5-03-06 2-11-062-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. LL DEFL = 0.059" @ 39'- 2.5" I 'I ' .r.f ' ' '1' 1' 'I MAX HORIZ. TL DEFL = 0.098" @ 39'- 2.5" 15-09-08 12 12 M-4x6 12 Design conforms to main windforce-resisting 7.00 [77 7.00 ' 7.00 system and components and cladding criteria. 4.0" 8 ,y,y Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-5x10 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 56 \ M-5X6(5) load duration factor=1.6, M-5x6(S) wj+ 3.1 Truss designed for wind loads 0.25" in the plane of the truss only. 4 0.25" 9 }I + +I 4.1 + M-1.5x3 M-1.5x3 } 0 3 0 0 -,f vi = Al4 5 KM //� 13 14 15 16 17 .\2 0 1 1/ fM-3x6 M-3x4 0.25" 0.25' M-3x4o M-3x6 0 t��y M-5x8(S) M-1.5x3 0) PRoFk. y y 1 l l 1 y �? '� 7-10-14 7-05-14 3-08-01 2-09-03 7-05-10 10-04-06 . yy y y � 2=00 39-08 2-00 4` 8t!82 E r JOB NAME : 17-A PLAN - E4 ®� ' Scale: 0.1414 WARNINGS: GENERAL NOTES, unless othervAse noted 7A-�(y[] /�/'yni 4 1.Builder and erection contractor should be advised of al Gemmel Notes 1.This design is based only upon the parameters shown and la for an individual ,v O Fl GO V qN.- TrussTruss: : E 4 and Warnings beers construction cerumene0. bui ding component.Applkabll y of design parameters and poyer /, 2.2x4 compression web bredng must be Installed where shown+, Incorporation al component le me reaponstbXtiy of the Ou bing designer. 1 -A[�y A 3 Additional temporary brachy to Insure stability during constNcllon 2.Oeslgn assumes the top end bottom shards to be throughoutraIR braced al al _{ Is the responsibility of the erecter.Additional permanent bredng of 2'o.c.and at 1 P a.c.rsuch ly unless braced their length by /+s �l aeon continuous sheathing such as plywood Meathing(TC)and/or drywel(BC). -A 1 I 1 �� DATE: 11/2/2015 the overall structure h the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown v 0 �•/ SEQ.: K l 5 0 4 813 4.No road should be applied to any component until after all bracing end 4.InstaNetion of truss is the responsibility of the respective contractor. fasteners are complete and at ne time should any loads greater than 5.Design assumes trusses era to be used In e noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are ssumes condition"of we.supports wedge 5.CompuTrus has no control over and assumes no responsiblliy for the 6.Design NA bearing Cl all w ne shown.Shim or wed If EXPIRES: 12/31/2016 2 31/201 6 wry_ (- r1 Gal L.! GV 1� tion, inealletion components. 7.Desig B.Thb designtis furnished subject trod the limitationeetforth by 8.Plaesnshall be boated un both faoeslof truss,,eand pieced so their center November 3,2015 TFI'TCA In BCSI,copies of which will be famished upon request. lines coincide with jolts center lines. 9.Diggs indicate size of plate in Inches. MITek USA,InoiCompuTrua Software 7.6.6(1L)'Z to.For bask connector plate design values see E5R-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF if1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-13=(-902) 5226 13- 3=( -490) 2412 BC: 2x9 KDDF lel&BTR; SPACED 29.0" O.C. 2- 3=(-6384) 1232 13-14=(-886) 5159 3-19=(-1892) 956 2x6 KDDF fil&BTR B1 3- 4=(-4219) 806 14-15=(-522) 3590 14- 4=( -222) 1272 WEBS: 2x4 KDDF STAND; LOADING 9- 5=(-3252) 664 15-16=(-342) 2968 4-15=(-1176) 304 204 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.3 PSF 5- 6=( 0) 0 16-17=(-344) 2966 15- 5=1 -229) 1302 DL ON BOTTOM CHORD = 11.0 PSF 5- 7=(-2772) 602 17-18=(-238) 2208 15- 7=( -606) 220 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2229) 488 18-11=(-360) 2958 16- 7=1 0) 198 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2234) 506 7-17=(-1616) 390 LL = 25 PSF Ground Snow (Pg) 9-10=(-2808) 508 17- 8=( -396) 1768 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TC 3 - 10.5" V 10-11=(-3024) 500 17- 9=( -642) 258 NOTE: 2x4 BRACING AT 24"OC UON. FOR 11-12=( 0) 114 9-18=1 -26) 446 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL. BC CONC 11+01= 2307.0 LBS @ 3'- '.7.5" 18-10=( -200) 184 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY I53,2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM 10 PSF. 0'- 0.0" -885/ 4147V -269/ 269H 5.50" 6.63 KDDF ( 625) 39'- 8.0" -408/ 2103V 0/ OH 5.50" 3.37 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, GOND. 2: Design checked for net(-5 psf) uplift at 29 "00 spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=1,/240, TL=1,/180 • 9" o in 1 row(s) throughout 2x4 bottom chords, 9" c in 1 row @ HANGER BY OTHERS TO APPLY s) throughout 2x9 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = 0.072" @ 15'- 2.6" Allowed = 1.937" MAX TL CREEP DEFL = -0.223" @ 15'- 0.8" Allowed= 2.583" 0-05-03 MAX LL DEFL = -0.009" @ 91'- 8.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.011" @ 41'- 8.0" Allowed= 0.267" 11-11-11 3-02-14 6-07-07 17-10 fMAX HORIZ. LL DEFL = 0.028" @ 39'- 2.5" 4-00-04 3-08-10 3-09-10 2-11 -06 6-10-15 5-10-04 5-10-04 6-01-09 MAX HORIZ. TL DEFL = 0.068" @ 39'- 2.5" 4 4 T 44 4 4 f 4 T 11-09-08 Design conforms to main windforce-resisting 1 fsystem and components and cladding criteria. 12 12 M-4x6 12 7.00 p 7.00 p4 0„ Q 7.00 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, 8 .h( load duration factor=l.6, -� M-5X6(2) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 6 M-5x10 0.25" 4e7 M-3x4 +l 4. 4 5x3 M-3x6 + /*M-iii. 0 3 o M-3x8 - -o 13 -.M(�10 P R FF J, u -, 1 17 i3X ?lI 05Mx8 M115 305" M5 0l ' ,.. ‘..,\GI N E-$. -/ M-7x8(0) M-5x8(5) y ir23078 @ , ,, ,, ,, y Wedge requiredyat heel(5) Cpn ,lig 3-10-08 3-06-14 3-11-06 3-08-01 6-09-03 8-10-04 8-11-12 89782 PE y y l y 2-00 39-08 2-00 • JOB NAME : 17-A PLAN - E5 r Scale: 0.1414 ..a�y WARNINGS: J' OREGON �y� �B.. GENERAL NOTES, uMasa otherwise noted. /'e 2n ` 1.Budder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown end Is for an Individual .!1 V/T 5 V Truss: E5 end Warnings before construction commences. building component.Applicability of design parameters and proper 7 �7 2.2x4 compression web bredng must be Installed where shown o. incorporation of component la the respenstbgtty of the building designer, 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes l e sap ort bottom charts to be laterally braced al �, t ��. Is the responsibility f the erector.Additional 1 bracing f 7 c.c.end a lea a,c.:such as ply unless braced throughout their length by L epon ty o permanen g o continuous eheathry such as plywood sheathing(TC)and/or dryvsA(BC). DATE: 11/3/2015 the overall structure Is the,esponehblity of the building designer. 3.2x imped bridging cr lateral bracing required where shown•i 4.No load should be applied to any component until ager all bracing and 4.Installation of truss'"the respansbley of the respective conhedor. SEQ. : K 15 0 4 814 fasteners are compete and at no time should any bads greater than 5.Design essumes biases ars to be used in a nomoorasive environment, S` /3I206 rj 1)7/1 c design iseds be applied to any component, and are for..dry col Peon'of use. EX�' C TRANS ID: LINK S CompuTnaMsnocontrol over and assumes noresponsibility for the 6.DeNgnaesmeePotlbeanngetetleupporteahawn.Shimorwstlgeif November 3,2015 gn, fabrication,handling,shipment and Installation&components. 7.Designassumes"decode dolma.Is provided. 6.This design is banished subject to the limitations set forth by B.Platesershall be iodated or.both faces of Puss, a,an ane placed as their center TPVWTCA in KM,copies of which well be furnished upon request. Ines coincide with taint cuter lines. 9.Digits Indicate size of Nolo B inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L(-Z 10.For basic connector plate design values sae ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-12=(-1958) 6382 12- 3=( -559) 2069 17- 9=( -256) 946 BC: 2x6 KDDF 4158TR 2- 3=(-7620) 2070 12-13=(-1796( 5649 3-13=(-1022) 268 9-18=(-1552) 782 WEBS: 209 ROOF STAND LOADING 3- 4=(-5919) 1634 13-14=(-1494) 9638 13- 4=) 0) 438 18-10=( -539) 1962 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4700) 1676 19-16=(-1640) 9339 9-19=( -700) 176 10-19=(-3902) 1922 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=( 0) 0 15-17=( -68) 176 14- 5=( -522) 1599 19-11=( -308) 232 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 35'- 8.0" V 5- 7=(-3988) 1486 17-18=(-1922) 3516 19- 7=(-1089) 638 BC UNIF LL( 0.0)+DL( 40.0)- 90.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=(-4324) 1680 18-19=( -930) 2166 7-16=( -159) 372 8- 9=(-9122) 1656 15-16=) 0) 112 NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=(-2920) 1192 16- 8=1 -72) 252 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -109) 118 16-17=(-1559) 9019 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -926) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 29.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -860/ 3030V -135/ 278H 5.50" 4.85 KDDF ( 625) 35'- 8.0" -1242/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) ( 2 ) complete trusses required. _, Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, �/t A) 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. My 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL =-0.009" @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL =-0.011" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.127" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.253" @ 13'- 7.0" Allowed= 2.317" 0-05-03 MAX HORIZ. LL DEFL = 0.059" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.099" @ 35'- 4.5" 11-11-11 23-08-OS Tf Design conforms to main windforce-resisting 2-09 3-04-12 5-04-12 1105-09 5-01-04 5-09-11 5-06-03 5-09-11 system and components and cladding criteria. T T T fT T T T T T 11-09-08 Wind: 140 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f6408 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 M-4x6 M-5x6(S) Truss designed for wind loads 6 M-3x4 M-3x4 7.00 5 7 8 0.925" M-3x5 M-1.5X3 in the plane of the truss only. 10 11 M-3x4 4 Nl + + o M-3x5 0 o M - r , 10 1? 13 14._ 16 ewe �� T 1.00/1.7: M-6x8 M-3x9 M-3x8 0 1s a n 16 *d9 -7 o nt-1.5x3 M-7x8 0.25" M-3x5 M-6x8 M-7x8(5) d 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL 12 4&0 PROfiE i J. l J. l l l y rC. Ss J• 2-05-08 304-12 5-06-08 2-02-04 5-01-04 8-05 8-06-12 y Co '' ••• di?N di? /C' y2-00 2-05-08 10-11-12 22-02-12 44/), :9732PE !-��rr 2-00 35-08 �R;' y' JOB NAME : 17-A PLAN - F1 �, Scale: 0.1576 .y1 OREGON WARNINGS: GENERAL NOTE8, anises oihenoise noted 7 OREGON om" I.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an mdloldaal i"�',,,�g(oI rt.'? � Truss: Fl and Warnings before construction commences. balding component Appllcebllity of design parameters and proper 2.2x4 compression web bredng must be Installd where shown*. Incorporation of component Is the responsibg8y of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be!stored/braced at Is the roaponsidNN of me erector.Additional permanent bracing of 2 o.f and at t V o c.respectively unless braced throughout their length by continuous sheathing such as,plywood sheathing(TC)moor drywap(BC). DATE: 11/3/2015 the overall structurestructureis the respondbany of the building designer. 3.2x Impact bridging or lateral bracing required where Mom•• SEQ. : K 15 0 9 815 4.No bad should be applied to any component until aner all bracing and 4.Installation of truss Is the reeponalbugy of the respective contractor. fasteners are template and at no time should any bads greater Men 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design foadeb.apgledloany oomponem. and are for"drycondition"ofuse. EXPIRES: 12/31/2016 5.CompnTrushas nocontrol over and assumes noresponsibiliyfor the fi.DeslgnaawmesfuNbeadngatellwpporlsMown.Shlmorxadgelf November 3,2015 fabrication,handling.shipment and Installation of components. neceasery. I.Design assumes adequate drainage le provided. 6.This design Is banished cabled to the limitations sete forth by .Plates shall be loaded on both faces Was,and placed so their center TPk4VECA M SCSI,copies of which wilt be Nmished upon request. Imes coincide vAth joint center Imes. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(11)-Z 10.For basic connector plate design values are 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 915BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-678) 3149 11- 3=(-163) 1029 9-17=(0) 341 BC: 2x9 ROOF 1+1613TR SPACED 24.0" O.C. 2- 3=(-3825) 826 11-12=(-612) 2800 3-12=(-752) 252 WEBS: 204 KDDF STAND; 3- 9=(-2462) 552 12-15=1-364) 2059 12- 4=) 0) 392 2x9 DF STAND A LOADING 9- 5=(-1827) 516 13-19=( 0) 0 4-15=(-709) 236 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-16=( -5) 38 14-15=) 0) 68 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 CSF 5- 8=(-1973) 505 16-17=(-350) 1898 15- 5=( -81) 517 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 17-10=(-348) 1901 15- 8=( -68) 250 8- 9=(-1740) 501 15-16=(-152) 1358 LL = 25 Ply Ground Snow (Pg) 9-10=(-2355) 516 8-16=( -35) 352 NOTE: 2x9 BRACING AT 29"OC UON. FOR 16- 9=(-620) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT LEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.'.'OP 0'- 0.0" -331/ 1736V -219/ 227H 5.50" 2.78 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -237/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed= 0.200" 0-05-03 0-05-03 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.126" @ 15'- 9.5" Allowed= 1.737" 15-11-11 'f'13-08-10 15-11-11 MAX TL CREEP DEFL = -0.248" @ 15'- 9.5" Allowed= 2.317" 1' ' 1' 1' MAX HORIZ. LL DEFL = 0.083" @ 35'- 2.5" 2-09 6-03 6-06-08 3-08-10 7-05-14 8-00-10 MAX HORIZ. TL DEFL = 0.139" @ 35'- 2.5" f I I Ii' TT 1' 1 15-09-08 15-09-08 '1 1' 1 Design conforms to mainwindforce-resisting 12 M-4x6 6 .'M-6x6 12 system and components and cladding criteria. 7.00 [7 �� Q 7,00 Wind: 190 mph, h=25.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All He fights), Enclosed, Cat.2, Exp.O, MW FRS(Dir), M-5x8(S) load duration factor=l.6, Truss designed for wind loads 0.25" in the plane of the truss only. �e M-3x4 M-3x5A11111 + 3 o M-5x6 o / 12 M-3X4 0 13 14 16 17 '*d o M-5x6 M-1.5x3 0.25" M-1.5x3 M-3x6 i 0 WEDGE WITH 2)M-1.5x3 TYPICAL M-5X8 ..G13.75 POTSHELF TO 2'-6" MAX M-5x12(S) 12 TO SUPPORT UP TO 30psf J. l l ) 1 ,L l >L P R l 2-05-0l 6-03 4-08-12 1-11-08 4-10-08 7-05-14 7-10-14 y � �� ���0.0 2-002-05-08 10-11-12 l y 22-02-12 l �� -.r�N 4�,c� p y y 15-03 1-09-12 20-05 j z' 8.782PE v" 2-00 35-08 • JOB NAME : 17-A PLAN - F2 ., r Scale: 0.1992 (� GOIN _� WARNINGS: GENERAL NOTES, vdeae otherwise noted -94„O...At b ,-, Q". Truss: F2 1.Builder and erection contractor should be advised ofaAGeneral Notes 1.This design isbased inlyupon the parameters shown end isfor anIndividual �A� q�Y ` and warnings before construction commences. building camponan,.Applicability of design parameters and proper T • 2.2x4 compression web bracing mud be Metalled where shown 4. incorporation or component la the responsibility or the building designer. 3.Additional temporary bracing m Insure stability during oonsirudlon 2 Design assumes me top end bottom cholla to be'sternly breed at Pq U L {1- le the responstbiAty of the erector.Adtlftlonal permanent bracing or 2 c.c.and at 10'a c respectively sly unless braced throughout their length by i y continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility or the budding designer. 3.24 Impact bridging r truss ior slelemipo.dnetyofthewnpe meo contractor.. SEQ. : K1509817 4.Noeedseld cbeaeelied antoonocomponentunyelleralleracinhand 5.Design as metistes re Isb Misedinere-errveeeniren fasteners are complete all at no time mould any loads grater than 5.and are assumes are to be used m.nancarrowa environment, EXPIRES: 1.2/3112016 TRANS ID• LINK design Nada be applied to any component. end ere br"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Destgn assumes NA bearing et ap supports Mown.Shim or wedge if November 3,2015 fabrication,handling,Mipment end Installation of components. eery. 8.This design is furnished subject b the limitations set forth 8.Design shaassll b ea adequate ne othi Gee Is trace,provided. g by 8.Plateslbe th Min onnereer of truss,and placed so their center TPWJICA in SCSI,copies of which will be furnished upon request. lines colndtle wkh Mint center lines. 9.Digits indicate size of plate in inches. MiTek USA Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector Pale design values see ENR-1311,ESR-1966(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 119 2-11=(-513) 3130 11- 3=(-118) 1010 7-16=7 -26) 973 BC: 2x9 KDDF 01013TR SPACED 29.0" O.C. 2- 3=(-3805) 695 11-12=(-963) 2785 3-12=(-687) 222 16- 8=(-216) 187 WEBS: 2x9 KDDF STAND; 3- 9=(-2522) 975 12-13=(-273) 2103 12- 9=( 0) 351 2x4 DF STAND A LOADING 9- 5=(-1965) 470 14-15=7 -7) 96 4-13=(-611) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1999) 590 15-16=(-206) 1601 5-13=(-331) 235 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1519) 996 16- 9=(-333) 1887 14-13=7 -6) 41 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2120) 466 13-15=(-128) 1178 8- 9=(-2391) 463 13- 6=(-319) 1019 OVERHANGS: 24.0" 29.0" LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 119 15- 6=(-108) 581 15- 7=(-661) 259 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed = 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed = 2.317" 17-10 17-10 MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" f I f MAX TL CREEP DEFL = -0.043" @ 37'- 8.0" Allowed = 0.267" 2-09 5-04-02 ` A l l l 5-05-14 4-01-04 6-00 5-10-04 6-01-09 f f I f 1 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" MAX HORIZ. TL DEFL= 0.133" @ 35'- 2.5" 12 12 7.00 IIM-6x6 '7.:17.00 6.0" Design conforms to main windforce-resisting 6 d`''/ system and components and cladding criteria. re` M-5x6(5) Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s load duration factor=1.6, 0.25" Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25" 4 M-1.5x3 8 M-3x5 3 o M 5x6 �a_�- moo' N +�°.11 12 la �-- ;r A I l�. M-5x6 M-3x9 0 14 15 j,6 a \0 0 1 1 M-5x8 M-3x10 0.25 M-3x6 1 0 0 0 M-1.5x3 M-5x6(S) d 3.75 WEDGE WITH 2)M-1.5X3 TYPICAL �c\el P R(Fes 12 �1 �./ 1 1 l y 'I l b q. ..