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Plans (22) 13414 SW Beach Plum Terrace'KSTAO17-Vv14e- 11.�� 13422 SW Beach Plum Terrace rAos -c,000. 13430 SW Beach Plum TerraceAlt7x,,' -4,,,c.,7p`'- 13436 SW Beach Plum Terracel/c$h./7_ajoa. 13442 SW Beach Plum Terrace/41S T?.cf?-ejorjzt hliTek� 13450 SW Beach Plum Terrace 44CTA y� 23_ MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-323_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: R47865074 thru R47865088 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. <cvs P R Opp. w�\� �NGlNEF9 • 9f N c‘'‘Aj OREGON CIAMBER �' � OS A. HE F`�A E . ,: ,./ I c July 15,2016 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 R47865074 PL16-323_UPPER F01 Floor 2 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industrie.,Inc.F:1,1'4115 12:190&2016 Page 1 ID:5eV7tdjYilz0X2xysiFDVpzsmUO-Y3SRuOdTfurYuVyJTGO9g24c9vYBDTAG8cIFaJyxoFH I 1-9-12 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 2 e v 8 7 3x5= 3x4= 3x4= 011-139-8-4 0.1 9-6-1z LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:47 lb FT=0%F,50%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) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=557/0 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. • ��>cO PROFF. „N..7 �co NG'NE -R s/%29 87022PE yN ,N N �ATOREG N tical 9O FM8ER .\'� OS, A- HEC'` EXPIRES:06/30/2017 July 15,2016 4 1 mss. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' :- Y Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Beforeuse,the budding designer mustverify the applicability of design parameters and property incorporate this design into the overaN building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -Ml k' - is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TP[1 Quilty Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sate 109 Cams Heiuhts,CA 95610 Job Truss Truss Type Oty Ply POLYGON R47865075 PL16-323_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jur 1512:19:09 2016 Page 1 I D:5eV?tdjYi Iz0X2xysi FDVpzsmU O-0F0p5jd5QBzPVeX W 1_YODGdnplsrysbQMG2p6myxoFG 1 0-9-4 1 2-6-0 Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 2, 0 We e 11 10 e 9 8k 4x4= 4x8= 3x8= 3x5= 13-9-4 I a-1- 13-7-12 Plate Offsets(X,Y)— fl I:Edoe,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,50%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) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1028/0,3-4=1028/0,45=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=-973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. 4r�`� �NGlN��9 /0,,_ 87022PE r / .5. (f),-‘ N O 7 'OT OREGON ti 4..,''P FMaER �\ $. OS A. HERP EXPIRES:06/30/2017 July 15,2016 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147173 rev.10/0I/2015 BEFORE USE. Design valid foruse only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling.of individual truss web and/or chord members only.Additional temporary and permanent bracing 'MIT ' 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/M11 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865076 PL16-323_UPPER F03 Floor 22 1 Job Reference(ptiona0 Pacific Lumber&Truss Co:, -Beaverton,Oregon _ 7.640 s Apr 19 2016 iTek.InduSiries,.Inc.Fri Jul 15 12:19:09 2016 Page 1 - ID:5eV?tdjY IzOX2xysi FDVpzsmU O-OF0p5jd5QBzPVeX W1_YODGdnI lsGytUQ MG2p6myxoFG I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 y es _ 0 9e 17J 10 9 8 3x5= 4x8= 3x8= 3x5= 0-1118 15-1-4 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%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) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=-1418/0,4-5=-1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 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. _, ..° PROFFs�tiGNN � s _N- ,v.. , � ° 8 • 2PE r if to , ,nI iv �A/,, OREGO rye OAU o OSA HE'a EXPIRES:06/30/2017 July 15,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a trusssystem.:Before use,the building designer,must verify the apptcabifty of design parameters and properly incorporate this design into the overall ��y� -}. _. . . building desigrw 6 acingindicatedr-is toprevent-buckling-of individual truss web and/or chord members only.Additional temporary and permanent bracing. r., s-'.IYlI S BI'' ""' 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 Quality Criteria.DOB-89 and SCSI Building Component 7777 Greenback Lane Safely Informaiton available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citms Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865077 ' PL16-323_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:19:09 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-0FOp5jd5QBzPVeXW1_YODGdnrItl ysKQMG2p6myxoFG 1}'4'°1 2-6-0 Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 • a a e4--....,„...„,,,,,,,,,,,,,,...„,..„.„.: 0 I e- V, V 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 0111 o-1 13-4-0 13-2-8 I Plate Offsets(X,Y)— 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,50%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) 8=581/0-1-8,11=581/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-899/0,3-4=899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10c1(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��co NAG N FR `rv0 2 �� 870 2PE 9f (P y �Aj, OREGON ti�Opti 90 cc'1j13ER 1� OS, A. HscA EXPIRES:06/30/2017 July 15,2016 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design intothe.overall .- building design.Bracing indicated is to prevent buckling of individual tens web and/or chordymembersonly.Additional temporary and permanent bracing WWTek 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 Quaty Crtieria,DSB-89 and BCSI Building Component7777 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 R47865078 PL16-323_UPPER F05 Floor Girder 2 1 Job Reference(ootionall ' - Pacific Lumber 8:Truss Co., Beaverton,Oregon -- - - - -: 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:19:10 2016 Page 1 I D:5eV?tdjYi IzOX2xysiFDVpzsm UO-URaBJ3ej BV5G7o6iah3dIT9ski82hGOZbwnMeCyxoFF I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10= 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 �• e e - .,r ? sJ�0 o e '.Y 10 9 4x8= 4x12 = 4x10 = 4x10= I 15-1-4 15-1-4 Plate Offsets(X,Y)- 11:Edge,0-1-81,18:Edge,0-1-81,f11:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.10 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0,17 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.60 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%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.18,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) 11=1230/0-5-8,8=1266/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2474/0,3-13=-2474/0,3-14=-2474/0,4-14=2474/0,4-15=-2617/0,15-16=2617/0,5-16=2617/0, 5-17=-2617/0,6-17=2617/0 BOT CHORD 10-11=0/1465,9-10=0/2842,8-9=0/1809 WEBS 6-8=-2098/0,6-9=0/943,5-9=-306/0,4-9=-262/0,4-10=-430/0,3-10=345/0,2-10=0/1177,2-11=1857/0 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)192 lb down at 2-3-0,192 lb down at 13-2-8,93 lb down at 1-5-7,88 lb down at 3-0-10,88 lb down at 4-7-13,88 lb down at 6-3-0,88 lb down at 7-10-3,88 lb down at 9-5-6,88 lb down at 11-0-9,and 88 lb down at 12-7-12,and 95 lb down at 14-2-15 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 ,s\_O PR OFF Uniform Loads(pif) S Vert:8-11=8,1-7=80 ��c\.� tNGINE S/'29� Concentrated Loads(Ib) Vert:6=-88(F)3=88(F)2=192(F)12r-93(F)13=-88(F)14=-88(F)15=-88(F)16=-88(F)17=-88(F)18=-192(F)19=95(F) 87022 P E N 7 �A>, OREG N ti�Q<Ui �O �WSER 1\ On A. HE R�P EXPIRES:06/30/2017 July 15,2016 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev'.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual budding component,not a trusssystem.Before use.the budding designer must verify the applicability of design parameters and property incorporate this design into the overall -. . r- r,.::•budding,deiign.Bracing:indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary-and permanent-bracing +es.-et-- - k"�i1 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 M1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-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 R47865079 PL16-323 UPPER F06 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon _.. - - -. - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:19:10 2016 Page 1 -- - D:5eV?tdjYi lzoX2xysiFDVpzsmUO-U RaBJ3ejBV5G7o6iah3dlT9yKi DzhLKZbwnMeCyxoFF I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 1 2 3 4 5 6 7 0 e 0 e e c'ci V 414141114411114111141111141111141111111111441111111k — 10.°111111.11111.11.1.1.11.111.11.111° 1111111111111141111114414141141411111111114141111111111118- 1101.1.1.11.1111111.11.11.°111111.111.1.1111- 1111111111111141141141111111.4111111111414144111111B", eTt e e a _ 10 9 3x6 = 3x6= 3x6= 3x6= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:75 lb FT=0%F,50%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) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=-122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=957/163,3-4=-957/164,4-5=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=-144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=-432/373,2-10>293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. z)r?eblee memo,neat een,,6,.tivi,(by Defers)Ot 6 uSa to baa.my plate s,apaLft of wrtlratanJlny 122 tL uplift at Julnt 11 nod 122 lb upnrt.it - joint 8. 