�`GINE �f y y 05-0l 5-04-02 5-09-06 y 4-03 8-10-04 8-11-12 b y Sti `'i` y2-00 y 05-08 10-11-12 22-02-12 y2-0o 1 '�'� ®97$2PE 'Sr'a 2-00 35-08 2-00 JOB NAME : 17-A PLAN - F3 40 iNM Scale: 0.1997 ,a. / `y,+/v WARNINGS: GENERAL NOTES, udees otherwise noted' / �/ R EG T r�(�. l? 1.Builder and erection coMredor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual ��[*a �. `. Truss: F3 endWemi before conetrudioncommences. building component.Applicability ordesign parameters end proper T 2.2a4 compression web bracing mud be metalled where shove+. Incorporation of component A the reepenelbllty of the building designer. ` 3.Additional temporary bracingtoloess stability during construction2.Design assumes the lop and borism chords to be laterally braced et /!!v Q Ie the roponsibNly of me erador.Additional permanent bracing of 2'Data and elf 0'Data respodNely unless braced throughout melt length by !"`�' U L `` DATE: 11/3/2015 the overall structure a the responsibility of the building designer. Se It continuous sheathing later ae winphewg re uirewhere s onaror drywsN(Bc). awn 3.ZR Impact bridging or lateral bracing required mown++ SEQ.: K 15 0 4 819 4.No load should be eppNed to any component until ager ell bradng and 4.Inetellatien of truss is the roawnelbllly of the respective contredo, fasteners are complete and a1 no time should any loads greater than s.Design assumes trusses are to be used in e non-corrodve environment yy(N''�� ^/fj /r�/� TRANS ID' LINK design bads be appliedteeny component. and are for'thy condition'of use. EXPIRES: 12/31/2016 5.CampuTnn hoe no control over and assumes no responsibility for the B.nDe sign assumes NN bearing at ed supports shown.Shim or wedge If fabrication,handling,shipment end installation of component.. rya November 3,2015 d. I.This design is furnished subject in the limitations set forth byT.Design halt assumes adequate onne oth fac a to loss,and 1r 8.Plates snag be located beth faces of Cross,end plapd so their center TPIMyfCA m BCSI,copies of which will be Nmlehed upon request. Nees coincide with lot pcenterinche. S.DigFe,b Indicate size r p pea gn values MITRE USA Inc./CompuTrus Software 7.6.6(iL�E 10.Far beak connecter plate design values sae EBR-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&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-630) 3129 10- 3=(-154) 1010 14- 7=(-665) 258 BC: 2x4 ROOF k1&BTR SPACED 24.0" O.C. 2- 3=(-3806) 763 10-11=(-567) 2783 3-11=(-681) 246 7-15=( -43) 486 WEBS: 2x4 KDDF STAND; 3- 4=(-2523) 501 11-12=(-328) 2104 11- 4=( 0) 351 15- 8=(-226) 206 2x4 DF STAND A LOADING 4- 5=(-1966) 476 13-14=( -7) 46 4-12=(-610) 172 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1949) 611 14-15=(-210) 1602 5-12=(-331) 234 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1514) 460 15- 9=(-355) 1891 13-12=( -6) 41 BC LATERAL SUPPORT 0= 12"00. SON. TOTAL LOAD = 42.0 PSF 7- 8=(-2122) 510 12-14=(-128) 1175 8- 9=(-2344) 508 12- 6=(-333) 1019 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 6=(-107) 583 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - Seeapprovedplans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -336/ 1736V -247/ 261H 5.50" 2.78 KDDF ( 625) 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) '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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.135" @ 13'- 6.1" Allowed= 1.737" MAX TL CREEP DEFL = -0.268" @ 13'- 6.1" Allowed= 2.317" 17-10 17-10 MAX HORIZ. LL DEFL = 0.080" @ 35'- 2.5" T 1' 1' MAX HORIZ. TL DEFL= 0.133" @ 35'- 2.5" 2-09 5-04-02 5-05-14 4-01-04 6-00 5-10-04 6-01-09 T T T T T T T T 12 12 Design conforms to main windforce-resisting 7.00 IIM-6x6 'n7 00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), La\ load duration factor=1.6, M-5x6(5) Truss designed for wind loads M-1.5x3 in the plane of the truss only. 0.25" M-5x6(5) re 0.25" 4 M-1.5x3 3x5 liNi ,40.0"0000 3 o M-5x6i�- _ o %may 11 12 - ,. A o loll, M-5x6 M-3x9 o M-5x8 M-3x10 0.25w M-3x6 *� o1 0 M-1.5x3 12 3.75 WEDGE WITH 2)M-1.5x3 TYPICAL M-5X6(5) �.vQPROF!. " �12 V �`l l l l l l 1 C� ' ‘,‘GIN fJ' OS-0� 5-04-02 5-09-06 4-03 8-10-04 8-11-12 04. ' y J' y2-00�05-08 10-11-12 22-02-12 y . 8 7g p 9 2-00 35-08 / / C+ , JOB NAME: 17-A PLAN - F3S .i ''� Scale: 0.1492 OREGON! 40 -^� WARNINGS: GENERAL NOTES, udeso othendse noted 11+� (�c !`e- 1.Builder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and Is for en Individual ���r/' (.+ L Truss: F3S end Warnings before construction commences building component.Applicability of design parameters and proper -�l yr 2.284 compression web bracing mud be installed where shown.. incorporation or component Is the responalbllty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be lateralty braced et L14 U L i- le the responsibility of the erector.Additional permanent bracing of 7 sc.and al 17 o.c.mush Ce sly unless braced throughout their length by /"'� `` DATE: 11/3/2015 the overall structure h the responsibility of building designer. 2 Impact sheathing or r suer l bracing ang re aired Where a senend/c drywaA(BC>. ePon tp o 0 4.In tmpact bion odging is Ira rel required the shown.+ SEQ. K1504820 4.Noenes load are cmbe ape lanal to noy component until agarellerednhand 5.Designtuf essIsthe responsibilityto beueofiharospedeaeenvireo �'r fasteners are complete and al no time should any loads greater than 5.Design assumes Wass are to be used In a noneamoeNe environment, EXPIRES. 12131/2016 TRANS ID: LINK design leads beapplAdto any component. and are for'dry condition"of use. 5.CompuTroa has no control over end assumes no reaponsibllity for the 8.Design assumes NN bearing at el supports shown.Shim or wedge If necessary. November 3,2015 fabrioation,handling,shipment and Installation of oomponenta. 7.Design assumes adequate drainage is provided. II This design is mmhhed subject to the limitations set forth by 8.Plates shalt be located on both faces Winds,and placed so their center TPIMIfCA in SCSI,copies of vhbh will be mml"hed upon request. Ilnes coincide with joint center lines. S.Sighs bndicete Wee pplatbIninches. MITek USA,Inc./Com uTrus Software 7.6.6(1L)-E 10 Perconnector plate design values see 659-131 1.ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 119 2-10=(-283) 1999 3-10=(-211) 189 BC: 2x9 KDDF 914BTR SPACED 24.0" O.C. 2- 3=(-2338) 965 10-11=(-205) 1707 10- 9=( -24) 446 WEBS: 254 KDDF STAND; 3- 4=(-2114) 464 11-12=(-208) 1609 4-11=(-654) 260 2x9 DF STAND A LOADING 9- 5=(-1517) 494 12- 8=(-335) 1889 11- 5=(-269) 1131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1517) 494 11- 6=(-654) 260 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2114) 464 6-12=1 -24) 496 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- B=(-2338) 464 12- 7=1-211) 184 8- 9=( 0) 114 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans 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" -331/ 1726V -268/ 268H 5.50" 2.76 KDDF ( 625) 35'- 8.0" -331/ 1726V 0/ OH 5.50" 2.76 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= -0.099" @ 17'- 10.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.201" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = -0.036" @ 37'- 8.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ 37'- 8.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.098" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.078" @ 35'- 2.5" 17-10 17-10 1' 1' 1' Design conforms to marn windforce-resisting 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 system and components and cladding criteria. 4 T '( 1 T 4 4 12 12 Wind: 140 mph, h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-4x6 n 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,ft( in the plane of the truss only. M-5x6(5) M-5x6(0) 3.1 0.25" 0.25" 4 6 a4 4 t +( M-1.5x3 M-1.5 x 3 3 + + 0 0 /Z�y A A I 1/ IM-3x6 M-3x4 v.25" M-3x4 M-3x6*:\ o l J• M sx),(s) l l o 5��� G �S`v y y 9-00-10 8-09-06 8-09-06 9-00-10 y l C? '4 . 2-00 35-08 2-00 4t7 89782PE r- JOB NAME : 17-A PLAN - F4 Scale: 0.1497 L• WARNINGS: GENERAL NOTES, unless otherMse noted: CI OREGON.• 'M1 1,Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon Sre parameters shown and is for an Individual -7 p"`"J Truss: F4 and Warnings before condnldion commences, building component.Applicability of design parameters and proper 1 , 4f/�, 15, ,t 2.254 compression welt bracing mast be installed where shown*. Incorporation of component GUIs responsibility of the building designer. a.V C/A Ly y.. ,} V ( 3.Additional temporary bracing to insure atabillty during construction 2.Design assumes the top end bottom chords la be laterely braced al 7 'l+l Is the responsibility of the erector.addllbnst permanent bracing of Z o c.and al 10 o a'sash a.ply unless braced throughout their length by continuous sheathing wch as plywood sheathing(TC)anion drywall(BC). PA U L - DATE: 11/2/2015 the overall structure Is me responsibility of the building designer. 3,Za Impact bridging or lateral bracing required Mere show:** SEQ.: K 15 0 4 8 2 1 4.No road should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroahe environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the S.Design sumes NW bearing at all supports Mown.Shim or wedge if EXPIRES:Ea7�s .. . fabrication,handling,shipment and installation of components. ry7. �•^ `� 12/31/2016 Designlate, awmesadequate enbodrainage'`truss,provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center MAMMA in SCSI,copies of which MI be furnished upon request. linea coincide with Joint center linea. 9.Digits indicate size of plate in Indies. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1886(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 119 2- 9=(-350) 1984 3- 9=(-211) 183 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-2339) 478 9-10=(-224) 1692 9- 9=( -23) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-2114) 478 10-11=(-212) 1610 9-10=(-654) 259 2x9 DF STAND A LOADING 4- 5=(-1518) 443 11- 8=(-358) 1888 10- 5=(-283) 1132 LL( 25.0)001,( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1518) 458 10- 6=(-658) 259 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2117) 507 6-11=( -40) 459 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2341) 510 11- 7=(-218) 204 I OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cu For hanger - See approvedLIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 0'- 0.0" -335/ 1736V -247/ 261H 5.50" 2.18 KDDF ( 625) g specs. plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 8.0" -240/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) tIOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL = -0.099" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.202" @ 17'- 10.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.047" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.077" @ 35'- 2.5" 17-10 17-10 T T T 6-00-15 5-09-10 5-11-06 5-11-06 5-09-10 6-00-15 Design conforms to main indforce-resisting f f f f ' f f system and componentsand cladding criteria. 12 12 Wind: 140 mph, h=25.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 p M-4x6 Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 •6=f Truss designed for wind loads I in the plane of the truss only. M-5x6(S) `1 M-5x6(5) 0.25" 0.25" +8 M-1.5x3 M-1.5x3 o O ,-i � e 2 T u �..8 j'i0 o 9 to 0.25"p A of 1M-3x6 M-3x4M-3x9 M-3x6 0 M-5x8(S) r c,,GRnpp Qi C - y - y y ' E / 9-00-10 8-09-06 8-09-06 9-00-10 5 ' R 0 l y y 92-00 35-08 8'782PE c- JOB NAME : 17-A PLAN - F56cale: 0.1742 !� WARNINGS: GENERAL NOTES, unless°therwfsenoted: o.aa pREGC N h F S 1.Builder and erection contractor should be advised of ail Generalsh l Notes 1.This design B based only upon the parameters own and la for an Individual " Truss: and Warnings before construction commence. building component.Applicability of design parameters and proper .4.' 4/6, y}Q' op,°' 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. Ni e9 4R r� V 3.Additional temporary bracing b insure skbility during construction 2.Design assumes the top end bottom chorda b be laterally braced at 77 'l J lathe responsiblgty of the erector.Additional permanent bating of 2'o.c.and at 10 c.c respectively unless braced throughout MeV length by //{,,, continuous sheathing such as plywood Meethirs(Trc and/or drywall(BC). • /i � �� DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bdd1"{U g ng or lateral bracing required the whpre deco t. S EQ. K1504822 4.Noroadshould mleel antctanyen component anis agar all eate thane 4.InstallationMinnsrts es responsibilityuoftheon-corroeeenvctm. fasteners are complete and et no lime should any loads greater than 5.Design aseumea trusses are to be used In a nontarrosiva environment, designloads be applied to an component. end are for'dry condition'of use. TRANS ID: LINK s.caTueheeee. 4 eam.enare 8.Design assumesfulbearingetallsupportsshow,Shimorwedgeif EXPIRES: 12/31/2016 puresponsibility for the necessa, fabrication,hendlirg,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be bated on both faces antrum,and plead so their anter TPWVTCA In BCSI.copies of which will be famished upon request. lines coincide with)dint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L E 9.Diggs indicate size of plate in inches. P ( )- 1S.For bask connector plate design values see ESR-1311,ESR-1888(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 35-08-00 - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2066) 952 1-5=(-292) 1170 5-2=( -316) 1936 7-4=(-130) 36 2x6 KDDF Wl&BTR T2 2-3=(-1178) 290 5-6=(-324) 1382 5-3=( -286) 80 BC: 2x6 KDDF ffl&BTR LOADING 3-4=( -34) 50 6-7=(-324) 1382 6-3=( -322) 1526 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 3-7=(-1896) 924 2x6 KDDF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -543/ 2439V -40/ 69H 5.50" 3.90 KEDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -512/ 2307V 0/ OH 5.50" 3.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 3'- 8.5" Allowed = 0.254" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.013" @ 3'- 8.5" Allowed = 0.339" 1-10-03 4-01-13 MAX HORIZ. LL DEFL = 0.002" @ 5'- 8.5" 1' 1' ,c MAX HORIZ. TL DEFL = 0.003" @ 5'- 8.5" 1-10-03 1-10-04 2-03-09 .1 4' .e ,r Design conforms to main windforce-resisting system and components and cladding criteria. 12 19.00V Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x8 M-1.5x3 3 4 -e ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN 1 C� I nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, w 9" oc in 2 row(s) throughout 2x6 top chords, M-5x10 6" oc in 2 row(s) throughout 2x6 bottom chords, r+'1 9" oc in 1 row(s) throughout 2x9 webs. 0 /AIL N III 1:1111 I ® �I ,n II ills1 5 6 7 o M-4x8 M-1.5x3 =m-656 • 1 l y ,. 1-08-02 2-00-05 2-03-09 l 6-00 l �.c� NE' �s/0 44 cc 89782PE c" JOB NAME : 17-A PLAN - FGIRD . ,'...4 j Scale: 0.5082 ..�1 WARNINGS: GENERAL NOTES, unless otherwise noted: ,,Jy 7A.OREGON Q'_s 0Builder and erection contractor should be advised of al General Notes 1.This design M based only upon me parameters shown and is bran individual I,,,ryt )l��/� �. t (l (� Truss: FGIRD and Warnings before eonstrudion commences. building component.Applicability of design parameters and proper 7 A J {e,.,` 2.2x4 compression web bracing must be installed where shown c. Incorporation of component Is the responsibility of Me building designer. (,-' ` 3.Additional temporary bracing to insure stability during construction 2.Destgn acsumee the top end bottom chortle to be laterally braced et '` PA t f Is the responsibility of the erector.Additional permanent bracing of 2 oc.and at 1 a.c reapedNely unless braced throughout their length by ,U L. ` DATE: 11/3/2015 the overall structure is the ra continuous sheathing thing such as plywood sheathing(TC)end/or drywal(BC). aponsibli ty of me building designer. 3.2x Impact bridging or Ward bradng required where shown•• SEQ.: K 15 0 4 8 2 3 4.No bad should be applied to any component until after all brewing and 4.Installation of is the reapanlbuny or the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design eeaumes Wiles are to be used in a non-corrosive environment, end aro far"dry condition"of use. EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component. H. 5.ComysTrus hes no control over end aewmes no reaponelbllity for the Deeslg assumes full bearing at al supports shown.Shim or wedge N ry. November 3,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 8.This design is furnished subled to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TP W4TCA M SCSI.copies of which MI be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Int./CompuTrus Software 7.6.6(1 L)E 10.For basic connector piste design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed= 0.059" / 0-11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" 1 'f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 14.00 7 MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0Iin the plane of the truss only. 0 r- 0 I o ,- MI0 1f -, o ,►E ►�. 3x4 l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ccOPRpp w`��� �ZyGfNE�CR io a :9782PE -7 JOB NAME : 17-A PLAN - FJ1 ,,, ...00- Scale: 0.6771 .. ,, NMI / tO WARNINGS: GENERAL NOTES, unless olhanWae noted. C." Truss: FJ I 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON ya N. and Warnings before construction commenced. building component.Applicability of design parameters and proper '�a ��/e (a., " 2.204 compression web bracing must be Installed where shown 0. incorporation of component Is the responsibility of the bury Ing designer. ..tj� �,/�} �: 3.Additional temporary bracing to meure stability during construction 2 Design assumes the top and bottom chords to be lateral braced et .s 4i:i �..,, Is the responslbitty of me erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by `� i/ continuouseheathlor such as pcwootl ing(TC)and/or drywal(SC). ir /i 1 't ,\ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3 2a Impact bridging or lateral bracing required where shown•• 'AUL L SEQ.: K i 5 0 4 8 2 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-<orroalve environment, and ere for"dry condition"of use. design fords be applied to any component. TRANS ID: LINK8.Design assumes Nil bearing at all supports shown.Shim or wedge if 5.CompuT � � �J � ms hes no control over and assumes no responsiMlity for the necewary EXPIRES: febrtcation,handling.shipment and installation of components. 