3)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 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. ��G. D P R°FA-, ��C� �IJGINE'F,g /0 2 4� 870 2PE 9r- ro y ("c>, OREG N et,(i-11 Qic// 'AO AMBER \1 On A. HE�e4 EXPIRES:06/30/2017 July 15,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1017312015 BEFORE USE. a .. e 111111 . Design valid for use only with MiTeke 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 properlyincorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss:web and/or chordrnembers only Additioriattemporary-and permanent bracing lY{■ iTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaNy Criteria,DSI.89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865080 P116-323 UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - ' '- - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri J0115 12:19:10 2016 Page 1 I D:5eV?tdjyi lz0X2xysi FD VpzsmU O-U RaBJ3ejBV5G7o6iah3drl 9yhi F2hPhZbwfMeCyxoFF I 0-11-4 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 II NMI II II FAM II o� 4 v11111111111111166 I 1 WM NM MIll IME 5 A 3x4= 3x4 = l.¢1- 3-8-4 3-6-12 I d 1- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 """ 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 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=157/0-4-0,5=157/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. 2 4� 870 2PE 9 y NEAT OREGO ry Qto OS A. HE9, EXPIRES:06/30/2017 July 15,2016 1 none. ®WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thisdesigninto the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary ands 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 ANS1/1911 Quaiy Criteria,DSI-89 and ICSI 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 R47865081 PL16-323_UPPER F08 Floor 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon- " -- - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:19:11-2016 Page 1 - - ID:5eV?tdjYiIz0X2xysi FD VpzsmU O-ye8Z W PfLxpD7lyhu8Paslhi6v6cSQsojgaXW BeyxoF E I 2-6-0 I 0-11-12 I 1 0-6-12 4.41= 1 1.5x3 II 2 3x4 = 3 3x4 II q Scale=1:11.2 2 , /_N 7 S 5 1.5x3 II 3x4= 4x6= 3-10-4 I 3-7-4 348-11pI 4 I 3-7-4 1-8 0-8-4 0.1-8 Plate Offsets(X,Y)— r4:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-6-8 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 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. i o)In ene Lunt)Gr�Gt_(G)ceex+an,Meta applied 19 Mc taeo of tAo tR1ou rlru rruhnl as w w - - LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) Vert:5-7=8,1-4=80 vis.c ) PROFF Concentrated Loads(Ib) �� GINE R% Vert:4=-125(F) �GJ N F 87022P; 1-- -5? '0), OR GON 95:5 AO A. HER EXPIRES:06/30/2017 July 15,2016 4 1 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. a Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not R a truss system.Before use,the building designer must verifythe applicability of design parameters,and property incorporate the design into the overall budding design.Bracing indicated is to prevent buckling of individual thus webrandtor ciwrd.?nembers:only.Additional temporary and permanent bracing M'T k' - - - is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPi1 Dually Criteria,DSB-89 and SCSI Budding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heibhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865082 PL16-323_UPPER F09 Floor 20 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - - 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jul 15 12:19:11 2016 Page 1 I D:5eV?tdjYIzoX2xysiF DVpzsmU O-ye8Z W PfLxpD7lyhu8Paslhi6_6cj QsjjgaXwBeyxoFE 2-6-0 0-5-12 0-6-12 Avg'= 1 1.5x3 I I 2 4x4= 3 3x4 I I 4 Scale=1:11.3 7 5 1.5x3 II 3x4= 4x6= 3-4-4 3-1-4 1 4-0-8 3-1-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edoe1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 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 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 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 Uniform Loads(plf) Vert:5-7=8,1-4=80 Concentrated Vert:4=-125(F)ads ' GINE v/O 14../ 8 • 2PE /9r" y NSA) OREGO On AMBER 1� �s A. HER�P EXPIRES:06/30/2017 July 15,2016 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE . Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual buss web and/or chardmembers'only.Additional temporary and-permanent bracing M�T�k" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the nra u n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Qeally Criteria,DS6-89 and 6CSl Building Component 7777 Greenback Lane Safely Information available from Truss Nate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865083 PL16-323_UPPER F10 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.840 s Apr 19 2016 MTek Industries,Inc.Fri Jul 1512:19:11 2016 Page 1 - I D:5eV?tdjYiIz0X2xysiFD V pzsmUO-yeeZVVPfLxpD7lyhu8Paslhi7P6cbQspjgaXwBeyxoFE 1 65-4 1 2-6-0I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 o� 5 4x4= 3x4= ¢1-1 3-2-4 I 1- 3-0-12 Plate Offsets(X,V)— 15:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCOL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 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=135/0-4-0,5=135/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. ��5cD P R OFFS �� IJG I N EF19 s/p"9 870 2PE yN /V �-j, OREGO tit 0� �O AMBER \\ OS, A. HES''‘'.' EXPIRES:06/30/2017 July 15,2016 f ®WARNING-Verify design parameters.and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 rev.10/032015 BEFORE USE. Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building component,notNut a truss system.Before use.the building designerrnust verify the oppficability of design parametersand properly incorporate this design into the overall �^ building design.Bracing indicated is to prevent bucking of individual-fruscweb.and/orchardmembers only.Additional temporary and permanent bracing is atways 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/rfl1 Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865084 PL16-323_UPPER F11 Floor 44 1 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon - - -. 7.640 s Apr 19 2816 MiTek Industries,Inc._FrtJul 1512:19:122016 Page.1 - _. I D:5eV?tdjYilzoX2xysi FDVpzsmU O-Rghxklgzi6LzM6G5i655quFl?Wu29E5s2EGTj5yxoF D 1-11-4 I 2.6-0 Scale=1:26.0 1.5x3 II 4x6= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 e e e 1111111111111111111111111111111111111111114a, - 4011111111 ". -4111111%1111114111111%1111411114141111%iii--. a "....„, ab e a e�y��7y 1' 10 a 9 8r� 3x5= 4x8= 3x8= 3x5= 0-1118 14-11-4 I o- 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%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) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=-1369/0,4-5=1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 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. D PROF RE F ��NGINEER wo, Ct 87022PE �r- ySAT OREG•N cy�O<V� �0 ��BER \1 OS, A- HE , EXPIRES:06/30/2017 July 15,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47473 rev.10/072015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual butding component,not t 1 a truss system.Before use,the building designer must verify the applicabifty of design.pararneters..and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucldngof individual truss web and/or chard members only.=Additional temporary and permanent bracing MiTew is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tril Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865085 PL16-323 UPPER F12 Floor 32 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.640 s Apr 192016 MiTek Industries,Inc.Fri Jul 15 12:19:12 2016 Page 1 ID:5eV?tdjYi IzOX2xysi FDV pzsmU O-Rghxklgzi6LzM6G5i655quF 18 Wwi9FDs2EGTj5yxoFD 1 0-10-0 1 1 2-6-0 Scale=1:19.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 4x4= 2 3 4 5 6 _ \---- 7 o a e i1l y g 7 ✓✓�\ 4x5= 3x5= 1.5x3 II 3x4 = I 11-40 I 11-4-0 Plate Offsets(X,Y)— 11:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.07 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/TPI2007 (Matrix) Weight:56 lb FT=0%F,50%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=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=501/0,1-2=309/0,2-3=309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-766/0,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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. 2 4� 8 . 2PE �9r N �� - Ny AjOREGO s tOQ' 4NOpwt3ER �1 sA. He?, EXPIRES:06/30/2017 July 15,2016 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designermustthe applicabilityof design parameters and properly incorporate this design into the overall . . - - building design.Bracing indicatedis:to prevent buckling of individuattvss-web and/or chord members only.Additional temporary and permanent bracing . - - MiTe1 s'� .} ' ' 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-88 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865086 PL16-323_UPPER F13 Floor Girder 4 1 _-. Job Reference(ootional) Pacific Lumber 8 Truss Co:, Beaverton,Oregon - ._.- _...