7.Deign assumes adequate drainage is provided. November 3,2015 B.This design Is furnished subject to the limitations sot forth by 8.Plates shall be heated on both faces of truss,and placed so their center WB/MA in 13151.copies of whhh Mil be furnished upon request. lines coincide with Joint center linea. 9.Diggs indicate sin of plate in inches. MiTek USA,Inc./CompuTnre Software 7.6.6(1L)-E II.For basic connector piste design values see ERR-1311,ESR-f988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cid=1.00 TO: 2x4 KDDF H15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-31) 90 6-5=( -3) 16 BC: 2x9 KDDF BloaTR SPACED 24.0" O.C. 2-3=(-99) 0 6-7=( 0) 0 5-3=( 0) 56 WEBS: 2x9 KDDF STAND 3-4=(-32) 90 5-8=1-44) 55 3-8=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)♦DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0•' 0.0'• 0'- 0.0" -36/ 285V -45/ 119H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -149/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-09 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14.00 V MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.069" M-4x6 MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.092" 0MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.179" MAX BC PANEL TL DEFL = -0.016" @ 3'- 5.4" Allowed = 0.297" �� o� MAX HORIZ. LL DEFL = -0.003" @ 5'- 7.0" I MAX HORIZ. TL DEFL = 0.003" @ 5'- 7.0" o � o N 1111 Design conforms to main windforce-resisting �, system and components and cladding criteria- .. _' Wind: 140 mph, h=21.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, -1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o f ISR o load duration factor=1.6, 1 I�1 IA=M1 111.11111111111 M-1.5x4 Truss designed for wind loads 03 r4 't'' in the plane of the truss only. o I f ► 6 7 o M-3x4 1 M-3x5 POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf 1-03-12 4-08-04 ; 1 l ; 1-00 1-05-08 4-06-08 2-05-08 1-00 3-06-08 l ; 6-00 (PROVIDE FULL BEARING;Jts:2,4 8 I 'w��SC��GINE'^�ss/ .t :9782PE �r- JOB NAME : 17-A PLAN - FJ2 Scale: 0.5943 WIFF 4.,,,y .''Q� WARNINGS: GENERAL NOTES, unless otherMse noted' / 7 OREGON 1.Builder and erection contractor should be advised or an General Notes 1.This design is bawd only upon Me parameters shoes end is for en individual I,�j Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 (j` 2.204 compression web breang must be installed where shown,. incorporation or component Is the responsibility of me building designer. L. .,i\'',.4 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et '1 Q Is the responsibility of me seeder.Addnoes)permanent bracing of continuouste.and al l fl 0.4 respectively es ety unless braced throughout their length by I-�' �,"... DATE: 11/3/2 015 me overall structure b me responsibu ddginsheatgl er suer as edplyeg e a where s on a Cor oryweR(SC). try of building designer. 3.z0 Impact bridging or lateral breang required where mown SEQ.: K 15 0 4 8 2 5 4.No bad should be applied to any component until eller all bracing end 4.Installation of suss is the responsibility Whir respective contractor. fasteners are compete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment dna are Por"dry contlttlon"oi use. EXPIRES: 12/31/2016 TRANS ID• LINK design bads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for thencane.e.Design fuR be.nng el.R sappons shown.shim or wedge a November 3,2015 febon,handling,shipment end Installation of components ry. e.This design Is furnished subject to the limitations set forth by7.Design shall be one botdrah aceto pruslsetl. gS.Plates°hall a bated on beth has of ,and placed so their center TPWJlCA In SCSI,wpbs of which MI be furnished upon request. Zine°coidcide with jofpanin inches 9.For b indicate con ect r plebinches. vel MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-Z 10.For basic connector plate design volae see ESR-1311.ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x9 KDDF 41&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF ftl&BTR SPACED 24.0" O.C. 2-3=1-360) 294 3-4=( -71) 42 TC LATERAL SUPPORT <= 12"00. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 313V -120/ 272H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) ** Fox hanger specs. - See approved plans 3'- 8.2" -290/ 268V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.6" -98/ 57V 0/ OH 1.50" 0.09 KDDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.020" @ 1'- 9.9" Allowed = 0.345" /** MAX TC PANEL TL DEFL = 0.018" @ 1'- 9.9" Allowed = 0.518" MAX HORIZ. LL DEFL = -0.005" @ 5'- 9.8" MAX HORIZ. TL DEFL = -0.005" @ 5'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=29.lft, TCDL=9.2,BGOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only.1 m 00 ,-1u, 1 rtimmommommommil 0 k y y y �cp PR(Fe 1-00 3-10-08 2-00-01 ,GINEe�'�+r,/' !PROVIDE FULL BEARI NG;Jts:2,5,3,4 Q c-` :9782PE I- " JOB NAME : 17-A PLAN - DJ6 i/ Scale: 0.4067 ,_� 'T NI WARNINGS: GENERAL NOTES, unless otherwise noted C/' /`/ /r/'+a^' I.Builder and erection contractor Mould be advised of all General Notes I.This design Is based only upon the parameters shown and Is Mr an Individual y 1. - •REGO Y 4 �. Truss: DJ6 and Warnings before construction commences. building component.Applicability or design parameters and proper L�r IW, (y 2.2x4 compression web bracing must be lnetdkd where shown v. incorporation of component is me responsibility of the building designer. +a'1. C/A h` .o[': V' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be leteralty braced at T 'l al Y J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at ID o.o respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)anNor drywall(BC). PA 1 1 l ' DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Wnere shown v• y'"7�./L SEQ. : K 15 0 4 8 2 6 4.No load should be applied to any component until after all bracing and 4.InsteUallon of Truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry conditionor use. 5.CcmpuTrus has no control over and assumes no responsibility for the S.Deng assumes NN bearing at all supports shown.Shim or wedge If EXPIRES. 12/31/2016 ry. fabrication,handling.shipment and Installation of component,. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design is tarnished subject to the limitations eat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPW8TCA in SCSI,copies of which will be Mmlahed upon request. lines coincide with joint center lines. g.Wick USA,InciCompuTrus Software 7.6.6(1L(E IN.For lbestts st conectee stye rpign val. Wickplate design see ESR-7377,ERR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 86 2- 6=(-164) 295 6- 7=1 -16) 73 5-10=(-996) 290 2x6 HOOF #1&BTR T2 2- 3=(-496) 110 6- 8=( 0) 0 7- 3=1 -29) 59 BC: 2x4 KDDF #1RBTR LOADING 3- 4=(-400) 121 7- 9=(-199) 296 3- 9=1-107) 159 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-293) 112 9-10=( -47) 72 9- 4=1-167) 139 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V 9- 5=(-135) 353 TC LATERAL SUPPORT <= 12"0C. UON, TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.01= 90.0 PLF 0'- 0.0" TO 6'- 0,0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -196/ 604V -81/ 131H 5.50" 0.97 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -205/ 507V 0/ OH 5.50" 0.81 ROOF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. _J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 2-11-09 3-00-07 MAX LL DEFL = 0.008" @ 3'- 1.1" Allowed= 0.259" MAX TL CREEP DEFL = -0.013" @ 3'- 1.1" Allowed= 0.339" 1-11-08 1-00-01 3-00-07 MAX HORIZ. LL DEFL= -0.013" @ 5'- 10.3" MAX HORIZ. TL DEFL= 0.015" @ 5'- 10.3" T f ir160# T M-4x6 M-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. 12 5 19.00 Wind: 190 mph, h=22.9ft, TCDL=9.2,8CDL=6.0, ASCE 7-10, temIj (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), se load duration factor=1.6, M-4x6 Truss designed for wind loads in the plane of the truss only. � o IL M Oo f 9 O ..-=,.... / ,:� �� m M-3x8 M-1.5x3 0 ,_ 1 aa 6 8 o M-3x4 M-3x5 1 M-3x4 POTSHELF TO 2'-6" MAX TO SUPPORT UP TO 30psf l ' ' l 1-09-12 0-10-11 3-03-09 l J' l l 1-00 1-11-08 4-00-08 D PROF r. . y y 2-05-08 0-06 3-06-08 �5 t\C711NE$. / y 6-00 y rt- 89782PE r"' • JOB NAME : 17-A PLAN - FJ3 "`" r • 4411, Scale: 0.4240 Co. OREGON 4e WARNINGS: GENERAL NOTES, unless otherwise noted. �/�„OREGONry9. (y.. 1.Builder and erection contractor should be advhed of all General Notes 1.This design is based only upon the parameters shown and is Por an Individual „�e� G� V (}s[. Truss: FJ3 and w.mmga before construction Donnan«> building component Appllabtlty of design parameters and proper �11 C • 2.2s4 compression web braong must be installed where shown+. incorporation of component I.the responsibility of the building designer. `�t 3.Additional temporary bracing M Insure stability during construction 2.Design assumes the top end bottom chortle is be laterally braced al V Is IM responsibility or the angor.gddftlanal permanent breeds or 7 o c and et t0'o.9 respectively unless braced throughout their length by PA UL DATE: 11/3/2015 the overall Anchors Is the responsibility of the building designer. continuous0:rnp sheathing such l b acinplywgre shee shown)oOr tlrywaN(BC). eponsibA g 3.2s Impact badging or latent bracing required where:oco+• SEQ.: K 15 0 4 8 2 7 4.No load should be applied to any component until after all bracing and 4.Installation or 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:cc .A.^y l�.A J TRANS ID: LINK Design load.be applied to any component. and are or"dycondftbn"ol use. ^PI J: 12/31/2 Q1 5.CompuTrus has no control over and assumes no responsidlity for the 6.Design assumes full bearing etall supports sirown.SM1lmorwedge il November 3,2015 sca, febrketbn,handling,shipment and Insapalion of components. 8.This design is furnished tattled to the limitations set Odh7.Design assumesllb atled en drainagethfto provided. 6 by 8.plates ncilee located on bothfaces of truss,and placed go their canter TPVNRCA in SCSI.copies of which will he furnished upon request. lilies coincideicetv e a of plate center lice. 9. es. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.FFor baits sic concederld sin gn values platedesign values see ESR•7377,ESR-7988(MRak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=( -81) 107 6-5=( 0) 18 BC: 2x9 KDDF 01&BTR SPACED 29.0" O.C. 2-3=(-179) 26 5-7=(-104) 137 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-9=( -58) 45 3-7=(-163) 125 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -17/ 356V -82/ 1948 5.50" 0.57 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.8" -113/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" -11/ 109V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOA:. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 3-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed= 0.169" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed= 0.225" -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.079" MAX BC PANEL TL DEFL = -0.006" @ 4'- 0.2" Allowed= 0.199" l MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.6" 14.00 7 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 oo Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `� o load duration factor=1.6, 6h6...- I Truss designed for wind loads m in the plane of the truss only. AilliMillill6- o o ►� I _ o M-1.5x3 o �� 6 O 0 M-3x9 M-3x5 1 l y ,L 2-03-12 3-08-04 y y y y ¢c.I3 P8Qpps 1-00 2-05-08 6-00 3-06-08 r� l ,r (PROVIDE FULL BEARING;Jts:2,9,7 I C`:7 V������6r� • 4: 8.782PE • �r JOB NAME : 17-A PLAN - FJ4 - Scale: 0.4569 OREGON �- WARNINGS: GENERAL NOTES, unless otherwise noted e. =/ice RE"'"^"N y Ab42,9t !S'. Truss: FJ 4 Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an individual l[a �l a f IS.S and Waminge before construction commences. building component.Applicability of design parameters end proper 7�T "�- 2.2r4 compression web bradng moat be Installed where shown+, 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 chortle to be Ialeraiy braced at Java U L Ck Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10.0.respectively unless braced throughout mein length by ;` continuous sheathing et as plywood sheathing(7C)and/or drywall(BC). DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or tatlatest bracing required where shown++ SEQ.: Ki5 0 4 8 2 8 4.No bad should be applied to any component until alter all bracing and 4.Inataflatlon of truss is the responsibility of the respective contractor. ��//ry�3 ry(''3 �+ fasteners are complete and at no time should any bads greater than 5.Design assumes brews are to be used In a nen-oonosse environment, EXPIRES: 12/31/2016 TRANS I D: LINK design baits be applied to any component. and are for"dry condrlun"of use. 5.CompuTrua has no contra over and assumes no responsibility for the 8.Design assumes NI tearing at all supports Mown.Shim or wedge If necignes. November 3,2015 fabrication,handling,shipment and Inetallatbn of components. 7.Design sesames adeauare drainage h provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be loomed on both faces of teres,and placed so their center TP WITCA in BCSI,copes of which will be furnished upon request. lines coincide with alit center fines. uTrus Software 7.6. 1t.Z 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Com P )- t0.For basic connector pate design values see ESR•131t,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF Ifl&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-6=(-122) 190 6-5=( 0) 18 BC: 2x4 KDDF )t1&BTR SPACED 24.0" O.C. 2-3=1-208) 42 5-7=1-157) 180 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-9=1-102) 75 3-7=(-215) 188 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -25/ 380V -102/ 239H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 10.8" -110/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -34/ 133V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" 4-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed= 0.219" '( f MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.292" 0' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.029" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 0 MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 19.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9X6 I load duration factor=1.6, 3 r Truss designed for wind loads o lane of the truss only. I in the p n y. 1 _ M-1.5x3 o I I _ 6 o M-3x9 M-3x5 2-03-12 y 1-00 l z 05-08 ly 6-00 3-06-08 1 \coAG d N / �`r�'°.. 'PROVIDE FULL BEARING;Jts:2,4,7 ct. 89782PE r JOB NAME: 17-A PLAN - FJ5 '✓ .. r r Scale: 0.4005 ..�1 40 WARNINGS: GENERAL NOTES, unless otherwise noted. 7 .OREGON` y�©', C�` . 1.Builder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown end le for an individual .11-4!). ) &��r �+ {r' C7,`. Truss: FJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 �7 'j J 2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the reeponstbnny Dime building designer. 3.Additional temporary bracing to insure stability during construction 2.Design aewmes the top and bottom chords to be laterally braces al 't �A•..,L O Is the responsibility of M.erector.Additional permanent Meana of c2 o c and al t O c.c respectively as ey unless braced throughout their length by U DATE: 11/3/2015 the overall structure h the responsibility f the building designer. Z impacts sheathing or lelateral b aciplyng re air a where s and/or drywen(BC). lY o B g 3.to Impact bed ging or the bracing required where shown.. SEQ. : K 15 0 4 8 2 9 4.No load should be applied to any component until after ail bracing and 4.Instauatbn of hues h thresponsibility Whir respective centred., 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, and are for^eryconaalon^orae.. EXPIRES: 1 / 1/ 16 TRANS ID: LINK design leads beappl.dtoanycomponent. 5.ComWTNshas no control over and aewmes no responsibility for the S.Design assumes NII bearing al al supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry. November 3,201 5 ].Pestgn assumes adequate drainage is grossed. 6.This design Is furnishedgnfurnished sages to the limitations sal forth by S.Plates shall be locates o ed on both(aces of truss,and placed w their center TPINy1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. .Digits indicate size f plate in inches. . Mtek USA,Inc./Com uTrus Software 7.6.6(1L)-Z 10. For basic connector fhh design value.see ESR-7311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&8TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-6=(-174) 179 6-5=( 0) 18 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 2-3=1-237) 65 5-7=(-224) 230 5-3=1 0) 52 WEBS: 2x9 KDDF STAND 3-4=1-140) 104 3-7=(-275) 268 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.2 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 400V -122/ 276H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.6" -61/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) 5'- 11.6" -107/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TN_: SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NC'f BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOA/. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONC.IERECTLY. 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" 5-11-09 MAX LL DEFL= 0.011" @ 2'- 3.8" Allowed= 0.254" T 'f MAX TL CREEP DEFL= -0.011" @ 2'- 3.8" Allowed= 0.339" 4 MAX HORIZ. LL DEFL = -0.022" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.020" @ 5'- 8.6" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 1 cm M-4x6 0 3 owpmmommimmi o r M-1.5x3 . 1 6 M-3x4 M-3x5 1 y 2-03-12 Ly 3-08-04 l \co t\G NEE�`s�/ 1-00 2-05-08 6 00 3-06-08 C " 'T ,1, 'PROVIDE FULL BEARING;Jts:2,7,4 ( 7Q2[] -17 . JOB NAME : 17-A PLAN - FJ6 Scale: 0.3555 VirOREGON /t) WARNINGS: GENERAL NOTES uSess otherwise noted ,(./y /J� REG"'N( """j Truss: FJ 6 1.Builder and erection contractor should be advised of id General Notes 1.This design basal.'dy upon the parameters shown and is for an Individual .1 YY& [.' l?. • and Warnings before conetrudlon commences. building po Applicability of daaign parameters and proper 7 2.244 compression web bracing must be installed where shown e. incorporation 1 F.nM is the responsibility of the building designer. al tarnporary bracing to inure stability during construction 2.Design thep and bottom chorda to be laterally braced et 3.Additiona{. p, el Vel lathe responsibility of the erector,Atltldlonal permanent bracing of 7 o c tl t 1cG r espectNely unless braced throughout mak length by A U `' DATE: 11/3/2015 the overall structure b the responsibility f the building designer. impact sheathing sten as ng rad requisheatred where s ownandrOr sryweA(BC). �n A1on a b 3.I 20 lmptIon at bridging or!stern bracingalbHsy ulree where shown++ SEQ.: K 15 0 4 8 31 4.No mad should be applied to any component until after all bracing and 4.Installation f trussthe areponsibdsy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used In a non-come:ye environment and are for"dry .d:bon of see EXPIRES: 12/31/2016 TRANS I D• LINK design loads be applied to any component • 5.CampuTms has no control over and assumes no responsibility for the 6.Design assumes NO Orin%at all supports shown.Shim or wedge H fabrication,handling.shipment and installation of components. necessary. November 3,2015 ].Dates assumes b elo a led on both drainagecle ptrusts,d. en 8.This design is furnished cabled to the limitations set forth by 8.Plates shall be bated or both face of truss,end placed ss their abler TPWVICA in SCSI,copies of which will be famishedupon request. lines coincide with slot center lines. uTrus Software 7.6.6 1 L Z 9.Digits indicate size of plate in Inches. MiTek USA,Inc./Com P ( )- r I.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-334) 185 3-4=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 393V -135/ 338H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -300/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9 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 = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" 3 MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3". Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL - -0.006" @ 5'- 11.2" )! MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 19.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cw load duration factor=1.6, o I Truss designed for wind loads I in the plane of the truss only. 0 m o ti fiN 0 M-3x4 l b l l0[} PROFe 1-00 6-00 0-11-09 %C'° � / �� � `SI (PROVIDE FULL BEARING/Jts:2,5,3 I ' 8 782PE �r JOB NAME : 17-A PLAN - FJ7 + \/. Scale: 0.3754 ' .a•/T� 1. 1e WARNINGS: GENERAL NOTES, unless otherwise noted: (,as 4) I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters Mown and le for an individual /��y OREGON " Truss: FJ7 end Warnings before construction commence. building component.Applicability of design parameters and proper '7 �4'' 122, Q, 2.204 companion Web bracing must be Instated Where.Frown.. incorporation of component b me responsibility of the building designer. C/04 3.Additional temporary bracing to insure stability during construction 2 Design and et W the top and bottom chords to be laterally braced at l',453, r R'y Ab !JV. Is the responsibilty of the erector.Additional permanent Meting of T o c erd at 70'a.c.respectively unless braced throughout their length by ` ly DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.Zr continuous bridging)or lateral bracinng such as g required ehaWdn/oe tlryweA(BC). �A U 1� �`. SEQ.: K 15 0 4 8 3 2 4.No load should be applied to am component until after ail bracing and 4.Installation of truss is the responsibility PIM respedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-connive environment, TRANS I D• LINK design loads be applied bony component. end are focry conanl00 of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deign assumes NA beating at all supports Mown.Shim or wedge if EXPIRES: 1 2/31/2016 fabrication,handling,shipment end inhalation of components. 7.Design ssumes adequate drainage 6 provided. November 3,2015 EXPIRES: C G V 6.This design is furnished oohed to the limitations set forth by 8.Plates shag be located an both faces of tine,and placed so their center TPI5NTCA In SCSI,copies of which WN be furnished upon request. lines coincide with alto center lines. B.Dlgte indicate Noe of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(12)-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 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-417) 361 3-4=(-107) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.G PSF DL ON BOTTOM CHORD = 10.0 POE' BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.G PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -162/ 3610 5.50" 0.60 HIDE' ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -376/ 939V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED,STORAGE 7'- 11.6" -20/ 12V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM IF 10 PSF. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. 4 -f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" 3 Design conforms to main windforce-resisting 12 it system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads N in the plane of the truss only. 0 m 1.m 0 0 111'"'---- -� _, -/ I _ 5�_ o M-3x4 1-00 6-00 1-11-09 �,cj .6 (\G IN ; /0 (PROVIDE FULL BEARING;Jts:2,5,3,4 1 /'sv 4 :9782PE vc,,. JOB NAME : 17-A PLAN - FJ8 //s^' /� Scale: 0.3410 WARNINGS: GENERAL NOTES, .0,1555 erherntse cored, OREGON �``� Truss FJ8 1.Builder end erection contredor should be advised of al General Notes 1.This design is based only upon the parameters shown and H for an individual (�� and Wamings before construction commence.. building component.Applicability of design parameters and proper ► Vp ' = 2.2x4 compression web bracing must be metalled where shown v. Incorporation of component la the responsibility of the building designer. .11 ... //a.,,`,, a'. V 3.Addtiional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be Literally braced al T •qpity�! J ` �j- Isthe responsibility of the erector.Additional permanent bracing of T o.c.end at 10 c.c respectively unless braced throughout their length by AO is Y DATE: 11/2/2015 the overall structure le Ms lasponsibNty of the building designer continuous sheathing such as plywood shealning(TC)and/or drywel(BC). .JI I t 3.2.Impact bridging or lateral bredng required where shown++ r•'1 6. SEQ. : 51504033 4.No bad should be epplbd to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used M a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentend ars for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibgty for the fi.0a sign assumes full bearing al el supports Mown.Shim or wedge if EXPIRES: 12/3112.016 fabrication,handling,shipment and insiagstion ofcomponents. 7.Design ssumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the Imitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIiWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SMiTek USA,Inc./Com uTrus Software 7.6.61L E10.For Digitsbasic indicatesitsdesignpplotsinches.values( .Forbeak cafe sits plate in sae ESR-7377.E5R-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 [ODE 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-471) 419 3-4=(-110) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -180/ 401H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KEEP ( 625) 5'- 11.2" -390/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 10.2" -46/ 4911 0/ OH 1.50" 0.08 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 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" fi MAX TC PANEL LL DEFL= 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.157" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 9.4" MAX HORIZ. TL DEFL = -0.009" 0 8'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. 3 12 Wind: 140 mph, h=25.8ft, TCUL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 P , load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 cn 0 0 0 �i f �p I 0 5 1 M-3x4 y l 1 �,< GINE `r N / 1-00 6-00 2-10-03 g/,,\ 19, (PROVIDE FULL BEARING;Jts:2,5,3,4 I �kJ :�782�� ",�r- JOB NAME : 17-A PLAN - FJ9 e► .a.r Scale: 0.3102 WARNINGS: GENERAL NOTES, unless otherwise noted , (/a'�r �/+�p� / /'y �47 1 Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon me parameters shown and Is kr an individual /�(-4Jf Z 4-1ON [ti �},. 11 Truss: FJ9 and Warnings before construction commences. building component.Applicabillly of design parameters and proper (J/ V �` 2.2a4 oompraasion web bracing mug be Insialbd where shown+. incorporation of component Is me responsibility of the building designer. 'T.149. C Alp y A G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom ly acechobraced throughout their e to be laterelty braced at 'l {J _\ y N the reeponsibilty of the erector.Additional permanent bracing of continuos sheathingouchas splywood sheathing(TC)anter drywal BC).. Pr/A1 1 N' DATE: 11/2/2015 the overall structure lame responebllly of me building designer. 3.Zr impact bridging or lateral bredng required where shown o n 'I U.1_.. � SEQ.: K 15 0 4 8 3 4 4.414 bed should be applied to erg component until after alt bracing and 4.Installation st lation of cons thehresponsibility sibUiIybe used a the respsorowatreder.n.m, fasteners are complete and at no time should any loads greater man Oe gareWdry trusses arof e to TRANS I D: LINK design loads be applied to any component. 6.Design assumes Na bearing at an supports shown.shim or wedge if EXPIRES: C�v /�{/rj ry(�+G 5.CompuTrushas nocontrol over and assumes noresponsibility forthe cowry, EXPIRES. 12/31/2016. fabrkelian,handling,shipment and instalationofcomponents, 7.Design assumes adequate drainage is provided. November 3,2015 5.This design is furnished edged to the limitations eat forth by B.Plates shall be located on both feces of truss,and placed so their center TPIM/ICA In SCSI,copies of which will be fumlehed upon request. lines coincide with)Dint center linea. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ENR-1988(MUTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-312) 185 3-4=( -68) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -133/ 327H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -275/ 248V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE I LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ 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 = -0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" 1( � MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti ,-I load duration factor=1.6, I Truss designed for wind loads oin the plane of the truss only. m 0 VA 0 M-3x4 PR oFk. y 1-00 y 6-00 0 09-0e Gj\ � G N �y`�'''r1, (PROVIDE FULL BEARING,Jts:2,5,3 I f,�.,.. j. i5 , _ J 17 4t 89782PE 1-- JOB NAME : 17-A PLAN - FJ10 ,_ .ea' +'` • Scale: 0.3869 lair WARNINGS: GENERAL NOTES, unless otherwise noted (I OREGON 4) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and b for an Individual 9�' "OREGON N. Truss: FJ10 end Wamirgsbefore construdloncommences. building component.Applicability of design parameters and proper ' '(i/, (t4' Q' 2.204 compression web Mooing must be Inatalld where shown a. incorporation of component Nine responstbNlty of the building designer. ..� "-4 h .. e=. ¢ 3.Additional temporary bracing to inure stability during constructionflr 2.Design and at 10 the top ant bottom chords to be lalemlty braced al 7 ("�y J R the responsibility of the erector.Additional permanent bracing of continuous o.c.antl a1 sheathing o.c.tech cc sly unless braced throughout their length by DATE: 11/2/2015 the overall sirudure is me reepondb8G g ty of the building designer. 3.201mpact bridging or lateral b plywood qurequired and/ora i ed wheesho) wntlrywall(BC). �./t'1+t { SEQ.: K 15 0 4 8 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respedme contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes wsses are to be used In a non-wrioawe environment, TRANS I D: LINK design loads be applied to any component. and.re for"dry condition"of use. 5.CampoTrus has n control over and assumes no responsibility ler the B.Deg assumes full basting at an summits show)Shim or wedge if EXPIRES: 12/31/2016 ry fabrication.handling,shipment and Installation of components. 7.Design awmeaadedanbethm cc is truss,.. November 3,2015 8.This design b furnished wbjed to the limitations wt forth by B.Plates shall be baled on both laces of trues,end placed so Ihelr comer TPIN4TCA in SCSI,copies of which will be furnished upon request. line coincide with lams center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Far basic connector plate design values we ESR-1311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-08 6-09-08 T T T 12 HM-4x4 12 19.00 7 3 14.00 IF 0 2 I o o Io o 0 l M-3x4 'M-3x4 0) TROP n 4 :9782PE -7_,.. JOB NAME : 17—A PLAN — G1 Scale: 0.3109 WARNINGS: GENERAL NOTES, unless otherwise noted: r C- 40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual -9 OREGON h" Truss: G1 and warMnga before construction commences. building component.Applicability of design parameters and proper ;1/&..,41 {t. �SJ 2.244 compression web bradng must be metalled where thaw,0. Incorporation of component is the rosponsiblgy of the bathing designer. .T Cly}rev : r� ¢ 3.Additional temporary bracing to Insure stabilgy during construction 2 Design and .ttassumes the lop and bottom es,choler to be laterally bawd at 77 �1 J"� J is are roeponelbrgty of the erector.Additional permanent lensing of 2'o.c.end et 10 a.c.respectively unless braced throughout their length by g\- DATE: 11/2/2015 the overall simdure Is the responsibility of me building designer. continuous sheathing or such as plywood sheathing(7C).andlor dryweN(BC) p 1 U I= 3.2x Impact bridging lateral bracing required where Mown 4 e Lr SEQ.: Ki5 0 4 8 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of Imes Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design eeeumee trusses are to be used in a non.oerroaue environment, and are for dry condition•of use. TRANS ID: LINK design nada be applied In any component. a Design assumes full bearing atalsupports shown.Shim orwedge it EXPIRES. 12/31/ 016 5.CompuTrus has no control over and assumes no responsibility for the neuaeary fabrication.handling,shipment and installation ofcomponents. 7.Design aaaumeeadequate dreinegeAprovided. November 3,2015 8.This design Is furnished tubed to Me limitations sat forth by 8.Plates sMq be located on both faces of truss.and placed so their center TPNNfCA In SCSI,copies of which MI be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic conceder plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-67) 389 3- 8=(-212) 291 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2- 3=1-565) 179 8- 6=(-56) 305 8- 9=1-219) 413 WEBS: 2x4 KDDF STAND 3- 4=(-938) 228 8- 5=1-212) 291 LOADING 4- 5=(-938) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-565) 174 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PEP 6- 7=( 0) 86 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 685V -246/ 246H 5.50" 1.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.0" -136/ 689V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6-09-08 6-09-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' 1' 4' MAX LL DEFL = 0.009" @ 6'- 9.5" Allowed = 0.633" 3-05-04 3-09-04 3-04-09 3-05-04 MAX LL DEFL = -0.002" @ 14'- 7.0" Allowed = 0.100" ,' 4' 4' 4' 4' MAX TL CREEP DEFL = -0.003" @ 19'- 7.0" Allowed = 0.133" 12 12 MAX BC PANEL TL DEFL = -0.019" @ 3'- 1.7" Allowed= 0.400" M-4x6 14.00 7 7\19.00 MAX HORIZ. LL DEFL = 0.004" @ 13'- 1.5" ',I 4 4 �" MAX HORIZ. TL DEFL = 0.006" @ 13'- 1.5" Pi..T. Design conforms to main windforce-resisting system and components and cladding criteria. a.. Wind: 190 mph, h=24.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 raAnimeg 3 \ilik..-+......-.... 0 0 0 M-3x9 M-3x8 M-3x4 0 y 6-09-08 y 6-09-08 y 5, � P RpFCSs 11-00y 13-07 y1-00y 4i. ��yG�NE�cR /� -17 '�' 8"782PE r JOB NAME : 17-A PLAN - G2 Scale: 0.2737VP' �% WARNINGS: GENERAL NOTES, unless otherwise noted C/�"1 ��(+'�6((�]] //`�r//""rr��(�� ^J 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon Be parameters shown end le for an Individual / V R G V I V ©�'` �. Truss: G2 and Warnings before construction commences. building componentApplibablllly of design parameters and proper /' Y) 2.7x4 compression web bracing must be installed where shown*. incorporation or component Is the responsibility 011ie building designer. C/ [y ,{�.y V 3.Additional temporary bracing to insure steblllly donne construction 2 Deelgn assumes the top and bottom chords to be laterally braced et .16 Aa1.Y "� N. lathe responsibility of the erector Additional permanent bracing of 2'e.c.and et 10 o.c respectively unless braced throughout their length by continuous sheathing such as plywood MeathIng(TC)and/or dryweti(BC). +�A 1 '1 ' DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging or!Mend bracing required where Mown** /"'1 l!L SEQ. : 1<1504838 4.No load should be applied to any componentuntll after all bracing and 4.Installation of toss Is the responsibility of the respective contractor. fasteners are complete and et no time should any Weds greeter than 5.Design assumes trusses are to M used Ins noncorrosive environment, TRANS ID: LINK design loads be applied to soy ceeponent. and cr510,dry condition clue.. 5.Domicil-rue hss no control over end assumes no responsibility forme 6.Design assumes Ng bearing et aN supports Moven.Shim or wedge If EXPIRES: S�+ ry. Xr�Il Ea7. 