- - 7.640 s Apr 19 2016 Mrrek Industries,Ina Fri Jul 15 12:19:12 2016.Page 1 ID:5eV?tdjYIz0X2xysiFDV pzsmUO-Rghxklgzi6LzM6G5i655quFILWrU96?s2EGTj5yxoFD 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6512= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 • e • • •//////...:::,,,,,,Nie .NNe77) e •• 0 N. e a a e e 13 12 11 558= 6x16 = 355= 4x10= 4x6= I 14-11-4 1411-4 Plate Offsets(X,Y)— (1:Edoe,0-1-81,110:Edge,0-1-81,[14:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:80 lb FT=0%F,50%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) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,34=2458/0,45=2473/0,5-6=-2473/0,6-7=1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=1646/0 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)825 lb down at 3-6-0 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 Uniform Loads(plf) Vert:10-14=-8,1-9=80 Concentrated Loads(Ib) �� co PROS- Vert:3=825(F) ��3 0 INEF9 X22 `r 870 2PE v N / N �y �'OT OREGO do Ali OSA. R. EXPIRES:06/30/2017 - July 15,2016 d Al,WARNING-Verify design parameters and READ NOTES ON THIS-AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not .a truss system.Before use,the budding designer must verify the applicabilityof design parameters and properly incorporate this design into the overall -building design.Bracing indicated is to prevent buckling of individual..hussweb and/dachordmembers only.:Addifional temporaryand permanent bracing MIT k .... is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iYd 1 R. fabrication,storage,defvery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quaily Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane . Safety Informaflon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-323 UPPER F14 Floor Girder 4 1 R47865087 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.640 s APr Pt 2016Rd?Tdk Industries;inc.Fri Jul 15 12:19:13 2016 Page 1 ID:5eV?tdjYi lzOX2xysiFDV pzsm U Q-vOF Kx5gbTQTq_GgH GgcKN6nPzwCxud2?Hu0OFXyxoFC I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 II 4x10 = 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e e e e e e i . Zr '11111111111411114111414141414s4n. 0 ab e e- 10 9 4x8= 4x12 = 4x8= 4x8= I 1411-4 I 14-11-4 Plate Offsets(XX)— Ii:Edge,0-1-81,18:Edoe,0-1-81,111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Inc: NO WB 0.58 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-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) 11=1014/0-5-8,8=946/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-2047/0,13-14=-2047/0,3-14=2047/0,3-15=2047/0,4-15=2047/0,4-16=-2129/0,5-16=-2129/0, 5-17=-2129/0,6-17=2129/0 BOT CHORD 10-11=0/1071,9-10=0/2348,8-9=0/1374 WEBS 6-8=-1594/0,6-9=0/881,5-9=-278/0,49=254/0,4-10=-050/0,3-10=367/0,2-10=0/1140,2-11=-1406/0 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)129 lb down at 13-3-0,129 lb down at 3-11-8,79 lb down at 0-8-9,71 lb down at 2-3-12,65 lb down at 5-6-2,65 lb down at 7-1-5,and 65 lb down at 8-8-8,and 65 lb Jaw.at 16-J-11 ort tap drool. tiro Jauryrdoctor.Loo oI nas.11 Corium-boo doerw(s)ro tiro raopOrnSrLrbly 01 dtLars. _ 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 Uniform Loads(plf) P R Vert:8-11=-8,1-7=-80 ,`�Q`�� 'ss Concentrated Loads(lb) �Ca �NG(N4- /� Vert:4=-65(F)12=79(F)13=71(F)14=-129(F)15=65(F)16=65(F)17=65(F)18=-129(F) ��? 1- -57 87022PE 1.-- // 7 IP >N fi-0j, OREGO ryo Q4N 'PO F'y8 ER \� / �S A. Heck EXPIRES:06/30/2017 July 15,2016 4 N ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE-USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not . a.truss system.Before use,.the.building designermust verify the appdcability of design parameters and properly incorporate this design into the overall -•_- g _... building:design.--Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .tv:raer v MIT 'k . <.- da is always required for stability and to prevent collapse with possible personal injury and properly mage. For general guidance regarding the maw-Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crtieda,056-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47865088 PL16-323_UPPER F15 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Jul 15 12:1913 2016 Page t ID:5e V?tdjY Iz0X2xysi FD VpzsmU O-v0FKx5gbTOTq_GgHGgcKN6nTvwGQukU?H u00FXyxoFC I 1-5-12 I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 e e e —/– _ 2 "b 8 73x5= 3x4= 3x4= 0-1 0-1-89-4-4 9-2-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 6 n/a n/a iI BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:46 lb FT=0%F,50%E 1 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) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=504/0 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. ',QED Opp. ��c�5 �NGINEF-T S/o29� 87022PE 4Ny0F j, OREGO c -pO cO ,yQER �\ SA- HOk EXPIRES:06/30/2017 July 15,2016 i I ~ - ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A111-7473II-7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual budding component,not • a truss system.Before use,the budding designer must verify.the.appdcabdity of design parameters.and properlyincorporate this design into the overall -,,, budding design.Bracing indicated is to prevent buckling ofiadividual bvsswetrand/oathord.memberranly:�:Additional temporary and permanent bracing Mb / _ 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 Qualify Criteria,DS11-89 and SCSI Beading Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 I i. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION S " Center plate on joint unless x,y 6-4-8 dimensions shown in(Drawingsft-in-sixteenths Failure to Follow Could Cause Property Damage 1 /a I riot to scale) or Personal Injury offsets are indicated. 1 rY r�� Dimensions are in ft-in-sixteenths. L Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 1 c1-2 C2-3 2. Truss bracing must be designed by an engineer.For 0'/16" 4 wide truss spacing,individual lateral braces themselves MIWIE � �� may require bracing,or alternative Tor I p bracing should be conidered. • IM,Mior 0 3. Never exceed the design loading shown and never A stack materials on inadequately braced trusses. 12161111111111,21 O 4. designer,Provide erection copies of tsu truss design pro tothe owner land For 4 x 2 orientation,locate c�$ BOTTOM CHORDS cs a all other interested parties. p p y plates 0-na' 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 to 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 I 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that (Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing1 spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 N.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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. m• reaction section indicates joint1 11111.1 number where bearings occur. 17.Install and load verticallyverticallyunless indicated otherwise. Min size shown is for crushing only. 11111111 NM Nit18.Use of green or treated lumber may pose unacceptable 1.72.1-7.411 ► 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 pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. i is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with o- Guide to Good Practice for Handling, Te ANSI/TPI 1 Quality Criteria. 4; Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 =I MINI MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT ENGLISH 6 PLEX 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: K2182319 thru K2182367 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. co NGINB4-- 9 87022PE 9c cv - •(`"OT OREGON ri5' <U� 006,MBER A. HES I E •I•ES:061301" July 18,2016 Hernandez,Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSUTPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters'and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-00 5-00 T T T 12 12 IIM-4x4 12.00 7 3 N 12.00 �� o I .\\" I o 1 M-3x4 M-3x4 y l y y 1-00 10-00 1-0o s�+ c - GN& /O�� N � 17:...., � 87022PE JOB NAME : RT ENGLISH 6 PLEX - Al Scale: 0.4072 N� rN WARNINGS: GENERAL NOTES unless otherwise noted: 5.-CJ ."G OR EG N r �N t.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for an IndNIdual / 4. Truss: Al and Warning.before construction commends. building component.Appldblllty of design parameters and proper 1) '• A ��Q 2.254 compression web bracing mud be Installed where shown+. Incorporation of component lathe rospondbOey of the building designer. M 3.Additional temporary bracing to Insure stability during conetrucllon 2.Oaalgn assumes the top and bottom chords to W laterally braced et O ER Is the responsibility f the erector.Additional M bracing of 7 roc.and et ig o.c.respectively unless braced throughout their length by S Xly o permene continuous#nothing such as plywood sheathIng(TC)andfor drynag(BC). v A. H e, DATE: 7/15/2016 the overall structure Is the re.pnndbillty of the building designer. 3.D(Impact bridging or lateral bracing required where shown++ I7 SEQ.: K2162319 4.No load elrsnld be applIed to sny aonrpnnent until after all bradng end 5.4.InstaXnionof eeisthhs responsibility to be .yeloin hnespectNeN.n altern.m, fasteners Cr.compete and at no time should any loads greater thang aeden loads be applied Is any component. end are fordry condition of use. TRANS I D: LINK 5.CompuTnn has no control over end assumes no responsibility for the 6.Design assumes NA bearing d el supports Mown.Shim or wedge If EXPIRES:06/30/2017 febricetbn,handling,shipment end Installation of components. 7.Design assumes adequate drainage is prodded. July.I 1 S 12016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both fads of truss,end placed so their center TPWJfCA in SCSI.copies of which coil be furnished upon request. lines coincide with)ahs center lines. 9.Digits indicate cora of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 1LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-1295) 1552 3- 9=( -419) 342 BC: 2x9 KDDF #l&BTR SPACED 24,0" O.C. 2- 3=(-1275) 628 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 13- 4=( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-1054) 1931 TC LATERAL SUPPORT <= 12"OC. UON. LL( 28 0)-HDL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1332) 619 9- 5=( -627) 989 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -309) 371 TOTAL LOAD = 45.0 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" -389/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) M-1.5x4 or equal at non-structural LIMIT IDI STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. so Forhanger specs. - See BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP approved plans AND BCCT'OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-0f-14 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.539" f , f MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.974" 4-00-05 3=10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = 0.024" @ 0'- 5.5" f MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5" 12 12 M-4x6 12.00 V \I 12.00 4.0" ICONS. 3: 2000.00 LBS SEISMIC LOAD. I M-3,25 �. M-3x5 Design conforms to main windforce-resisting ��iE system and components and cladding criteria. M-1.5X9 Wind: 140 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 Truss designed for wind loads M-1.5x3 I,-,3x5 in the plane of the truss only. M-3x5 3 N-3x4 �f �V. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top M-I.5X9 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 1.11/M-3x5 rn 0 of ,M-3x4 9 -.(0� M-1.5x3 M-LA5 M-3x4 ..6 to M-5x8 l ), 1 7-11-02 4-03-09 . 4-10-05 J' 1 y y 1-00 7-07 ll 9 ,16 .1' �d PROF 7-09-06 0-02-06 9-o,!rlo ,t• �c��G�NGINEF1.).'/O /' 17-01 t�,� 2 `,C 87022 PE �9N JOB NAME : RT ENGLISH 6 PLEX - ',B1 Scale: 0.2074 CV WARNINGS: GENERAL NOTES, unless othervAse noted: s' AV Truss: B1 1.Bulderand erection contractor should beadslaeipfanGeneral Notes 1.This design is based only upon the parameters shown and Is for anIndlvldual y 4)5i. OREGO OREGO n, "6/ and Warnings before construdron commences. budding component.Applicability of design parameters end proper [� 2.2s4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. �o �A-� �� v 3.Additional temporary bracing to Insure stability di4,g construction 2 De,n.aaeums'ma top am bottom see br to ba laterally bread el `V, �` (� Is int responsibility of the erector.Additional perri�nenl bracing of T o,c,ani at 10'o.c.respectively ply unless braced throughout iMk length by of-1 'N``' DATE: 7/15/2016 the overall structure is the responsibility of Me ng daalgner, antlnuoa sheathing such as ptywootl sheathing(TC)and/or arywan(BC). V HE c +� 3.20 Impel bridging truss or lateral bracing required when Mown no H G. SEQ. : K2 18 2 3 2 0 4.No load should be applied to any component unt IBer all bracing and 4.Installation of truss to the responsibility of theNe oomndm, fasteners are complete and at no time should am(pads greater than E Design assumes busses are to be used In a non-no,on-corroNve environment. design be ate any and are for" condition'.of use. TRANS ID: LINK e eos yam 055un S.Desgnassumesfulbearingatalsupportskaw,.Shimorwedgeif EXPIRES:06/30/2017 5,CompuTnn has no control over and assumes no aponslbilly for the eessry fabrication,handling,shipment and Installation o Ibmpanenta. 7.Design assumes adequate drainage Is provided. July 18,2016 8.This design is furnished cabled to the limitations sit bah by B.Plates shall be located on both feces of truss,and placed so their center TP W/1 CA In SCSI.copies of which wtl be fumisap upon request, Ines coincide ash Joint center Ines. MlTek USA Inc./Com uTrus Software 7.6 1L 9.Digits indicate size of plate In Inches. p )E" 10.For basic connector plate design values see ESR-7371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x9 KDDF STAND 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 45.0 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" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) ** For hanger specs. - See approved plans 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-14MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 1 1 1 MAX BC PANEL TL DEFL =-0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 1 1 1 1 1 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 712.00 Design conforms to main windforce-resisting 9,0" system and components and cladding criteria. 4 ,f-'( ° Wind: 140 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),1111111111 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads r. in the plane of the truss only. M-1.5x3 I 3 M-3x9 t M O j1 .21111112WM'iOi of M-3x9 N 9 • -.(o n y , 7 8 10 **6 O M-1.5x3 M-3x4 M-3x4 1 o M-5x8 1 1 1 1 7-11-02 4-03-09 4-10-05 1 1-00 7-07 1 9-06 . ��Ep PROFfiss 1 11 1 7-09-06 0-02-06 9-03-10 1 c•c 0NG�NE'cR 222 1 17-01 ..0 87022PE 9v` i JOB NAME : RT ENGLISH 6 PLEX - B2 Sale: 0.2074 C, GENERAL NOTES, udess otherwise noted: Ben WARaldera 7 �Ai, OREGO n,Qw.. I.Bidder and erection eentreaor.newa be advised one General Note. 1.This deeps I.based only open the parameters snows and is for an individual Truss: B2 and Warnings before conatrudbn commences. building component.Applicability of design parameters and proper 2.254 compreaston web bracing must be installed where showmen*. incorporation of component Is the responste of the building designer. /1 �II/�h rj •`` �� 3.Addelonal temporary bracing to inure stability during consbuctlon 2.Design assumes the top and bottom chortle 10 be literally bread at k«..,-)«....«.0 G7 1'1 Ie the responsibility f the erector.Additional permanent bracing of T o.e.an at 10 o.c.respectively unless boned throughout their length by tY• continuous sheathing sueh as pyweod sheat shareC)end/or dryweNBC). /q• HER DATE: 7/15/2016 the overall structure Is the responeib9fty of the building designer. 3.2s Impact bridging Cr lateral bradng required where Mown•* 4.No load should be applied to any component until after all bracing end 4.Installation of buss Is the responelbeily of the respedre contractor. SEQ.: K218 2 3 21 fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina nomcorroslve environment, of we. TRANS ID• LINK design loads be applied to any component. De gnassuare for dry fullbon•gal 5.Compuirus has no control over end assumes no responsibllhy for me 6.O m"-,. gnn assumes full bearing at all suppose shown.Shim or sledge If EXPIRES:06/30/2017 ry 1st fabrication,is furnished deushipment andthe ter lation of components. 7.Design assumes adequate drainage is provided. July 1 8,2016 8.This design is furnished aub)ed to the limitations set forth by 8.plates shell be baled on both faces of teres,and placed so their center TPIN/TCA In 0151.Copies of which all be furnished upon request. fines colndde with(aid center lines, 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(11_)-E 10.For basic connector plate fledge values see ESR-1311,ESR-7988(Mask) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8 ''''L-11-08 GIRDER SUPPORTING 20-11-00 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LCAT) DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2=( -278) 1936 5-13=(-2100) 358 BC: 2x6 KDDF #16ETR 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=( -708) 9920 WEBS: 2x9 KDDF #16BTR; 1 LOADING 3- 4=(-3840) 734 9-10=( 0) 0 10-11=( -90) 628 19- 6=( -212) 1354 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5312) 919 10-12-) -2) 24 11- 3=) -969) 5090 6-15=(-5598) 918 TC UNIF LL( 50.0, DL( 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6014 11- 4=(-1808) 429 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5^ DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -49) 59 13-14=(-940) 2882 I1-12=( -569) 3920 BC LATERAL SUPPORT <= 12"OC. UON. 14-15=(-440) 2882 4-12=( -386) 2242 ADDL. C CONC LL+DL= 597.0 LBS @ 17'- 1.0" 12- 5=(-2942) 528 Jr' ( 2 ) complete trusses required. LIMITEC STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUIRL ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) XXBOT9" oc in 1 row(s) throughout 2x9 top chords, TON CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 18'- 11.5" -873/ 53948 0/ OH 5.50" 8.55 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BC,`trOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. ' 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. 7-11-02 6-0 4-05-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f { 'f ' MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed = 0.601" 4-03-01 3-08-01 3-02-10 3-04-06 2-06-14 1-10-08 MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed = 0.902" T 1' '1 T T T T 1212 MAX HORIZ. LL DEFL = 0.016" @ 18'- 8.0" M-4x6 MAX HORIZ. TL DEFL = 0.029" @ 18'- 8.0" 12.00 7 'N12.00 9"0" 3 Design conforms to main windforce-resisting P�� N Wind: 140mph, h=232ft, TCDL=6.oBCDL=6.0, ASCE 7-10All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) a e exposed to wind, Truss designed for wind loads M-3x5 in the plane of the truss only. M-9x106 M-1.5x3 6 7 M-5x10 MerB m �A ti o 1-' 8 1.11■1 - M-3x6 l cv 0 910 12 13 14 r1S M-1.5x3 M-4x.0 M-4x6 M-3x8 M-7x8 M-9x6 l ), l )'' r l *5474 l 4-01-05 3-09-13 3-09-06 3-06-02 2-03-06 1-10-08 y , y y 7-07 )4* ,I• y 4Q p y 7-09-06 0-02-06 11-02-02 y 0,‘GIN��t,$c0 18-11-08 <V 29 �' 87022PE �' JOB NAME : RT ENGLISH 6 PLEX - 'B GIRD Scale: 0.2138 N� NI.Bolders O.TO design is uaeupontheMse parnoted: GREG N q, awe 1.and Warnings ant erection mniraciar en. i e advlse<$sip General Notes 1.This dea=n phased onty upon the p design me shown and Is for an IndWldusi '� Trus 5: B G I RD and before construction commences, building component.Apptaalhy of design peromalero and paper 4. 