12/31/2016. fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage is provided November 3,201 5 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both races of truss,and placed so their center TPPWTCA In SCSI,copies of which MMI be furnished upon request. lines coincide with joint center lines. B.Digits indicasize of plate Inches. c MiTek USA,Inc./Com uTrue Software 7.6.6(1L}E 1 For basic connector at design values see ESR-1311.ESR-1866(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=(-5142) 1140 1- 7=(-694) 3072 7- 2=( -398) 1890 BC: 2x8 KDDF #1&BTR 2- 3=(-3938) 1002 7- 8=(-692) 3056 2- 8=(-1146) 380 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3966) 1000 8- 9=(-962) 2230 8- 3=( -724) 2774 2x8 DF SS A LL = 25 PSF Ground Snow (Pg) 9- 5=(-9164) 914 9-10=(-472) 2478 3- 9=( -736) 2950 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 86 10- 5=(-972) 2978 9- 4=( -178) 272 TC LATERAL SUPPORT 0= 12"01. UON. BC UNIF LL( 920.8)+DL( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -2) 179 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)001( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3071.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1269/ 5668V -228/ 219H 5.50" 9.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -812/ 3616V 0/ OH 5.50" 5.79 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6" or. in 2 rows) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.027" @ 7'- 7.0" Allowed= 0.633" MAX TL CREEP DEFL = -0.071" @ 7'- 7.0" Allowed = 0.844" MAX LL DEFL = -0.001" @ 14'- 7.0" Allowed = 0.100" 6-09-08 6-09-08 MAX TL CREEP DEFL = -0.001" @ 14'- 7.0" Allowed= 0.133" MAX HORIZ. LL DEFL = -0.005" @ 13'- 1.5" 3-09-10 2-11-19 2-11-14 3-09-10 MAX HORIZ. TL DEFL = 0.011" @ 13'- 1.5" f T T T T 12 M-5x6 12 Design conforms to mar n windforce-resisting 14.00 7 N 14.00 system and componentsand cladding criteria. 3 5.O" At: Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), @ HANGER BY OTHERS TO APPLY load duration factor=1.6, CONC. LOADS) EQUALLY TO ALL MEMBERS. Truss designed for wind loads in the plane of the truss only. M-3x5 4' M-5x16 M-5x16 0 40'' r 011111M-3x5 F g \� o 0 7 N 8 9 10 o M-3x8 M-5x10 M-5x10 M-3x8 o [1 PROP/� 1' y y +30719 @ ,L y •t.g'�V PRr„�'e0 3-07-14 2-04-02 1-07 2-04-02 3-07-19 ,,`�j •``¶ GINE�C"C�`�9/7 y 13-07 1-00y & (� ry��jj :977.82 PE Cr JOB NAME: 17-A PLAN - G3 '�`--"/ce . Scale; 0.2633 V y 174, /+y (ry WARNINGS: GENERAL NOTES, unless otherwise noted, l OREGON[[['''yyyh s i� 1.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters Mown end Is for an Individual + � �� 5 ��. Truss: G3 and Warnings before construction commence. building component.Applicability of design parameters end proper • 2.2s4 compression web bracing must be Installed where shown•. Incorporation of component is me responsibility of the building designer. ' 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top end bottom chards to be lateralN braced at PA U L (A. Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at fly o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheateng(TC)andlar drywall(BC). DATE: 11/3/2015 the overall structure la the responsibNty of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 9 8 3 9 4.No load should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design esaumes trusses are to be used In a noncorroshe environment, �/ {p ms's (} �j.l)/�/'{.4 p TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12)31/LV IV 5.CampuTrua has no control over end assumes no responsibility forme B.Design assumes ml bearing at all supporta shown.Shim or wedge N fabrication,handling.shipment and instelation of components. " November 3,2015 T.Design eaaumes bobaded on thdrainagefcis provided. and This dastgn Is furnished subject to the limitations set forth by 8.Plates chat be boated on both faces of true, paced so their center TPI/N/rCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center linea. 9. Indicate nc le Wceof plale hr inches. MiTek USA,Inc./Com uTrus Software 7.6.6(1L)-E 10. For basic connector fpinc values Gee ESR-1311,ESR-71188(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 • BC: 2X4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -173/ 327V -26/ 83H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" 0-11-09 MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" T 1 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" 14.00 77 MAX HORIE. TL DEFL = 0.001" @ 0'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ' N in the plane of the truss only. 0 cs o /- I anO 3x4 J• l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 6-00 wco .L,tyC IN�.p �0 17 89782PE r" JOB NAME : 17-A PLAN - J1 Scale: 0.6771 ,� I, )� moir WARNINGS: GENERAL NOTES, unless otherwise noted: (,I�� OREGON (eJ... t Builder and erection contractor should be advised of ail General Notes i.This design h based only upon the parameters shown and Is for an Individual OREGON �yN. Truss: J1 and Warnings before conetructlarecommences. building component.Applkebilityofdesign parameters and proper ')2 'r 2 2a4 compression web brewing must be installed where Moven+. incorporation of component is the responsibility of the building designer. .,.[) (/^a., s� V 3 Additional temporary bracing to Insure stability tlunng construction 2.Design assumes the top and bottom chorda to be laterelty braced et 7 "T(� '+J �,i_ N the responsibility of the erector.Additional permanent bracing of �^c and et 10 o c.respectivelyply unless braced)TE)and/or malt length by Y DATE: 11/2/2015 the overall structure NUN r. emu repent shestntng lateraaepywg re aired herecaos adtyw.n(Bc). q t �}� epor. by of the bantling designer. 3.2a Impact til eath or such bracing required where shown+a L SEQ. : K 15 0 4 8 4 0 4.No load should be applied to any component until after all bradng and 4.Inshllatbn of trues Is the reapondbbty of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes wesee are to be used In a non-corrosive environment, TRANS ID: LINK design hada be applied to any component. and are for"dry condition'of use. 5.CompuTrua has no=trot over and assumes no responsibility for the 6.Dnecessary. �gn�aaaumea NA bearing at all supports Macon.Shim or wedge 1! EXPIRES. 12/31/2016 fabrication,handling,ehipmenl and Installation of components. ry EXPIRES: G M7 7.Design.awmehadequate onbotdrainage faceso tnms,ed.an November 3,2015 8.This design is furnished subject to the limitations sal font by e.Plates shall be heated on both feces of Iruas,and placed w their center TPINOICA In SCSI.copies of whkh will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6(1L E B.FarDigbs lndlcateeGor size plate design values P )• 1.Forbasicconnectortpat in design sae ESR-1311,ESR•t BSB(MGM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF It16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF p1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIE 0'- 0.0" -34/ 296V -95/ 120H 5.50" 0.47 KDDF ( 625) 1'- 11.2" -144/ 12BV 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) + For hanger opecs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-00 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" T K MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.250" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.259" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3,8" Allowed = 0.339" 14.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" 3 -1 MAX HORIZ. TL DEFL = 0.000" @ l'- 11.2" ,' Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, '-I Truss designed for wind loads I f in the plane of the truss only. 0 (V o f 1 o 0 o +e 9 Y M-3x4 J• ).. i 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I6-00 �'y pp/'� c -,0 f!1 OF e3 �`t.�yGIN E. 9/0 ` 8"782PE yr" JOB NAME : 17-A PLAN - J2 Scale: 0.6271 err , •/ -^.. WARNINGS: GENERAL NOTES, unless othennse noted' to 40 1.Builder and erection contractor should be advised OW General Nates I.This design is based only upon the parameters shown and le for an Individual "9 OREGON qn �- Truss: J2 and Warnings before conetrudlon commences, building component Applicability of design parameters and proper '' ik� V4<erQ' 2.2a4 compresel web bracing must be Installed where shown v. Incorporation of component Is the re°ponsibglly of the bu ldRg designer. '1 V Q'e 3.Additional temporary bracing to Insure stability during consttuction 2.Design assumes the tap pandee bottom chortle to be Ialera n bracetl et /.�"1 ��` 1, is the reaponsibllty of me erector.Additional permanent bracing of 2'o.c.end et 1 g sheathing respectively unless braced throughout their length by F DATE: 11/2/2015 the overall structure Is the responsibility sloe building designer. continuous inga,such bs acng red aired here c naen.r tlrywaA(BC) t span Ity g g 3.2e Impact bridging or lateral bracing required where Mown+i 1w SEQ.: K 15 0 4 8 41 4.No bad should be applied to any component until eller all bradng and 4.Installation of Imes Is the responsibility of the raspedlve 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 ID• LINK design bads be applied to any component. and are for"dry condition"of me. 5.CompuTrus hes no control over and assume"no responsibility for the 6.nDecegssa saunas lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 . fabncatien,handling,shipment and installation of components. ry. 7.Pest assumes adequateobethfaces drainage is provided. an November 3,2015 8.This design is famished subject to the limitations eel forth by B.Plates shall be located on both facet of truss,and plead so their center TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. es MITek USA,Inc./Com uTrus Software 7.6.61L E I Digits indicateeictr plateInign values P ( 1.Dorb indicate connector plate design values see ESR-7377,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 61613TR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POE' load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-00-04 0-05-12 T T T 12 4.00 L7 M-1.5x3 4 —s 3 I • IL 1 N 2 IT toti M I ti n W -irlilliiiiillir M-3x4 M-155x3 6 l l ,1 1-00 3-06 ',° PROpen ,, • 04GINEe" �0 444 -7 of 9782PE 1-- JOB NAME : 17—A PLAN — H1 ,r /' Scale: 0.6556 , , WARNINGS: GENERAL NOTES, unless othenmee noted Truss: ['�1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual Ir OREGON a', and Warnings before construction commences, building component.Applicability of design parameters and proper ��,,,I�ry (1� Q"' 2.204 compression web bradng must be Installed where shown a. incorporation of component is me responsibility of the building designer. 7� (/�/ �: 1E VV r� 3.Additional temporary bracing to Insure stability during construction 2.7 0.0 assumes the top end bottom chants to be laterally bncerl al 7 J tj-*. Is the responsibility or the erector.Additional permanent bracing of T o c end et oG o,c reapectNely unless braced throughout their length by + '✓ DATE: 11/2/2015 the overall structure b me responsibility of the buildingdesigner. continuous sheathing or later l busing ng red aired erhere s end/or tlrywell(BC) �'/t Li t �\ agora tY g 4.leN tmptct Oet t us or bens ilei required the where shown contractor.•a r'{10./1.. SEQ.: K1504842 a.Notonesad are cm eteento at no componena y loadall geater thend 5.Designtion asufes nates are to be useoftheraspedlosiimr fasteners are complete end at no time should any loads greater men 5.Design assumes buses 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. 12/31/2016/y/] }(� p 5.Com Trus has no control over end assumes no re 6.Design assumes ml(bearing at all supports mown.Shim or wedge If EXPIRES: 1 2/31/201 6 W responsibility ler me ..— fabrication,handling,shipment and Inebriation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design is furnished subject to the timietians set form by 8.Plates shall be butted on both faces of truss,and placed so their canter TP WVTCA In BEN,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size al plate In Inches. MITek USA,Ino,/CompuTNa Software 7.6.6(10-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF d14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-271) 415 3-6=(-460) 256 BC: 2x4 KDDF 414BTR SPACED 24.0" O.C. 2-3=(-486) 228 6-4=(-135) 105 WEBS: 2x4 KDDF STAND 3-4=( -78) 76 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 534V -39/ 113H 5.50" 0.85 KDDF ( 625) 9'- 10.0" -49/ 419V 0/ 0H 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR OSPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.220" @ 4'- 10.0" Allowed = 0.400" MAX BC PANEL TL DEFL = -0.331" @ 4'- 10.0" Allowed = 0.533" MAX HORIZ. LL DEFL = 0.004" @ 9'- 2.5" 5-03-14 4-00-06 0-05-12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 2.5" T I T T 12 Design conforms to main windforce-resisting 4.00 17 M-1.5x3 system and components and cladding criteria. 5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ' M-1.5x3 3 0 y1I-- 0 n1 u N I M I 2W=Bil6 lieel o M-3x4 M-3x4 y l , 9-02-08 0-07-08 y 1-00 1 9-10 l ��,,cO PR()pet, .. INE v(9 co tAG fp ` 89782PE yv- JOB NAME : 17-A PLAN - H2 Scale: 0.4709 "'f / WARNINGS: GENERAL NOTES, unless othenese noted / Ci' /`r/'r�K� 41, -� 1.Builder and erection contradar Mould be advised of all General Notes 1.This design a based only upon olnithe efparameters algnparemoshown and ndIsrfor a individual ' 'O• REGON n'-, a.,,_ Truss: H2 and Wamings before construction commences V �• e( 2.244 compression web bracing must be Installed where shown v Incorporation of component is the rosponsibddy of the building tleslgner. ✓� �Q�j 1 ((�+ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at •� •/'�Y Is the responsibility of the eredar.Additional permanent bracing of T a.c.and et 10'o.c respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility f the buildingdescontinuousxImpactbridgingsheathing later l b ac vg esheathing(TC)wheres own4 drywall(BC). �. L apon Iry o acing 1 2x Impact shaor lateral bracing drequired draw,/and/or+ L SEQ. : K 15 0 4 8 4 3 4.No load should be applied to any component until after all bracing and 5.4.DesignInstallation eswru truss iiss the he rresponsibilityto baueyd Inthe respective sive environment, fasteners are complete and et no time should any loads grater thanand re for"dry condition"of use. TRANS I D: LINK design leads be applied to any component, 6.Design assumes Ns beefing at aA supports shown.Shim or wedge If 5.Compurrus has no control over and assumes no responsibility for the essary. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 5.This design is furnished subject to the ymitallons set forth by 8.Plates shall be boated on both faces of truss,end placed so then center TPIiWFCA in BCSI,copies of which*II be furnished upon request. lines coincide vdth Joint center lines. 9.Digits indicate sire of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7317.ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 86 2-5=(-112) 226 5-3=(-106) 168 2x6 KDDF #lfi BTR T2 2-3=(-449) 111 5-6=( -62) 90 5-4=(-115) 312 BC: 2x4 KDDF #1fiBTR LOADING 3-4=(-229) 99 4-6=(-449) 238 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"OC. SON. TC SNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 604V -85/ 143H 5.50" 0.97 KDDF ( 625) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -205/ 506V 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 204 BRACING AT 24"00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NO2 BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.008" @ 3'- 1.1" Allowed = 0.339" 2-11-09 3-00-07 MAX TC PANEL LL DEFL = -0.012" @ 1'- 7.8" Allowed = 0.236" 1' 1160# ' MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" M-4x6 3 M-3x4 12 Design conforms to main windforce-resisting 4system and components and cladding criteria. 14.00 17 400D1111 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, III SS (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 M o f , -s,Alai! I f 5 6 M-3x4 M-3x6 M-1.5x3 1 l l y 2-10-03 3-01-13 l J' y 1-00 6-00 ,,,. .‘,4'0p � � P R 0Fe �74IN4\ 89782PE rs JOB NAME : 17-A PLAN - J3 • Scale: 0.4899 -'`-^f ..>' _ WARNINGS: GENERAL NOTES, unless otherwise noted Truss: J3 1.Bmlderand erection contractor should be advised or al General Notes 1.This design is based only upon the parameters Mown and is foranIndividual a '7x OREGON r", and Wamings before construction commence. budding component Applicability of design parameters and properdr I - �t5 2.2x4 compression web bracing must be Insialkd where shown 0. Incorporation of top lathe responsibility of the.fly braced designer. Af 3.Additional temporary bracing to Insure stability during construction 2 Designthet p antl bottom chords n be laterally brecetl et 9R... -91 Y A6 (".a_ is the responsibility or the erector.Additional permanent bracing of T o.c end 110' -ouch ey unless braced throughout their length by �` '✓ DATE: 11/2/2015 the overall structure is the responsibility orae building designer. continuousmsh ig,ur ouch as plywood aired where 0 drywell(BC). P, ^U t 1 3./n Impact bridging eel po bracing required of the wnpe Mown++ r"1 L SEQ. : K 15 0 4 8 4 4 4.Na load aroma be applied to any component tura ager an bracing and 4.Installation or truss Is the,esponabnny or the respective cnnbedor, fasteners are compete and at no time should any loads greater than 5.Design assumes Insets are to be used in a nomoorosive environment, TRANS ID' LINK design made be applied noccnm.ny crsem. amgnassumesfuare for.cliy -.oaten^sate. EXPIRES:: 12/31!2016. 5.Compants hes no control over end assumes no responsibility for the 6.Design assume.fu.i bsar:ng at all supporta Mown.Shim or wedge If hbdcatlon,handling.shipment and installation of components. n cessary. ,.Patesshamesetle.,on drainage.oftruss,a November 3,2015 8.This design aNmig.shamend the limitations set po n S.Design shallbes ado�w borekcasof truss,and placed so their anter TP WJICA in SCSI,copies of which nO)be furnished upon request. lines coincide with lcii center lines. uTrus Software 7.6,6 1L E 9.Digits Indicate size of plata Sr inches. MITek USA,Inc./Cam p ( ). 10.For basic oonned:r pale design values see EBR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-10-00 GIRDER SUPPORTING 11-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13.TR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-1926) 366 1-5=(-342) 1774 5-2=( -170) 1098 BC: 2x6 KDDF 916BTR 2-3=( -85) 77 5-6=(-333) 1712 2-6=(-1894) 406 WEBS: 2x9 KDDF STAND LOADING 3-4=( -10) 4 6-3=( -129) 103 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 9'- 10.