2,2x4 compression web bracing must be installed Aide Mown.. incorporation of component b the responsibility of the building designer. '114"p E IR �\ 3,Additional temporary bracing to Insure stability dung onnsiruction 2 Design mimes the top and bottom choMe to be letenity braced at �O� O �(�` lathe responsibility of the erector.Additional perm ahem bracing of T o.c.and at 1d o.c.respectively unless brewed throughout their length by ' �� `_ DATE: 7/15/2016 the overall drudara la me ro abq r the bu n designer. continuous aro.mmg such as plywood sheathing(TC).na/or aryw.g(Ec). epon ray a g g 3.2x Impact badging or lateral bracing required where shown++ SEQ.: K218 2 3 2 2 4.No Toad should be applied to any component ung gher all bracing and 4.Installation of truss la the responsibility of the respective contractor. fadenero are compete and at no time should am lads greater than 5.Design assumes trusses aro to be used Inc noncorrosive environment, designloads be applied to component. and are for"dry condition"of use. TRANS ID: LINK ,sanycampone 6.Design assumes Ng bearing atagsupports shown.Shim orwedge it EXPIRES:06/30/2017 5.GompuTrua has no control over and assumes no ieponelmlliy for the neceeaary, p fabaoation,handling.shipment and installation< ponents. 7.Design assumes adequate drainage Is provided. July I 1 8, 016 6.This design Is furnished subject to the limitations forth by 8.Plate.shall be stated on both faces at truss,and placed so their center Y TPLWICA in SCSI.asplea of which will be Nmlupon request. grass coincidewithjoint center lines. MITek LISA Ina/CompuTrus Software 7.671L}E9.Digits connector onedasloe�pta edef te In inches. 10.For 85. sign values see ESR-1311,ESR-1866(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4=(-149) 195 BC: 2x8 NODE' #16BTR SPACED 24.0" O.C. 2-3=( -16) 8 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -57/ 975V -45/ 87H 5.50" 0.76 KDDF ( 625) 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL. BC CONC LL+DL= 717.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed = 0.149" MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 1' 1' 1' Design conforms to main windforce-resisting 12 system and componentsand cladding criteria. 9.00 7 Wind: 140 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 -1 End vertical(s) are exposed to wind, Truss designed for wind loads /11°It in the plane of the truss only. NOO 0 n1m�o I 1►� 4 0 M-3x4 M-3x8 l +7174 , , 3-02-04 0-03-12 k l 3-06 <��Ep PROs k,� ��GIN4-M4 /0 �- 870 2PE r JOB NAME : RT ENGLISH 6 PLEX - CGIRD Scale: 0.5225 0 >" -- WARNINGS: GENERAL NOTES, unless otherwlw noted: 1.Baader and erection...odor Mould be advised of al General Notes 1.This design 1s based only upon the parameters shown and Is for an individual -q 'O)* OR EG N no <C/ Truss: CGIRD and Warnings before conahudbn commences. building component.Applicability of design parameters and proper 2.2e4 compression web bradng must be Installed where Mown+. incorporation of component la the reaponsibAHy of the building designer. �0 ��SER ' \ P� 3.Addsbnal temporary bracing to Insure siabley doing construction 2.Design aswmes the tap orb bonom ctwNs io las laterally bread at O Is Na responsibility of the erector.Additional permanent bracing of T o.c.and et ee10 a.c.respectively ply lees braced throughout their length by C1 continuous sheathing such as plywood ng(TC)and/or drywal(SC). 17 A. HE � DATE: 7/15/2016 the overall structure b the respontlblity of me building designer. 3.Di Impact bridging or lateral bracing required where shown** SEQ. : K2102323 4.No lead should be appted to any component until after all bradng and S4..DWAoeewmrusis the .emnb.bilitof used the respective contractor. fasteners ere complete and at no time should any bads greater than g assign basis be applied to any component. end are for"dry condition.of use. TRANS I D: LINK 5,Campania has no control over and aswmee no responsibility far the H.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES:06/30/2017 fabncation.handling,shipment and installation of components. 7.Degn ssumes adequate drainage is provided. July 18,2016 e.This design Is furnished wbjed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPINRCA in SCSI.copies of which'MA be fumished upon request. Anes coincide voth joint center lines. 9.Digits indicate sire of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 19.For basic connector plate design values see ESR-1311.ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS ITRUSS SPAN 21'— 2.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "00 spacing. TC: 2x4 KDDF #1SBTR II LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR 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( 2':0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMIT':■■I STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUI:RMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. SOTTO, CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND B. TOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for I complete specifications. DESIGN ASSUMES SHEATHING 11-07-11 9-06-05 T TO ONE FACE ONLY 21-02 T 12 12 9.00 V II1,1-4x4 Q 9.00 0 ti 1) I O ,--I ti 7 C N )-1 /— -1l 4 6 '—1 ,L , y I y � D R�C€006-11-08 14-02-08 .`� Vs -0y � 0NGINE R /0 1000 21-02 2r 87022PE r' JOB NAME : RT ENGLISH 6 PLEX - DI �C/��- Scale: 0.2973 N• "' q�� WARNINGS: OENERALNOTES, unlesaotherwise noted: . GREG N (� O<C/ Truss: D 1 t.Builder and erection contractor should b ado! plot an General Notes 1.This design is based only upon the parameters shown and is bran Individual 7 �A O and Warnings before conslmabn cobulking component.Applicability of design parameters and proper 2.2s4 comprasaon web bracing must be installed re shown+. incorporation of component la the reaponstbgky of the building dedgner. A+ R .s �� 3.Additional temporary bracing b Insure stability• ng construction 2 Design assumes the top and bottom chords to be laterally braced al '✓'� Is the rosporlstbllty of the erector.Additional pe tined bracing of T o.c.and et 1g'o.c,reapectwely unless braced throughout their length by O DATE: 7/15/2016 the overall structure Is the reaponabgby of the. ing designer. 3.2s i Ped bridgi bridging pteerraas brad ng requiredesheathing(TC)h coo{drywan(Bc). A' u SEQ.: K2182324 4.No load should bea lied to an component rnerallbraa g `j pp otimeM en nhantl 4.Design assumes buses rayonst used/t he respective contractor. /astenen aro compete and at no time should a pada groats®than 5.Design assumes bosses aro to be used In a non-corrosive environment, TRANS I D: LINK deagn bads be applied to any component and are for"dry condelon"of use. 5.CumpuTrua has no control over and assumes n reaponsibilgy for the 8.Design assumes NA bearing at all enppona shown.Shim or wedge It EXPIRES:06/30/2017 mrnafabrication,handling,shipment Qompone �ry. .f p pmeedrethe!Isbass• a ma. 7.Platessign ailbeloctedenbothlfagels Imo),and placed w their center TP WYICA in SCSI,copies of which will be fun .d upon request. Ilnes coindde with joint center linea. 9.MiTek USA Inc./CompuTrus Software 7. '(1L}E D ForDigMaiots concate nector ppWeln inches. ill.Far basic connector plele design values see ESR-1311,ESR•1 g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-234) 291 8- 2=(-1081) 241 4-12=(-465) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=( -2) 10 2- 9=( -106) 715 12- 5=(-212) 581 WEBS: 2x4 KDDF STAND 3- 4=(-1113) 261 10-12=(-178) 878 9- 3=( -463) 169 12- 6=(-253) 166 LOADING 4- 5=( -813) 270 12-13=(-123) 687 9-10=( -185) 789 6-13=(-152) 191 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PEP 5- 6=( -819) 294 13-19=( -26) 95 3-10=( -93) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -931) 207 11-10=( 0) 51 7-14=(-910) 223 TOTAL LOAD = 95.0 PSF 10- 4=( -26) 232 OVERHANGS: 12.0" 0.0" 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" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) M-3x9 where shown; Jts:2-4,6-7,13 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ITOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed= 1.012" f 1' ' f f f MAX BORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" IIM-4x4 9.00 7 'N9.00 4.0" 5 ,.,( Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TE6DOb russ only. t0//4 'luo fkms: r'Io1213 *14 �~r3x8 M-1.5x3 0 0 e M-1.5x3 M-3x8 M-x8 '+ M-1.5x3 y l y ,1 . l 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 y t�RE� PR(J/CFcS' y y y s. 1-00 6-11-08 14-02-081 � ' ENGINE -, /e� b 21-02 .4r- 87022PE -Yr- JOB NAME : RT ENGLISH 6 PLEX - D2 Scale: 0.2139 NCV� WARNINGS: GENERAL NOTES, unless otherwise noted: -!7 -oT GREG N �� <U1 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and is for an Individual Truss: D2 and Warnings before construction commence.. Incorporation component.Applicability neatIs of design parameters and proper �� 1� �4 2.294 compression web bracing must be Installed where shorn+. incorporellon of component Ie int responsibility of the building designer. ` rl 3.Additional temporary bracing to Insure stability during constructlen 2.Design assumes the lop end bottom choler to M silently braised at O ` Is the responsibility of the erector.Additional M bracingof 7 o.c.and at 1 O.o.c.rsuch a rely unless braced throughout their length by S `N- germane continuous sheathing such as plywood sheathing(TC)and/or Mywall(BC). A' Hs- DATE: `` 7/15/2016 the overall structure is the responsiblNy of the building designer. 3.29 Impact bridging or lateral bracing required where Mown++ SEQ.: K218 2 3 2 5 4.No load should be applied to any component until after all bradng and 4,Inslelatlon of truss Is the roaponsiblily of the respective contractor, fasteners era complete and at no ems should any bads greater than 5.Design assumes trusses are to be used Ina non-corroete environment, TRANS ID: LINK design beds M applied b any component. soden ssumes nabon g.0.supports wedge 5.CompuTnis Ms no control over and assumes no responsibility for the 6.Design fug bearing t ft w rts Move.Shim or read II EXPIRES:06/30/2017 nary. fabrication,handling,shipment andaatellatbn of components. 7.Design assumes adequate drainage Is provided. July 1 8,201 6 6.This design Is furnished subject b the Rotations set form by 8,Rates shag be routed on both faces of truss,and placed so their center TPINOfCA in SCSI,copies of which WIN be fumhhed upon request. Ines coincide 04th jolts center lines. 9.Digits indlute sire of plate In inches. MiTek USA,Inc./CompUTrUs Software 7.6.7(11)-E 10.For bads connector piste design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR 1OAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=1-221) 231 7- 1=(-913) 202 3-11=1-442) 213 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=1-211) 566 WEBS: 2x4 KDDF STAND 3- 4=( -796) 270 9-11=1-169) 848 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=1-174) 745 5-13=1-148) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 )+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=1-121) 677 2- 9=1 -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=1 -26) 45 10- 9=1 0) 53 6-14=1-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=1 -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hen LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ger specs. - See approved plans LIMITEC STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIRE.h ENT'S OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM 4111ORD CHECKED FOR lOPSF LIVE LOAD. TOP AND 130770M CHORD LIVE LOADS ACT NON-CONCURRENTLY. , ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-04-11 9-06-05 f fMAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04-(9 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" f .1 ' ' 1' MAX BORIS. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 p HM-4x4 a 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 4S( Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 2 G 1 mi sM ti .a ry - 9 11 .A 13 14 -''~ c t a. woo /; M-3x8 o, , M-1.5x3 �c 7** 8 M-Ac8 12 M-1.5x3 M-3x8 M-1.5x3 1 l l l .6 l l 3-03-04 3-04-08 4-08-15 1-07-05 3-91-12 4-10-04 1 i y l 6-09-08 l 14-01-48 l E4 R f 13=00 6=02-08 7-11 .6 ��NGP FIRS/O y s 20-11 w Z `z` 87022 P,, v JOB NAME : RT ENGLISH 6 PLEX - D3 Scale: 0.1965 , 4 0 CV WARNINOS: GENERAL NOTES, unlessutherotee rated: 1 Truss: D3 1.Builder andersalloncontractorshouldbeadvisel¢IelGenera:tetes 1.ThisdesgnIsbasedonlyupentheparametersshownandlsforanindividual 7 '01, OR GON tis,44./ end Wamings befots construction commences, building component.Applicability of design parameters and proper 2.2x4 comprosston web bracing must be Installed Aire shown., incorporation of component Is the responsibility of the building designer. �h $'Ito . \ 3.Additional temporary bracing to insure stability m4 rfg oon5trudlon 2.Design assumes the top end bottom chords to be laterally bread et ("„1 'y' E (� Is the responsibility of the erector.AddRsnal penme,�ent bracing of 2'no.and at 1G o.c.rsuchc c pip unless braced throughout their length by O_CS a`' DATE: 7/15/2016 the overall structure k the re tlbl continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). V ��\' spun 8Y of the busing designer. 3.2x loped hedging or lateral bracing required where mown.. SEQ.: K218 2 3 2 6 4.No load should be applied to any component anti iter all bmdng and 4.Installation of toms is the responsibility of the respective contractor. fasteners are complete and at no time should en)dads greater than 5.Design assumes bums are to be used In a ran-conoste environment, TRANS ID: LINK de sign loads be appledtoany component. and arero!^dryxnanlon armee. 5.ComWTrue has no control over and assumes no onslbUfty for the 8.Design assumes lull bearing at al supports shown.Shim or wedge if temry. EXPIRES:06/30/2017 fe:s design handling,shipment and InstelAtlon o mponents. 7.Design assumes adequate beth taxa of loam,end plead so their unlet TPIW FCA in SCSI,copies of which WI be fuel upon request. Ones coincide with joint center lines. 9.Digits Indicate ales of plate in Inches. MiTek USA,IRC./COfnpuTNS Software 7.6=1 L}E 10.For basic cennectar 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 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #lEBTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 9=(-203) 166 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-793) 287 7- 8=(-186) 750 1- 7=1-106) 702 9- 9=(-253) 157 WEBS:. 2x9 KDDF STAND 3- 9=(-718) 283 8- 9=1-125) 550 7- 2=1 -75) 159 9- 5=1-101) 633 LOADING 9- 5=(-753) 184 9-10=1 -91) 60 2- 8=(-371) 197 5-10=1-901) 221 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 971 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) M-3x4 where shown; Jts:1-2,9-5,7,9 LL = 25 PIE Ground Snow (Pg) 0'- 0.0" -196/ 991V -248/ 275H 5.50" 1.51 RODE ( 625) 20'- 11.0" -146/ 991V 0/ OH 5.50" 1.51 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.018" @ 11'- 9.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 9.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 12 12 IIM-4x4 9.007 9.00 Wind: 140 mph, h=29.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 44 End vertical(s) are exposed to wind, 4) Truss designed for wind loads in the plane of the truss only. iplippis.4, 2 r 11111111111111111111111b..-4111111111111 I Lo 0 o N 0 I 1 of M o :ii. oltmimmliii .:i _„ 6++M-1.5x3 7 0.25"8 9 M-1.5x3 "10 M-5x8(5) y 5-07-07 y 5-09-03 y 9-10-01 y 9-08-09 y �9• G,IN�F�0.0 l 20-11 4r' 870 2PE 9r • JOB NAME : RT ENGLISH 6 PLEX - D4 Scale: 0.2160 WARNINGS: GENERAL NOTES, unless otherwise noted: Ms N 1.Bulkier and eredbn contractor ahoWd be advised of al General Notes 1.This design is based only upon the parameters ahovm and a for an indlvldwl I SAT OR EG O ' cry &(i Truss: D4 and Warnings before eonsbudbn commences. holding component.Applicability of design parameters end proper .51' 2.De4 compression web bradng must be Installed where shown+. Incorporation of component la Me rasponstbAtiy of the building destpner. /O F/Ljp ER "`\ �+ 3.Additional temporary bracing to Insure atabNly during construction 2.Design sesames me lop and bottom chords to los laterally braced et O CO7 ` Is the responsibility oI So erector.Additional permanent brat f 2 o.c.and at id o.c.reapactNaly unless braced throughout their length by .0 Q 1N- bracing° continuous sheathing sueh as plywood eheethlrp(TC)and/or drywal(8C). V p. H e DATE: 7/15/2016 the overall*adore is the reasonability of me building designer. 3.2a Impact bndging or lateral bracing required where shown++ SEQ.: K2 18 2 3 2 7 4.No load aholdd be applied to any component until after all bracing and 4.Installation of truss Is the responbbllly of the reapeONe contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes lruases ere to be used Ina non-corrodNe environment, TRANS I D: LINK design bade be applbd to any component. and are assumor tylryes AG bearing of use. 5.CompuTws Ms no control over and assumes no reasonability for Me G.Deng etwmas NA bearirp at el wpparte shown.Shim or wedge If EXPIRES:06/30/2017 ry fa cee on,handing,shipment and ateSn of components. 7.Design assumes adequate drainage Is provided. July 1 8,2016 S Ibis design Is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed co their center TPW,t1CA in SCSI,cope.of Mich Mil be furnished upon request. Anes coindde with joist center lines. 9.Digits indicate size of plata In inches. MITek USA,Inc./CompuTrtoS Software 7.6.7(1L)-E to.For basic connector plate deeds values we ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS ' TRUSS SPAN 3'— 7.5" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" 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( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,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 = 95.0 PIF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LATTED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE/l IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BO' QOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span BON. ANBBOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-1e' 0-03-12 T a T T 12 4.00 M-1.5x3 4 3 —I I r 0 ' I 0 2 I r.0 f r0 o F _ _ • p I / M-3x4 6 M-1.5x3 1 l y 1-00 3-07-18 �� ° P R°PFss r,5 NGINEcR /� �, 2 �' 87022PE �,pv JOB NAME : RT ENGLISH 6 PLEX — El Scale: 0.6966 N WARNINGS: GENERAL NOTES, unless°tends.noted: TrussEl 1.Balder and erection contractorMould be advise I SI al General Nates 1.This deNgn Is based only upon the parameters shown and Is for en Individual 7 "oo), O R EGO r, 4�N and Warnings bebre construction commences. , bullding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed Vere shown+. Incerporatbn of component Is the rosponstblllty of the building designer. �� A I� 3.AdtlPooml temporary bracing to insure staMllly dello construction2.Design assumes the top and bottom chordal°be laterally braced at 'y' Is the responsibility of the erector.Additional pews nem bracing of 7 o.c.and at 10 a.c.respectWely unless braced throughout their length by O DATE: 7/15/2016 the overall structure le the responsibility f the Inking dealgneL continuous scathing such as plywood Msathing(TC)and/or drywall(BC). �J A He?,c?,N ST° 3.2r Impact bridging or leterel bracing required where ehawa++ I'1[. SEQ.: K2 18 2 3 2 8 4.No load should be applied to any component *ads assumes bracing and 4.Installation of Inns Is the responsibility of the respective contractor. fasteners are complete and at no time should en an*ads greeter than 5.Design asmea trusses are to be used In anon-corrosive environment, TRANS ID: LINK design bade be applIed In any mpanent and are fsr'dry asndWan"at see. 5.CampuTrue has no centrol over and assumes lb}epanelbom ler me 5.Design assumes full bearing at ap supports shown.Shim or wedge if EXPIRES: 06/30/2017 fabrication,handling,shipment and Instalhllon o mpomnb. oe Design ea. Q�s .t 7.Desitin aswmea adequate drainage Is provided.e,, July 18,G016 S.This design b furnished subject tote Il me fu t forth by 8.Plates shag be located an both faces of truss,and placed w their center TP WJTCA b SCSI,copies of which wig be Nmi upon request. lines coincide with Joint center lime. 9.Digits Indicate We of plate In Inches. M:Tek USA,Inc./CampuTrus Software 7.6 1L}E to.For bade connector plate design values see ESR-t311,EBR4989(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RIDE' #16BTR SPACED 29.0" D.