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.6)+DL( 98.6)= 214.2 PLF 0'- 0.0" TO 9'- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -263/ 1343V -42/ 117H 5,50" 2.15 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 10.0" -282/ 1393V 0/ OH 5.50" 2.23 KDDF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.031" @ 5'- 4.1" Allowed= 0.446" MAX TL CREEP DEFL = -0.063" @ 5'- 4.1" Allowed= 0.594" 5-05-14 3-10-06 0-05-12 MAX HORIZ. LL DEFL = 0.007" @ 9'- 2.5" 1 MAX HORIZ. TL DEFL = 0.012" @ 9'- 2.5" 12 4.00 - Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 3 -/ Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, T Truss designed for wind loads in the plane of the truss only. 1 -.1111111111111111111111111111111.11.- �M-4x4 2 I. o liiiiii....._° s rn 1t OWI �1 5 6 leeterl 0 M-5x10 M-3x6 :=M-6x6 l l l l 5-04-02 3-10-06 0-07-08 C1 y 9 10 y \•JtiNGI � R♦p 89782PE 1- JOB NAME: 17-A PLAN - H3 Cr' `• Scale: 0.5114 WARNINGS: GENERAL NOTES, unless otherwise noted S_..�/ OREGON Q"' I.Builder and erection eontredor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual �1 y�: f_ J Truss: H3 and Warning.before conabudiun commences. building component.Appllcablllty of design parameters end proper T,5, 'l rT �(,! 2,204 compression web bracing must be Imtalkd where.hoes IncoRwredon of component b me reapon.1b869 of the building designer. V 3 Additional temporary bracing b Insure stabllity during o ndruction 2.Design assumes the top and bottom chords to be teterally braced et 1. r,a U L c Is the reNNM f the erector.OddeWed m bracing at Yu.c,and at t0'o.c,respectively unless braced throughout their length by }'� spun ty ogermane continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), DATE: 11/3/2015 the overall etrudure Is the responsibility of the building designer, 3.2,Invert bridging or lateral bracing required where shown.. S E K 15 0 4 8 4 5 4.No bad should be applied to any component until eller all bracing and 4.Insteletinn of truss la the responsibility of M.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 noo<orresne environment, y/ p + )y� design bade be applied le any component. end are for"dry condblon"of use. EXPIRES: 1 2/31/201 6 TRANS I D: LINK 5.CompuTrus has no control over and attunes no responsitlity for the S.Dee m..e assumes NII beefing al all suppose shown.Shim or wedge If November 3,2015 fabeoetlon,hendling,shipment end installation of components. gn as 7.Design assumes adequate loboth See eproesetl. 5.This design N!writhed sainted to the limitations eel tush by S.Plates shell be located on both focos of Wu,and placed so their center TPVWICA In SCSI,copies of ehkh will be furnished upon request. lines colnelde Nth(clot center lines. 5.Digits Indkste sire of plate In Inches. MiTek USA Inc./CompuTrus Software 7.6.6(10-E 10.For basin connector plate design values see ESR-1311,109-1058(Wick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=10) 0 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF BEARING MAX VERT MAX BORE BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.1 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.; PIP 0'- 0.0" -10/ 396V -82/ 194H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -170/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NCI BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CON'"URRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1 I tMAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" 3 MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" ') MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" 12 14.00 -27 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. I "+ o ul 0 + Lc 1 o O I 4 0 M-3x4 l J' i 1-00 6-00 • IPROVIDE FULL BEARING;Jts:2,3,4 I L./../ :9782PE 91- • JOB NAME : 17-A PLAN - J4 - ...AO. Scale: 0.4883 , 4.0r 1111, WARNINGS: GENERAL NOTES, niece otherwise noted' " /+y Truss: J 9 1.Builder and erection conlrador should be advised of all General Notes 1.This design Is based(Ay upon the parameters shown and is/or an Individual "q R RE GO '" and Warnings before construction commences balding component Applicability of design parameters and proper 15'7 2.2x4 compression web bradng must be Metalled where shown+. incorporation f mPone°d la the responsibility of the building dealgner. 9 G,I Pt• A y� 3.AddSlonall temporary bracing to Insure debility during conaNclion 2 Design th p and bottom chords to be leterely braced et 4��l l/' J Is the responsiblHty of the erector.Additional permanent bracing of 7 c.c d t 19 .:spediey unless braced throughout their length by continuous sheathing such as plywood aheal5 9)11)andlor drywsN(BC). /)/i U( '- DATE: 11/2/2015 the overall structure is IM responsibility of the building designer. 3.2s Impact bridging or fates'bracing required where shown++ �'1 1.. SEQ. : K 15 0 4 8 4 6 4.No dad should be applied to any component until ager all bracing and 4.Installation of truss le:he responsibility of the respective contractor. fasteners are complete and at no time should any leads greater than 5.Design asaumestrusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and afor"dry condition'Cl see. 5.CompuIrus has no control over and assumes no responsibility far the 6.Designa fill bearing at all support.shown.Shim or wedge If neceum ry EXPIRES: 2/ 0 1 fabrication,handling,shipment and installation of nompanenis. 7.Design assumes adequate drainage is provided November 3,2015 8.This design A famished subject A the limitations set forth by 8.Plates shall be lo.red on both faces of truss,and Maud so their center TPNMCA in BCSI,copies of which will be famished upon request. lines coincide with j0114 center lines. 9.Digits Indicate size of pate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L}E II.For basic connector plate design values see EBR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -22/ 375V -102/ 234H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -172/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) on For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11-09 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" fMAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" 3 -/ MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" MAX 60511. LL DEFL = -0.003" @ 9'- 10.8" j) MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 Design conforms to main windforce-resisting 14.00 77 system and components and cladding criteria. Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Pt in the plane of the truss only. 0 on o LD o I 1-1 AINIMMEMMEMMEMMEMEMEMMMOdN 0 M-3x4 VO PRoF 6 y 1-00 y (PROVIDE FULL BEARING;Jts-200,3,4 I y �� ‘4G"`S. U., C 89782PE r JOB NAME : 17-A PLAN - J5 --.0"."<. `4""'` ' . Scale: 0.4326 NW WARNINGS: GENERAL NOTES, unless othensiee noted: K,+' • Truss: J5 1. and Wamings before conerection structictor on cold be mmeadvised of aN General Nates building This (gn is based only upon the parameters Mown and compo component.Applicability of design perimeters endiproper individual OREGON�o'� 2.7s4 compression wpb bracing thud be In51 Hsd where shown+. Inwrpanllon of componem Is the nsponsibiBy of the building designer. .y am ��[y� 3.Additional temporary bracing to Insure stability during construction 2 Design and er r S the tap and bosom chortle to be laterally braced at �.�'1 h`Y `J G_"- Is the reeponstbltily attire erector.Addalanai permanent bracing of P o c.and at 1 a o.c respectively unless braced throughout their length by ']"(,[{,, v continuous sheathing such es plywood sheathing(TC)crib/or drywal(8c). • PA { '' DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.Dc Impact bridging ar lateral bracing required ushers shown++ �"1 L SEQ. : K 15 0 4 8 4 7 4.No bad should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in e noncanosive environment, design loads be eppllsd to any component. end are for"thy condition'of use, EXPIRES: TRANS I D: LINK 5.IompuTrus has no control over end assumes no responsibility for the 6 Design assumes MI bearing at all supports snows.Shim or wedge if EXP 1 R ES. 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Deugn assumes adequate drainage is provided. November 3,2015 e.This design le furnished subject to the Ilmitetbne set forth by S.Plates shall be located on both feces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,lne./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=(-223) 185 1-3=(0) 0 BC: 2x9 KDDF I(18BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 265V -108/ 209H 5.50" 0.92 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.29 KDDF ( 625) *t For hanger specs. - See approved plans 5'- 11.6" -169/ 209V 0/ OH 1.50" 0.33 KDDF ( 625) LL = 25 POP Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED.STORAGE LIVE LOAD AT LOCATION(3) SPECIFIED BY IBC 2012. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-09 MAX TC PANEL LL DEFL = 0.335" @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.280" @ 3'- 9.9" Allowed = 0.858" f T -" MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 5'- 10.8" 0 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 (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. CO O Lt/ O O IRMIIIIIIA I 1 tt 3 0 M-3x4 l l „ 0PROrtes 6-00 a 'PROVIDE FULL BEARING;Sts:1,3,2 �� 1['�ry'')'{py� }j'Q �° Q�t 17 . :9782PE 1-- JOB JOB NAME : 17-A PLAN - J6 r "' Scale: 0.4157 / Amor WARNINGS: GENERAL NOTES, unless otherwise noted '®� CI CCq I.Builder and erection cantrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -? OREGON N. 4 ��,^. Truss: J6 and Warnings before construction commences building component.Applicability of design parameters and proper / r 2.2x4 compression web bracing must be Installed where Mown e. Incorporation of component is the responstbllity of the building eestgneG C� ? ,,{ V y. 3.Additional temporary bracing to Insure stability during construction 2 Destgn assumes the top and bottom chortle to be laterally braced at �/© A A Y _4(,, Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and et 10 o.c reapadhey unless braced throughout their length by ! `v continuous sheathing such as plywood sheathIng(TC)and/or dryweti(BC). A 1 t i " DATE: 11/2/2015 the overall structure is the reaponeibAMy of the building designer. 3.20 Impact bridging or bteral bracing required where shown e a r"{L/{+• SEQ.: K 15 0 4 8 4 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the reeponsibairy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condnion^of oe, EXPI �'a 5.CompuTnn has no control over and assumes no responsibility for the 6.Dee sigassumes N8 bearing at all supports Mown.Shim or wedge a EXP I RES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sirs of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values dee ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF iflaBTR LOAD DURATION INCREASE = 1.15 1-2=(-334) 186 1-9-(0) 0 BC: 2x9 KDDF 81&BTR SPACED 29.0" O.C. 2-3=( -83) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.6" TOTAL LOAD = 92.0 PSP 0'- 0.0" -33/ 279V -121/ 269H 5.50" 0.99 KDDF ( 625) 5'- 9.2" 0/ 150V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -293/ 280V 0/ OH 1.50" 0.36 KDDF ( 625) ** Fox hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0,003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.309" @ 3'- 9.7" Allowed - 0.576" MAX TC PANEL TL DEFL = -0.286" @ 3'- 5.2" Allowed = 0,869" 2 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" I 12 Design conforms to ma d cledree-resisting 14.00 system and components r and cladding criteria. Wind: 140 mph, h=23.3ft, TCOL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N O r Co ; :ti 1, 4" O M-3x4 0-11-09 y 6-00 'PROVIDE FULL BEARING Jts:l 9 2 Nc.j� ��G 619 N "^9 /V' 89782PE 1." JOB NAME : 17-A PLAN - J7 -! - w . • . Scale: 0.3829 all WARNINGS: GENERAL NOTES, unless otherwaae noted: {gyp /y `I/ Truss: J7 Builder and erection contractor should be advised of al General Notes 1.Oils design b based ens upon the parameters shown and Is for an individual "��•OREGON ryic and Warnings before construction commences, building component.Appliubimy of design parameters and proper -I" No 2.2c4 compression web bracing must be Inststbd where shown•. Incorporation of cemponeM la the reeponsibWlly of the building designer. �tyi 4� r (}s. 3.Additional temporary bracing to Insure at bilfty during construction2 Design assumes the top and bottom chortle to be laterally braced N 7 J is the rosponstblAN of the erector,Additional permanent bracing of 2 o.c and elf 0 o c.reapedlvely unless braced throughout their length by s.•s+ continuous sheathing such se plywood shoe nrrereC)and/or drywel(BC). PA +t1� l DATE: 11/2/2015 the overall structure lame responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where Mown f. v SEQ. : K 15 0 4 8 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respenlblity of the respective contractor. fastened are complete and at no time should any loads greater than H.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID• LINK design loads be applied to any component. and are for condition'.of use. qry/]l/�/{lQ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at al supports Mown.Shim or wedge B EXPIRES: l 2/3 I/2 V!6 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage).prodded. November 3,2015 6.Thio design is furnished auged to me Ilmtirt atina set forth by B.Plates shall be located on both faces of truss.and placed so their center TPWNVICA in SCSI,copies of which will be furnished upon requestlines coincide ctm joint center lines. B.Digits indicate size of plate in Inches. Mack USA,Ino./CompuTrue Software 7.6.6(1L)-E 10.For bawls connector plate design values see ESR-1311.ESR-1 nee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=(-417) 362 1-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-108) 44 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 262V -147/ 291H 5.50" 0.42 KDDF ( 625) For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -373/ 939V 0/ OH 1.50" 0.56 KDDF ( 625) 7'- 11.6" -23/ 17V 0/ OH 1.50" 0.03 KIDS' ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" y MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 F7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N O l 4 M-3x4 Op ER 619 6-00 1-11-09 •rs �G;INE, " r� 'PROVIDE FULL BEARING;Jts:1,4,2,3 ' f, 89782PE 9c JOB NAME : 17-A PLAN - J8 , ,r!' `+�" - Scale: 0.3470 WARNINGS: - GENERAL NOTES, unless otherwise noted C/' L� 483 7 Builder and eredlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual i OREGON Truss: J8 and Warring.before oen.tmdmn commences. building component.Applicability of design parameters and proper �!f& y d0 �" 2 2.4 compression web brecng must be installed where shown*. incorporation of component la the responsibility of the building designer. +a9�. ii y** V "�' '� 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 77 ''ll p �FfV. I.the responsibility of the erector.Additional permanent bracing of a.c.and et 1G(o respectively unless braced throughout their length by �� DATE: 11/2/2015 the overall structure Is the responsibility ofthe buildingdesigner. continuous Impactsheathing such l bs alyvroodsheathing(TC)required whreseen•r arywan(Bc). �J*/I r+ upon try g 3.2a Impact bridging or lateral bracing required where.hewn,. V SEQ. : K 15 0 4 8 5 0 4.No road should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are compete and at no time should any loads greater than S.Design assumes bosses are to be used in a noncorrosive environment, TRANS ID• LINK design roads be applied to any component. and are for arycondaoneruse. 5.Compulnn has no control over and assumes no responsibility for the 6.Design aewmes NA bearing at all supports shown.Shim or wedge I! ES.EXPIR12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 Cel 8.This design is furnished subied to the limitations eel form by 8.Plates shall be located on both laces of truss,and placed so their center TPAWICA In SCSI,copies of which wig be furnished upon request. lines coincide atm Joint center lines. 9.Dlgas Indicate size of plate In inches. MiTek USA lnc./CompuTrus Software 7.6.6(11)-E 10.For basic conneGor plate design values see ESR-1311,ESR-1e88(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 11.5" 'COND. 21 Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF it1SBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non—structural Vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-07-12 0-03-12 1' T 12 4.00 M-1.5x3 i1l 4 2 I _ 5 6 M-3x4 M-1.5x3 l l l 1-00 7-11-08 At c.3‘ tAGIN 89782PE 9 JOB NAME : 17—A PLAN — I1 •,1 • Scale: 0.5786 WARNINGS: GENERAL NOTES, unless otherMse noted. V OREGON 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 let an individual N. Truss: Il and Warnings before cenetn,diee oommenoes. building component.Appllcablltty of design parameters and proper /'/� rb's.t '' 2.204 cempreeNon web bredng must be Installed where shown+. incorporation of component la the responsibility of the building designer. V,Q V 3.Atldeenel temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at r� �G.. le the tespondbrlty of me erector.Additional permanent bracing of T on.and a110 c.c reuoh cc ply unless braced throughout their length by I/{,,, v DATE: 11/2/2015 the overall wudure 1s the responsibility of me buildingdesigner. continuous sheathingen such as plywood reqsheuired where a and/or dryweA(BC). • P/�1+t \ g 3.25 Impact bridging or lateral bracing requlretl wfiere shown+« �^1�,/L. SEQ.: K 15 0 4 8 51 4.No had should be applied to any component until after all bracing and 4.Installetmn of trues Is the responsibility of the reepediue contractor. faidenen are complete and at no time should any hada greater men 5.Design assumes trusses are M be used in a nontornshe environment, TRANS ID: LINK deNgn loads be applied to any component. and are for dry wndrclon•of use. }/ 5.ComWTfus hes no control over and assumes no responsibility for the fi.Design assumes filly bearing al all supports ahovn.Shim or wedge If EXPIRES.. 