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( 10.0) ON TOP CHORD = 35.0 PIE' Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PIE' load duration factor=1.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 POE 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. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail fox complete specifications. DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE ONLY 12 12 HM-4x4 9.00 [ 2 Q 9.00 f 114111 —/ c o o I I ti o o I I N N 5 9 l 1-00 l 11-02-08 y 1-00 y �S��N7GNE4\ 870 2PE <' JOB NAME : RT ENGLISH 6 PLEX - Fl Scale: 0.4131 Z. cn� (N� WARNINGS:gilder .GENERALTills NOdesign ab, unteupotherwise wlae: -a7 DoT OREG N q,, w""/ 1.Bugtler and aroctkn contractor ehouk be advised of all General Notes 1.This design Is based only upon the parameters drown and b for en individual 7A y Truss: Fl and We ntnps before construction commences, incorporation building component.Applicability of design parameters end proper !^ � O •\\A �� 2.244 wmprenlon web bracing must be installed where shown+. Inwrporolbn of component lathe reaponebbfty of the building designer. `� 3.Additional temporary bredng to Insure&billy during conebudion 2.Dedgn assumes Me top and bottom chortle to be laterally braced at O la the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 1 O o.e.respectively anises bneetl Mroughout tMlr langur by s continuous sheathing such es plywood ahealhing(TC)end/or drywaNBC). A, NE-- DATE: 7/15/2016 the overall.o-edure la the reeponsibxry of the building designer. 3.24 impact bridging or lateral bradng required where shown++ SEQ.: K218 2 3 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses ere to be used in a noncorrosive environment, end TRANS I D: LINK design loads be applied to any component. gn dry condition.of we. assumes 5.CompaTrus has no control over and mistimes no responsibility for the 8.Des awmas NA bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2017 wsury. febdnebon,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 18,2016 e.This design Is furnished subject to the limitations set fort by 8.Plates shall be located on both faces of buss,and placed so their center TPWyfCA In SCSI,wpbs of which win be furnished upon request. S.Ins.coincide nline,. indicate Bite of plate in inches. MiTek USA Ina/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1688(MRek) } This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5= 117(- ) BC: 2x4 KDDF #188TR SPACED 24.0" O.C. 2-3=(-56) 34 88 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( i,25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 334V -13/ 44H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDF ( 625) LIMPED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0. For hanger specs. - See approved plans REQOIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" '., MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-03-12 '., 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" 1 f f MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical 3 (s) are exposed to wind, Truss designed for wind loads 11 in the plane of the truss only. II 0 1 w 0 *I 9rot2 o 1/ 5 -/ M-3x4 M-1.5x3 3-03-12 0-03-12 } y •1 1-00 3-07-0£ '' '<('�ERD P pFFsd' F.,<0 0NGI NEE:, /0 4t• 870 2PE 17 r, JOB NAME : RT ENGLISH 6 PLEX - E2 Scale: 0.6296 cp h N WARNINGS: GENERAL NOTES, unless othendoe noted: Truss: E2 1.Builder and erection contractor should be adds.Mall General Notes I.This design B based only upon the parameters shown and is far an individual -F. A� OR E G O "VO ^�� and warnings before conetrudten commence.. ' building component.Applicability of design parameters and proper (l 2.204 compression web bradng must be installed r.,brc shown e. incorporation of component is me responsibility farm.building designer. �� S's/I/18 R 3.AddAenel temporary bracing to insure stability dui¢g conetructbn 2.Design assumes the tap and bottom chords to be throughout braced at ,V, is me responsibility of the erector.Additional pensejrent bracing of T o.c.end et 1 P a.c.rcepedwety unless braced ihroughom their length by O� DATE: 7/15/2016 the overenaruca,rclsthe rceponsibnnyofthe b ngdesignec conbnuntssheathingcleatbsuch as ptywootlseetmip(TC)endrornrywall(BC). /�, I I ' 3.2a Impact badging or lateral bracing required where shown.. r'l SEQ.: K2 18 2 3 3 O 4.No pad should be applied to any component inn titer all bracing and 4.Installation of tore.Is the responsibility of the respedwe contractor. fasteners are complete and at no time should ant ads greater than 5.Design assumes truss.s arc to be used m.noncorrosive environment, TRANS ID: LINK design loads beapplied toany component. end are ror^dry condition"oruse. 5.Compurms he.nn nentrol over and assumes no t-,gyyepon.iMgty for the 6.Design assumes ren bearing.tae supports spawn.Shim or wedge a EXPIRES:06/30/2017 ion, dling, B.This esign isnfumiehed shipment ject H the installation mitations s#forth by e.Plat7. es shan ll be locames tedate on bothifaces of truss,and placed•o their center e is prodded. July 18,2016 TPIWTCA in SCSI,copies of which will be fumlased upon request. In..coincide with(Dint center lines. MITek USA,Inc./Com uTrus Software 7.6 711E E S.Digits indicate else of plate in inches. P 10.For bade connector plate design values see ESR.1311,ESR.1868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137). 977 6-3=(-196) 231 BC: 2x9 KDDF #16BTR; SPACED 24.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 2x6 KDDF #1613TR B1 3-4=( -925) 152 7-8=( -55) 85 7-4=( -18) 641 WEBS: 2x9 KDDF STAND; LOADING 9-5=1 -912) 198 7-5=( -64) 602 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-B=(-637) 178 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.94 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 594.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ OH 4.00" 0.95 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "" For hanger specs. - See approved plans 1OND. 2: Design checked for net(-7 psf) uplift at 24 "no spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.919" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.041" @ 7'- 10.7" Allowed = 0.629" 1' '1' f MAX HOAR. LL DEFL = -0.014" @ 13'- 1.7" 3-00-08 4-10-04 5-05-12 MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" T f f '1 12 12 HM-4x99 00 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. 9.0" 4 ¢-,( Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NM (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by M-3X9 :-3X4 Project Engineer or qualified building designer 3 for lateral load and lateral stability. it -i 0 M-5x8 0 0 I .--1 All 4( P-NMIEM1104- IIF o 6 I .x4 M-7x8 M-1.5x3 Q 6.00 6.00 . 12 12 1 i51:4# l y 2-09 5-01-12 5-05-12 ,({I 1 00 7-10-12 ) 5-00-04 0-05 08 �``� GIN uFF55 y 13-04-08 �� 0N FR O29 �' 870 2PE � �" JOB NAME : RT ENGLISH 6 PLEX - G1 Scale: 0.2839 1:9 '^ CV GENERAL NOTES, unless otherwise noted: VI\ 7 � N WARNINGS: ler and erection contractor Mold be edvleed of all General Notes 1.This design Is based only upon the parameter.shown and Is far an Individual - ' Aj,n OR EGO n, 4'v Truss: G1 and Warnings before conalnw{lon commences. building component.Applicability of design parameter.and proper '^ `�$ A �` 2 2e4 compression web Miming meet be Installed where shown 4. Incorporation of component Is the responsibility of the building tleslgner. `• ` `+1 3.AdtlBlenal temporary bracing to Insure stability during construction 2 Deetpn tisanes the top and bottom chorda to be Ielerolly braced et O 1a me responsibility of the reader.Additionalpermanent bracing of 2 o.c.and al l0'a.c. et,a.prespectively unless bead mroughout r dryeir lengm by S continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). /q 1-IS DATE: 7/15/2016 the overall structure is the reeponelby8y of the building designer. 3.21 Impact bridging or lateral bracing required where Mown e 4.No load Mould be.piled to any component until after a8 bracing and 4.InstalIaion of truss Is the roeponelbalty M of the respective coroaor. SEQ.: K218 2 3 31 fasteners are compete and at no time Mould any wads greater than 5.Design assumes trusses ere to be used Ina non.corrosNe environment, TRANS I D: LINK design wads be applied to any component. and are for'dry condition.of use. 5.Compulrue hes no control over and assumes no responebllity for the 8 De elfin assumes Na bearing at el supped.shown.Shim or wedge If p EXPIRES: 06/30/2017 fabrication,handling,shipment and lnstaletwn of components. 