12/31/2016 . rb fabrication,handling,shipment and Installation of components. 7.Design assumess adequate drainage Is provided. 8November 3,2015 .This design furnished shed%evMed to the limitations eel forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIN/TCA in BC51,copies of which will be furnished upon requestlines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.61L9.Dagga indicatenn.nte,AteOttde inches. al P ( to..Forbadeconnsire plate design innvalues see ES11•1311.ESR•1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-4=(0) 0 BC: 2x4 RIDE #16BTR SPACED 24.0" O.C. 2-3=(-83) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -28/ 292V -90/ 108H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -86/ 79V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND SRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.076" I MAX TC PANEL LL DEFL = 0.006" @ 1'- 3.7" Allowed = 0.164" MAX TC PANEL TL DEFL = 0.006" @ 1'- 3.7" Allowed= 0.246" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.7" Allowed = 0.203" 14.00 V MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting �4system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ce in the plane of the truss only. 0 I N 0 ,- ,-1 fri �� I AIIIIIIIIIIIIII0 M-3x4 l l y 1-00 3-11-08 (PROVIDE FULL BEARING;Jts:2,3,4 I (') PR/'�F `t 89782PE ter' JOB NAME : 17-A PLAN - KJ1 ..• Scale: 0.6265 410, WARNINGS: GENERAL NOTES, unless otherwise noted (,... TrussKJ 1 1.Builder and erection contractor Moulduld be advised al all General Notes 1.This design is based only upon the parameters shown and Is ter an individual 17 OREGON <.a s and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4compression web bracing must be Instated where shown+ incorporation of component k ins responsibility of the bulking tleelgner .,y G4F �,. A2 , 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Mortis to be laterally braced al la the responsibility of the erector.Additional permanent bracing of T o.c and at 10 c.c.respectively unless braced throughout mel length by ` DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous rdgor lateralb plywood vire where s nar,"and/or drywag(BC), �", 1.1 t \ 3.2e Impel bridging or th lateral bracing required respective Macon++ 1.. SEQ.: K 15 0 4 8 5 2 4.No load should be applied to any component until aver all bracing and 4.Installation of(mss la me responsibility of the respedwe contractor. fasteners are complete and at no time should any lads greater than 5.Design assumes trusses are to be used in a non-oorrosae environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition of use. EXPIRES: 12/31/2016 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes NII bearing al all supports shown.Shim or wedge If EX I R ES: fabrication,handling,shipment and Installation of components. neceesery. 7.Design assumes adequate denbodrainage isprovided. November 3,2015 8.This design Is famished sailed to the(Imitations set With by 8.Plates shall be located on both faces of irasa,and placed w their center TPIM/fCA In SCSI,copies of which will be famished upon request. lines coincide with joint center tins. 9.Dyne indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 79.For batik connector plate design values see E5R-1377,ESR.1988(Wick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-49) 65 3-5=(-248) 173 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 84 WEBS: 209 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -83/ 972V -34/ 1O1H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.5" -38/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.262" @ 4'- 0.4" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.350" @ 4'- 0.5" Allowed = 0.705" 7-07-12 0-03-12 ,r f f MAX HORIZ. LL DEFL = 0.001" @ 7'- 7.7" MAX HORIZ. TL DEFL = 0.001" @ 7'- 7.7" 12 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 -I Wind: 190 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r-I N 1 1AS 3 2110a0 ►�5 M-3x9 M-1.5x3 • • y y 1 7-07-12 0-03-12 y l l 1-00 7-11-08 k. `S�ti NG N p `•�`4', 89782PE JOB NAME : 17-A PLAN - I2 f Scale: 0.5911 WARNINGS: GENERAL NOTES, ureas othendee noted. 4' 7 Builder and erection contractor Mould be advised of al General Notes 1.This design le basad only upon the parameters shown and is for an IndividualOREGON , Truss: 12 and Wamings before construction commences, building componentApplicability of design parameters and proper 2.204 compression web bracing must be Installed where shown•. incorporation of component la the responsibility of me building designer. 3.Addlional temporary bracing to Means debility during construction 2 Design .t l O the tap and bottom chorda to be lelerelly brecetl et q R y 5 lame responsibility of the erecter.Additional permanent bracing of 2'o.c.end et 10 a c reach so ply unless braced throughout their length by �} DATE: 11/2/2015 the overel structure Is the responsiblIy of the buildingdesigner. 3.201mpact bridgingcontinuous )or lateral bradnw�°hied where s and/or tlrywaA(BC) /1�L g required shown.. 1r SEQ.. K1504853 4.No load should beeppfedtoany component until after all bredngand 4.lr lallaionotruss asIsth:es%b°buseydttathe respective econtractor.environment, fasteners are complete and at no time should any mads greater man and gra for"dry trusses re to be TRANS I D: LINK design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if 6.CompuTnrohas nocontrol over and assumes noresponsibility for the EXPIRES: 12/31/2016 mcesitery. fabrication,handling,shipment and Installetlon of components. Design 7.Matessswmeloctedenbathlfacelapruss,a. November 3,2015 6.This design is furnished subject to the limitations set forth by e.Plalea shall be located on both feces of truss,end placed w their cellar TPINRCA in SCSI,copies of which Wit be furnished upon request. linea coincide with Joint center Mn... 9.Digits Indicate size of plate in Indies. MiTek USA,Int./ColnpuTrus Sollwore 7.6.6(1L)-E 10.For basic connector plate design valuessae ESR-1311,ESR-1968(MUsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POP load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-102 or equal typical at stud verticals. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for 9.00 I 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3 N rl O 1 '-1 Ul f 0.0111 I rn M-3x4 9 y l y 1-00 4-00 ,<,,,,,x- PRO �Fss `.5 '''''- ELr,9 ,RC2,$ :9782PE �<" JOB NAME : 17-A PLAN - 13 • f Scale: 0.8990 WARNINGS: GENERAL NOTES, unless otherwise noted 4) OREGON� Truss: I 3 Builder and erection contractor Mould be advised General Notes I.This design Is based only upon the parameters shown and is for an individual rs ea and Warnings before construction commences. building component.Applicability of design perameters and proper ' ' ii2 254 compression web bredng moat be installed where shown+. Incorporation of component is the responsibility of the buildingdesigner. +...[) y: r J 7j {,� 3 Additional temporary bracing to Insure stability during construction 2.Design seamen the top end bottom chorda to be latently brand at J 'C, lame responsibility of the erecter Additional permanent bracing of 2 o.c.and at I0 Ac.respectively unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the reaponsibllty of the building designer. Impact sheathing or etch as plywood required wheres)aw and/or tlryxel(BC). "1 �"r 3.Be25 Impel bet In.or latent bredng required where Maven++ SEQ.: K 15 0 9 8 5 9 4.No load should be applied W any component until aper all bracing and 4.Installation of truss is the respondbnly of the respective contractor. fasteners are complete and at no time should any Wads greater than 5.Design assumes Imeses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.'of use. 12/31/2016 5.CompuTrus has no control over end assumes no responelblllly for the 6.Design assumes full bearing at all supports Moven.Shim or wedge I! EXPIRES: fabrication,handling,shipmentnecesmry. and installation on el components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished surged to the limitations set forth by S.Plates shall be!opted on both faces of truss,and placed so their center TP W/1CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center tins. 9.Diggs Indicate size of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E to.For bask connector plate design values see ESR-7311.ESR-t908(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81SBTR LOAD DURATION INCREASE = 1.15 1-2=(-483) 428 1-4=10) 0 BC: 2x4 KDDF )115BTR SPACED 24.0" O.C. 2-3=(-112) 49 TC 'LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 275V -167/ 333H 5.50" 0.44 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -388/ 44517 0/ OH 1.50" 0.57 KDDF ( 625) 8'- 11.6" -46/ 54V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.168" @ 2'- 11.7" Allowed = 0.576" 3 -1 MAX TC PANEL TL DEFL = -0.154" @ 3'- 2.5" Allowed = 0.864" /fli MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Tr ss d or ind ads inu thedplanee off thewtrussoonly. NO O Oae -, 1♦ 4 e I " o M-3x4 ��� Vp PR(Fe y y y C ‘yGI N r�� 6-00 2-11-09 .�9 (PROVIDE FULL BEARING;Jts:l,4,2,3 I ry� � � !� JOB NAME : 17-A PLAN - J9 • Scale: 0.3099 , /'y(� WARNINGS: GENERAL.NOTES, unlace otherwise noted -7/1,GREG OREGON M Q4) 1.Builder and erection contractor should be advised oral General Notes 1.This design is based only upon for the parameters shown and r en Individual Truss: J9 and Warnings before conetructIon commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown.. Incorporation of component the responsibility of me bulking designer. 1,.5). Gq RY 1 b 6 3.Addiional temporary bracing to Insure stabllBy during canstrucllon 2.Design assumes the top and bottom unlesschohr to be laterally braced at Is me responsibility me erector.Additional permanent bracing of 7 a.c.and at 1 C a.o reapedhely braced throughout their length by V ofcontinuous eheathi g such as plywood sheathing(TC)and/or drywal(BC). � Pq U{ DATE: 11/2/2015 the overall endure Is the responsibility of the building designer. 3.Es Impact bridging or lateral bracing required where shown s" r 4.No road should be applied to any component until aler all bradng and 4.Installation of truss Is the respondbfity of the reaped'.contractor. SEQ. : K 15 0 Q 8 5 5 fasteners are camelele and at no time should erg loads greater than 5.ledge assumes buss.s are to be used In a nun-cornaoe environment, TRANS ID• LINK design bads be applied to any component. and utero dry condition"ra». 1213112018 5.CompuTrus has no control over and assumes no reaponsibllity for the 6.Design assumes NA bearing al all supports shown.Shim or wedge If EXPIRES: , fabrication,handling,ehipm.nt and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This dadgn Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed w their center TPIIWTCA in SCSI,melee of which ori be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate In inches. MITek USA,lnc./CompuTrua Software 7.6.6(1L)-E to.For badd connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DD£/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5- (- ) BC: 2x4 ROOF #1&BTR SPACED 29.0" O.C. 2-3= 301 -(-87) 96 3-5= 299 333 WEBS: 2x4 KDDF STAND (- ) 268 3-9=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -52/ 329V -119/ 185H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.5" -119/ 205V 0/ OH 5.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.084" @ 2'- 1.3" Allowed = 0.333" 3-07-12 0-03-12 MAX TC PANEL TL DEFL = 0.083" @ 2'- 1.3" Allowed= 0.499" I 1 f 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 7.7" M-1.5X3 4 -! MAX HORIZ. TL DEFL = 0.000" @ 3'- 7,7" 19.00 77 3 Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 vi 0 AI -/ '' =�6 o M-3x4 M-1.5x3 l 1 l 3-07-12 0-03-12 h R y 1-00 l 3-11-08 y r,( (} ( Ore65 c.,., '' ,i, ,,ty 11 N EFR ,�� ` . 89782PE �v JOB NAME : 17-A PLAN - KJ2 »r'°< -or- • • Scale: 0.4952 8111, WARNINGS: GENERAL NOTES, odess olhervte noted: tot 'CO Truss: KJ2 1.Builder and erection contractor Mould be advised oral General Notes t.This design is based ody upon me parameters sheen and la for an Individual ",lir OREGON c"' and Warnings before construction commences. building component.Applicabllty of deNgn parameters and proper ;.�.ay 7 OREGON V 2. n. 254 compression web braGng must be Installed where shown o. incorporation of component I.me responsibility of the budding designer. +�) f yP�� �,.� � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda 10 be laterally braced at 7 Is me recponsibdty of the erector Additional permanent bracing of 7 o c.and at 1 g o c respectively unless braced throughout Meir length by A DATE: 11/2/2015 the overall structure la the respenslblity of the building designer. 24coImpact sheathing or etch)bs ydng requirede iething(e s en n e tlrywal(BC). w U les, ` 3.25 Impact bridging or lateral hredng where shown.. A SEQ. : K 15 0 4 8 5 6 4.No load should be applied to any component until ager all braGng 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 M a nenKarnslve environment, TRANS ID: LINK design leads be app ledtoanycomponent. and are for"dry condition"oruse. 5.CempuTrus has no control over and assumes no responslblllty for the 6.Design assumes NA bearing et al supports shown.Shim or wedge 11 EXPIRES: ra1/20rs fabrication,handling,shipment and Installation of components, necessary, '.Design assumes adedonedrainage bprevisen November 3,2015 6.This design Is elidedof e to IM 11 be eons eel forth by 6.liSlatesnes hall be bceted on both faces of tone,end placed so their center TPVWTCA In SCSI,copies of which will be fumished upon request. lines coincide vdih joint center lines. S.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1 gee(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-553) 990 1-4=(0) 0 BC: 2x9 KDDF k16BTR SPACED 29.0" O.C. 2-3=(-133) 83 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIE 0'- 0.0" -31/ 321V -185/ 371H 5.50" 0.51 KDDF ( 625) ** For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 11.2" -422/ 979V 0/ OH 1.50" 0.61 KDDF ( 625) 9'- 10.2" -87/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.162" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.195" @ 2'- 11.9" Allowed = 0.869" /19.00 MAX HORIZ. LL DEFL = -0.011" @ 9'- 9.9" MAX HORIZ. TL DEFL = -0.011" @ 9'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=25ft, 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 fox wind loads in the plane of the truss only. co o, 0 tI 0 1++ 4 o M-3x4 {v,,o) PR ore y y y t1�/��� rcyGINE R . . 'a. 6-00 3-10-03 (PROVIDE FULL BEARING;Jts:1,4,2,3 I V®g l cry('E �r-^ JOB NAME : 17-A PLAN - J10 - CSG' Scale: 0.2960 , 107 WARNINGS: GENERAL NOTES, unless otherwise noted V I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual -9' 0 REGON�'aBSc �,,. Truss: J10 and Warnings before construction commence. building componentApplicability of design parameters and proper V z.za9 compression web bracing must be lest,lled where shown*. incorporation or component 1st he responsibility or me bon=ing eestgner. '141 61"/Py ,� Q'`. 3 Additional temporary bracing to insure stability during construction z 2 s.c. nueeltassumes me lop and bottom hoMe/o be(.tar=tly braced at Y o c.and at/G o c.reay unless braced throughout their length by J Is the responsibility of the erector.Addmmnal permanent bracing of continuous sheathing suchch.,as plywood sheathing(TC)andrar drywsll(BC). -A UL - DATE: 11/2/2015 the overall structure is the,esponalbglty ohne building designer. 3.za Impact bridging or lateral bracing required where shown** SEQ. : K1504857 4.No load should be applied to any component until after all bracing and 4.Installationoftru�sthn responsibility oityyai.encs respective connector. Itrecct rr.nem. fasteners are complete and at no gine uncut=any loads greater than and Design assumes condition-of use. TRANS I D: LINK dealgn loads he applied to any component. 6.Design assumes fun bearing at al supports down.Shim or wedge If 5.Compurmshas nocontrol over and assumes noresponsibility for the d�,ry, l� EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. NOVC 3,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so then centNovemberNovember TPYWICA In SCSI,copies of which wit be furnished upon request. lines coincide with Joint center lines. g.Digits Indicate size of plate In Inches. Musk USA,Inc./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values sae ESR-1311.ESR-1888(Mind) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-508) 445 1-4=(0) 0 BC: 2x4 (DDE #1&BTR SPACED 24.0" O.C. 2-3=(-115) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POP 0'- 0.0" -22/ 285V -172/ 343H 5.50" 0.46 KDDF ( 625) ++ For hanger specs. - See approved plans 5'- 9.2" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -396/ 451V 0/ OH 1.50" 0.58 KDDF ( 625) 9'- 2.5" -58/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 "s MAX TC PANEL LL DEFL = 0.167" @ 2'- 11.7" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.152" @ 3'- 2.5" Allowed = 0.864" ,1 MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 14.00 7 Truss designed for wind loads in the plane of the truss only. M1I I - M-3x4 `Op P R OFFS L. 6-00 3-02-08 ` �CIN 9.✓4 'PROVIDE FULL BEARING:Jts:1,4,2,3 j �/ (�•'']6 py '7 E r JOB NAME : 17-A PLAN - J11 /f/ Scale: 0.3116 ^ #• WARNINGS: GENERAL NOTES, unless otherwise noted C✓ I.Builder and erection°enirager should be advised of of General Notes I.This design Is based only upon the parameters shown and h for an Individual '7 OREGON GO ��'` Truss: J11 and warnings before construction commences. building component.Appdcabilky of design parameters and proper /, 1r S. 2.2s4 compre Won web brewing must be Installed where shown+, Incorporation of coriporient is the responsibility of the building designer. C� V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the rep and bottom chorda to be mteraIN braced at '9�. "el Y ` is the responsibility of the erector.Additional permanent bracing of o.c and at 10'a c.reurh as ply unless braced throughout their length by 13 DATE: 11/2/2015 the overall structure la the re ami of building designer. cenm a ct sheathar such as plywood meedshestwhere shownand/or aryvnn(ec). 1Ci 1 LI 1.. �. .poll Ily o g3.2s Impact bridging at sterol brewing required where shown++ V SEQ. : K 15 0 4 8 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss the responsibilpy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes cusses are to be used Ina noncormave environment, TRANS ID: LINK design loads be applied to any component. and are for"dryconlhan of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design sumac N':tearing al all supporta shown.Shim or wedge if .EXPIRES12/31 201 6 ry EXPIRES: (' fabrication,handling. .::u shipmentnd installation of components. 7.Designassumesaquate drainage Is provided. November 3,2015 5.This design k furnished suged to the limitations set forth by B.Plates shall be loci:ed on both faces of tares,and placed so their center TPFwECA in SCSI,copes of which will be furnished upon requestlines coincide colt ri't center Ilnea. 9.Digits Indicate eicts 'islataIn Inches. MiTek USA Inc./Com uTrus Software 7.6.6(1L)E 7For baaeacan spate design agu e cveu es see ESR-1377,ESR-7888(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-508) 499 3-9=(-115) 55 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -187/ 917H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 ROOF ( 625) no For hanger specs. - See approved plans 5'- 11.2" -402/ 448V 0/ OH 1.50" 0.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.5" -69/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.152" @ 3'- 9.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.869" MAX HORIZ. LL DEFL = -0.010" @ 9'- 1.7" MAX HORIZ. TL DEFL = -0.010" @ 9'- 1.7" Design conforms to main windforce-resisting system and components and cladding criteria. 12 3 Wind: 1(Al mph, hts), close4,2 at.2, .0, ASCE 7-10, WFRS 14.00 (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. 7,0 O ,-i r 5• M-3x4 y l b l \\O PROP 1-00 6-00 3-02-08 fles•. NG'�N ;4 S , /. � 'PROVIDE FULL BEARING;Jts:2,5,3,9 "V/ v�. 9782PE ra JOB NAME : 17-A PLAN - J12 ' -ala. Scale: 0.3071 SRIWARNINGS: GENERAL NOTES, unless otherwise noted: REGON 1.Builder and erection coniradar should be advised of ail General Notes 1.This design la based only upon the parameters shown and Is for an Individual "� S R Truss: J12 and warnings before conshuction commences. building component.Applicability of design parameters and proper �/ ry� . 2.2a4 compression web bracing must be Installed where show„+ Incorporation of component h the responsibility of the building designer. 1.5) A� (e4 v r 1'je (• 3.Additional temporary bracing to Mem stability during construction 2.Design endsf1assumes the lop and bottom chord.to be laterally braced et T7 ''ll/`f J la me responsibility of the erector.Additional permanent bracing of 2 ot• at 10 on.respectively unless braced throughout Meir length by DATE: 11/2/2015 the overall structure le the responsibility fore buildin deo continuous sheathinginsuch lateral bs ednsbr a where)angor drywag(Be). ? ' + . o g Ig^•n 3.2a Impact bndghg ersuch bracing plywood sheat where shown++ U SEQ. : K 15 0 4 8 5 9 4.No load should be applied to any component until ager all bracing and 4.Installation of tensa is the responsibility of the respective contractor. natenets are compete end at no time should any loads greater then 5.Design eeeumee trusses are to be used Ina non<orro&ve environment. TRANS ID: LINK design loads be applied In any vowpananl and era fat"dry nondsinif sties. s.CompeTmshasnocontroloverandassumesnoresponsibliyforthe K Bed assumes mnio.anngaI Ueuppan.anawrt Shim orwedge if EXPIRES: 12/31/2016 febncation,handling,shipment and installation of components. re d. 3.This design is tarnishedw d to the limitations set fart 7.EstesDesiga,ume,eded neothifcekftruss.an November 3,2015 g^ b• by 8.Pies c shall be burin on both faces or wss,and placed so their comer TP WJICA in BCS',copies of which wNI be furnished upon request. git coincide with Jointfplate centerIn Inches.9.Digits Indicate con ect r datedesign hes. MiTek USA,Inc./Comp/true Software 7.6.6(1L}E to.For beak connector plate deelvalues Pea ESR-1311,ESR-1883(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-70) 65 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = i3.3 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -45/ 302V -40/ 108H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -35/ 29V 0/ OH 5.50" 0.05 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 201_ .10T BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE ICU. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCJRRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.164" MAX TC PANEL TL DEFL = -0.004" @ 1'- 2.9" Allowed = 0.246" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 14.00 /7 Design conforms to main windforce-resisting system and components and cladding criteria. 46 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 4 11119.- O � M-3x4 l l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 4c,,c PRQ1 :9782PE 9 JOB NAME : 17-A PLAN - KSJ1 .re Scale: 0.6265 / WARNINGS: GENERAL NOTES, unless otherwise noted '� V OREGON (�/+y��LL�� I.Builder and erection contndOR ar should be advised of all General Nates 1.This design is Lasso cnly upon parameters shown and le an Individual " EGON' Truss: KSJ1 and warnings before construction commences. building comper ent.Applicability or design parameters and proper r," 0.r 2.2e4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 1'i A y.iV .15 e: 3.AdditIenal temporary breclrp to insure stability during consiructIon 2.Design assumes the top end bottom cholla to be laterally braced at 7 �l/`•� :7 t Is the responsibility of the.radar.Additional permanent bracing of 2 o.c.and at I0 c.c reepectNely unless braced throughout their length 6y it `'{ DATE: 11/2/2015 the overall structure is the responsibility f the building designer. continuous us shggi or such b acing relywood uirsisa where shown1bridginglateral required + SEQ.: K 15 0 4 8 61 4.No load should be applied to any component until after all bracing and 4.Installation of trap is the roq,ondbility oldie respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes t.mases are to be used In non.<orresrve environment, TRANS I D: LINK design wads be applied to any component. and are for"dry condition of use. 5.CompuTrus hes no control over and assumes no responsibility for the B.Design assumes MI bearing at all supports shown.Shim or wedge if EXPIRES:ry. 12/31/2016 2r31/2016 febrwation,handing,shipment and installation of components. 7.Design assumes adequate drainage le provided. November 3,2015 6.This design is furnished subject to the limitations setl tech forth by 8.Plates shall be located on both laces of truss,and placed so their center TPI/N/TCA 1n SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate sloe al plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(11}E 10.for basic connector plate design values see ESR-1311.ESR-1689(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X9 KDDF 914BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 209 KDDF 414BTR SPACED 24.0" O.C. 2-3=(-90) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -169/ 578V -31/ 121H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 621 0/ DR 5.50" 0.10 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ DR 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. IOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 7.00 7 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" �' Design conforms to m windforce-resisting system and components r and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads O1 in the plane of the truss only. CD N NAlm.11111111= O to fIFPF.2► 4�i.� M-3x9 1 1 1 y 1 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,3 <<„1"(0 r R.peso 8978 PE JOB NAME : 17-A PLAN - SJ1 401, .-4►' Scale: 0.6930 WARNINGS: GENERALNOTES, unless otherv.sa noted �� Co• 40 1.Builder and erection contractor should be advised of al General Nates 1.This design I based gory upon the parameters shown and Is for an Individual "V OREGON Bs Truss: SJ1 and Warnings before aonarudlon commence.. building component Applicability of design parameters and proper ' F / /t'-. 8./9 ‘,- Incorporation 2 284 compression web bracing must be Installed where Mown i. Inwrporatlon of component Is me responsibility of the building designer. 1!f V�r.., V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ase be to be laterally braced al 77 'l/'ry ', Is the responsibility of the erector.Atldebnst permanent bracing of continuous a and at is o a rmnS plywood unless braced Roughed their lenges by DATE: 11/2/2015 the overall stmcture Is the responsibility f the bulklln de .heaming such as prywood aheathlrp(TC)and/or tlryweA(BC). PA.U 1�. � Won fly o 9 signer. 3.2x Impact bridging or lateral bracing required where shown.• SEQ. : K 15 0 4 8 62 4.No road should be applied to any component anal after all bracing and 4.Installation of bum la the responsibility of the respective contractor. fasteners are compete and at no sine should any loads greater than s.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied taany component. and are for dry conditionglum. 5 CampuTnn hes no control over and assumes no responsibility for the 6.I sign assumes WN bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handl) shipment and Installation of eeary �. pmen pansy 7. snhawmes boaedaate nbothfacelalrss,d. November 3,2015 6.This design Is furnished waled to the limitations set forth by 8.Plates shell be located on bon faces of trues,and placed m their caner TPWVICA In BM,copes of which will be furnished upon request. lines coincide with joint center linea 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CampuTrus Software 7.6.6(1L)-E 1a.For basic connector plate design values see ESR-7311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.97 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TIE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed= 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed= 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" I) Design conforms to marwindforce-resisting (� system and components and cladding criteria. 12 7.00 F77 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 0 N O '- 1-1 N �- O I 21.'..-7:41 0.3.11-." M-..3){.41 y 2-00 l 2-00 1 y 5-11-13 p PR0Fk....c (PROVIDE FULL BEARING;213:2,4,3 I IC;<(' NGINEa.-, ($@p+0. fes` e �y r, �A L41� .17 89782PE C- JOB NAME : 17-A PLAN - SJ2 - Scale: 0.4758 V •�" WARNINGS: GENERAL NOTES, unless otherwise noted C,.+' \\ 4 7 .. 1.Builder and erection contractor should be advised of ag General Notes 1.This design is based only upon the parameters shown and Is for an individual ? .OREGON �''+ �,},.. Truss: S J2 end Warnings before construction commences building component Applicability of design parameters and proper (,///��. r 2.204 compression web bracing must be Installed where shown v. Incorporation of component la the responsibility of the building dealgner. '11;51,4 1;51,4 A y�•- {r:. �V 4'c'' 3.Additional temporary bracing to Insure debility during construction 2.Design ed t 10 the lop and bottom chortle to be laterally braced at 7 'l j"r Y '1 J Is the responsibility of the eredar.Additional permanent bracing of 2'o.c and et 10 o c respectively.s sly unless braced)TC)enthroughout their length M ‘.- DATE: 11/2/2015 the overall structure h the responsibility f the buildin des 20le continuous rdginggl org such lateral b sliplyng re aired ing(e s on n 4 tlryweE(BC). aA U s�.� o g acing 3.201mpact beheath or suchbracing required when shown SEQ. : K 15 0 4 8 6 3 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the reapondbety 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 nen-corroaroe environment. TRANS ID: LINK design leads be applied teeny component. and are for"dry condition"of use. 5.CompuTrue hes no control over and assumes no remfor the fi.Decaiy scones NI bearing at al supports Shawn.Shim or wedge H EXPIRES: 12/31/2016 essafabrication,handling,shipment and Installation of components. ry. 7.Design eshallbassumes adequate bedrainage lapruss,aned. November 3,2015 8.This design is furnished cabled to the limitations est forth by B.Places shall be located on both feces of truss,end placed so their center TP WOICA in SCSI,copies of which vd11 be furnished upon request. lines coincide with joint center lines. 9.Digtts indicate size of plate in Inches. MITek USA Ina/CompuTnis Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" • 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-08-04 0-03-12 T T 1' 12 4.00 f7 M-1.5x3 9 -; 3 01) W ,-1 o I 2 ti N rn _ f � 1 MI A 0 5 6 M-3x9 M-1.5x3 Jr Jr 1 1-00 4-00 �?' D PRQp . , �GIN4-6, LP/0 - :9782PE -sr_ JOB NAME : 17—A PLAN — Z1 ,r. /' Scale: 0.6405 / NW WARNINGS: GENERAL NOTES, unless otherwise noted. V 1.Builder and erecton contractor should be advised of all General Notes 1.This design Is based only upon the parameters chasm and Is for an Individual "vy OREGON N yam-! Truss: Z1 end Warnings before construction commences, building component Applbebllity of design parameters and proper 7 e,Jfl V r .r em, 2.244 compression web bribing must be Installed where shown+. incorporation of component la the responsibility of the building designer. 1' V `( 3.AddNionel temporary bracing to Insure stability during construction 2.Design and I D the tap and bottom chortle to be IaleralN braced et Is the responsibility of the erector.Addbonal permanent bracing of 2'o:nc.ao at 1 sheathing hreuch cc ply unless brecetl throughout rheic length by ` continuous dsngan such as plywood mare s and/or drywaA(BC). �"/i A+t l DATE: 11/2/2015 the overall structure hint responsibility or the building designer. 3.24 Impact bridging at lateral brsdng required where Mown++ A U L SEQ.: K 15 0 4 8 6 4 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina nancarrsswe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ol use. 5.CompuTrus has no control over and assumes no responsibility for the 6 tine egssaaaeumee fuN bearing at aN wpporte shown.Shim or wetlge If EXPIRES: 12/31/2016 fabricatbn.handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIAVTCA In SCSI,copies of which Will be furnished upon request. lines coincide with joint center lines. .Fords cate sin of laked in Iigches.MeUSA nc.Com TrusSoware767L E 1o For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x9 KDDF ttl&BTR SPACED 24.0" O.C. 2-3=(-54) 36 WEBS: 2x9 RODE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PEF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 325V -15/ 48H 5.50" 0.52 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 RODE ( 625) ."• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-OB-09 -03-j2 MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads ir in the plane of the truss only. il N r` 0 I ul { I rno 1 I 2�� 5 0 M-3x4 M-1.5x3 k l 1 3-08-04 0-03-12 b 1 1 1-00 9-00 4 s 0a P R OF 44, 9782PE 1r;-.'s' JOB NAME : 17-A PLAN - Z2 y✓ ,�r Scale: 0.6209 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: 7.2 1.Builder and erection contractor should be advised of al General Notes 1.Thle design Is based only upon the parameters shown and Is loran Individual $!.OREGON,p', std Warnings before construction commences building component Applicability of design parameters and proper Imo/' 2 2.254 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. l'AN...Cj4.6.),- 1 y 3 Additional temporary bracing to Insure stability during condruc8on 2 Design assumes the top and bottom chords to be laterally braced et 77 �j Is the responsibility of the erector.Additional permanent brach of 2 a.c.and all g a.c raapedNaly unless brand throughout their length by �\‘4. Y DATE: 11/2/2015 the overall structure Is the responsibilityf the building designer. continuous sheathing or lter es.cigplywood required et where and/or drywag(BC). P,4 f o g g 3.251mpaci bridging or lateral bracing requlretl where shown** if SEQ. : K 15 0 4 8 6 5 4.No load should be applied to any component sell atter a8 bracing and 4.Installation of truss la the respcntblity 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-corm&us environment, TRANS ID• LINK design loads be applied to any component. and are for'dryeonduen"ofuse. 5.CompuTnn has no control over and assumes no responsibility for the 6.Dealpn assumes foil bearing et all support.shown.Shim or wedge If EXPIRES: 12/31/2016 necefabncatlon,handling,shipment and Installation of components. nary. C �"* �(C 6.This de n is furnishedw subject to the limitations set forth 7.Designassumeseloc ted on bath facese lspruss,,d November 3,2015 e19 blby e.line Plates shall be located n oe beth of truss,and pieced w their cellar TPIMlICA In SCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.DISE.Indicate 505 of plate In Inches. MITek USA,Ino./CornpuTrus Software 7.6.7(1 L)-E 1t For basic connector plot.design values see ESR-1311,ERR-1986(MITek) Symbols Numbering System a General Safety Notes 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 1 /a I ( (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 J rY r�� Dimensions are in ft-in-sixteenths. •� Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. T �� 2. Truss bracing must be designed by an engineer.For 0'/7 6 IiillAv2112, ,,,.0 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. r , O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O4. desProvigner,ere r,opies of erectiontsu truss design pro tothe ownerang ndFor 4 x 2 orientation,locate cr$ BOTTOM CHORDS cs aall other interested parties. p p y plates 0-14g' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that if Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports( occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. hM 0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. u1' 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures(before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, WI alre 1(6 ANSI/IP'1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013