7.Design assumes adequate drainage H provided. July 1 8,2016 8.This design N furnished eubJed to the limitations sat fort by 8.Plates Mall be waded on both faces of buss,and plead so their center TPWJTCA In SCSI,apes of which nil be furnished upon request. AneB.DigitsInd uta eke of placoindde Oh joint ta to lnter ilies. MITek USA,IncJCornpBTruS Software 7.6.7)1 L)-E II.For bests connector plate design values sea ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 'LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x4 ROOF #14BTR SPACED 29.0" O.C. 2-3=(-575) 112 7-8=( -60) 83 2-7=( -38) 343 WEBS: 2x9 KDDF STAND; 3-4=(-575) 131 7-3=( 0) 290 2x6 (DDE #2 A LOADING 4-5=( -9) 120 7-9=( -38) 388 LL( 2h,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-639) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.95 KOOF (1485) LIMIT STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 11.5" -78/ 670V 0/ OH 4.00" 0.45 KDDF (1985) *' For hanger specs. - See approved plans REQUIJ,MENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM.CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND B4y,'TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" 5-05-12 S-QS-12 MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" ,r MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.9" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" HM-4x4 9.00 79.00 MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 3 4.0" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ii M-3x4 of M-3x9 ,,, Note: Legdown not checked for any lateral loads. 7 4 The design shall be reviewed and approved by f Q Project Engineer or qualified building designer M-5x8 for lateral load and lateral stability. 0 0 .1 I ,-i A A 0 0 1 N N i 6 0 3 M-1.5x3 M-1.5x3 .Q 6.00 ", 6.00 12 12 l 1 J' i J' l 1-01-08 5-05-12 5-05-12 1-01-08 y y �<AO PROpeo 10-11-011 wc__� 0NGINE6, X02 Gr 87022PE 9r JOB NAME : RT ENGLISH 6 PLEX - 'F2 Scale: 0.3506 ' N >� WARNINGS: GENERAL NOTES, unless olherwlse noted: Truss F2 1.Budder and erection contractor should be adviser df al General Notes 1.This design 5based onyupon the parameters show,and i far en individual 7 �j, OREG N R�44/ and Warnings before construction commences. building component.Appllcebllty of design parameters and proper /"� 2.2s4 compression web bracing must be Installed vipre shown 4. incorporation of component la the responsibility of the building designer. �l.' �MB E R �� 3.Additional temporary bracing b Insure Nobility dAsll construction 2.Design sasumea the top end bottom chords to be laterally braced at j� Is the roWo sly of the erector.Additional perreapent bracing or T o.c.and at lb o.c.respectively unless braced throughout their length by O.0 ``_ DATE: 7/15/2016 the overall structure Is me responsibility of the bale ng designer. continuoussImps ddgisheaging such l b plywood d air a where s and/or drywap(SC). V A, L,j f.�• 3.2s Impact bndglnl or lateral bndng required where mown•a ''1 N SEQ.: K218 2 3 3 2 4.Na load should be applied to any component anti er ell bradng and 4.Designtion of inns is the are H b responsibility of the respective contractor. fasteners are compete end at no time should ant ds greeter than 5. assumes biases are to be used in a numcorrosNe environment, TRANS ID: LINK design loads beapplied toany°mooner6 and are rordrycondnion^or use.. 5.CompuTma has no control over and assumes no RaponamNy forme 8.Dellen..some.fun bearing at al supports shown.Shim or wedge l EXPIRES:06/30/2017efabrication,handling,shipment and installation of ponente. T,Design assumes adequate drainage is provided. IUIy 18,2016 8.This design is furnished subjed to the limitations w1 forth by 8.plates shall be located on both faces of truss,and placed so their center TPbWICA m SCSI.copies of which coil be fumisb rlld upon request. Ines coincide Nth joint center lines. MlTek USA,Inc./Com uTrus Software 7.6 741E E 9.Digits indicate sire of pate in inane. P 10.For base connector pale design values see ESR-1311,ESR-1988 Weir) r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-242) 596 3-6=(-218) 162 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2-3=(-804) 164 6-7=(-277) 679 3-7=(-208) 196 3-4=(-781) 186 7-8=( -56) 83 7-4=( -62) 459 WEBS: 2x4 KDDF STAND; 2x6 KDDF #2 A LOADING 4-5=(-760) 191 7-5=( -64) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-B=(-555) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.40 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. an For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IIOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-10-12 5-05-12 MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 2-09 5-01-12 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" 1 ,r ' .( MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 9.00IIM-9x9 7 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 4.,,,( Ile• u1 Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ing load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer M-3x4 M-3x9 for lateral load and lateral stability. 3 7 M-5x8 0 0 I N , AL o /,,/ I M-5x6 M-1.5x3 ,, 6.00 6.00 , 12 12 y1-00y 2-09 y 5-01-12 y 5-05-12 y ��Ep PRO l 13-04-08 y :: C.NGINE�ch' siO2. '�' 87022PE �" JOB NAME : RT ENGLISH 6 PLEX - G2 Scale: 0.3155 \"' g. WARNINGS: OENERAe design unyuponthepanoteteter -k7 -ox OREGON oa Q�L 1.Budder and erection cantrador Mould be advised of all General Notes 1.This tlealgn is based only upon the parameters shown and Is for an IntllvWual 7 Truss: G2 and Warnings before construction commences. building amponent.Applicability of design parameters and proper M A ` 2.244 compression web bracing must be Installed where shown 4. incorporation of component la the reeponstbiny of the hulMing designer. On F"' .`` P4r� . 3.Adtllnonel temporary bracing to insure stability during construction 2-Design assumes the lop and bottom choke to W laterally braced et ``Ca Ie by Is the responsibility of the.racier.Additional permanent bracing of 7 allnuowashe Ihingrsuc�n of plywood sheelhl sheathing(TC)antlbrely unless tuned throughout hCrywall ir BC "e n DATE: 7/15/2016 me overall structure Is the reaponaibiny oldie building designer. 3.2lmpact bddging or lateral bracing required where shown++ A. HEC` SEQ.: K2 18 2 3 3 3 4.No load shouts be applied to any component until after all bracing and 4.Installation Itionsuathu s is the are ape Abilitbe y l e nonunaNealycontractor. Hor.environment, fasteners are complete and el no time should any bads greater than and ra ros'dry Vass tob. TRANS ID: LINKdesign bads be applied to any component. 6.Design assumes MI bearing at al supports abeam.Shim or wedge 11 5.CompaTms Ms no antrsl over and assumes no responsibility forme eery, EXPIRES:06/30/2017 fabdnsllon,handling.shipment and Installation or component". 7.Design assumes adequate drainage is provided. July 18,2016 e.This design b furnished subject to the limitations set forth by B.Plates shal be baled on both faces Ohm,and placed so their center TPWV1CA In SCSI,copies of which all ba furnished upon request. Ines coincide with Iolnt canter lines. 9.Digits Indiate size of plate In Inches. MITek USA,Ino./CompuTrUs Software 7,6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(MdTek) , • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 145 4-5=(-183) 188 4-1=(-457) 163 5-3=( -42) 375 BC: 2x4 RIDE #1SBTR SPACED 24.0" O.C. 2-3=(-576) 164 5-6=( -57) 81 1-5=( -39) 345 3-6=(-457) 187 WEBS: 2x4 KDDF STAND; 5-2=( -6) 290 2x6 KDDF #2 A LOADING LL( 2:.„0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -75/ 495V -160/ 160H 4.00" 0.33 KDDF (1485) 10'- 11.5" -75/ 495V 0/ OH 4.00" 0.33 KDDF (1485) LL = 25 PSF Ground Snow (Pg) .* For hanger specs. - See approved plans LL LIMIT?p STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIrEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTO.',CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND B:-•'TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.1" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" 5-05-12 5-05-12 f 1' 12 12 Design conforms to main windforce-resisting 9 00 7 II M-4x4 system and components and cladding criteria. Q 9.00 2 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, •&".r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3x4 M-3x4 Aft 5 M-5x8 -' 0 0 1 � o A o i A I 1 N Co 4 (:::1Q p 0* M-1.5x3 M-1.5x3 L16.00 6.00 12 12 1 11 5-05-12 5-05-12 1 10-11-08 1 ,\C,c`< ,. ..AGP E �/ 2 ,e 87022P,, 9v JOB NAME : RT ENGLISH 6 PLEX -"F3 Scale: 0.3515 ' 1 , WARNINGS: GENERAL NOTES, unless otherwise noted: y t1 Truss: F 3 1.Buller and erection contractor should be advlsa+lof ail General Notes 1.This design is based only upon the parameters shown and Is for an individual = ''G.), OR GON "VO Q4~ and Warnings before construction commenses. building component.Applicabinty of design parameters end proper [� 2.2x4 compression web bracing must be Inatalkd V'oere shown 5. Incorporation of component is Me responsibility of the building designer. �� 4 E R `� 3.Addtenal temporary bracing to Insure stability ol.51lrg construction 2•Design assumes the top and bottom dtopus braced to be laterally braced at /� j� Is Br.responsibility of the erector.Additional pe nest bracing of continuous and at tae a.c.respectivelyplywood unless braced throughout theh length by O _ DATE; 7/15/2016 the overall structure la the responsibility of meb in designer. rNrpeot edging sr such es plywod Maelhlnp(TC)anderdryweA(BC). ua^'� • Ing b 3.2x Impact bridging or neral bracing required where shown+• I1 4.No bad should be applied to any component un Ner all bedng end 4.Installation of is the responsibility f the re dive contractor. SEQ. : K2182334tea ape fasteners8is are a pets and at no 11 po should em ads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplidaany composed. end are for"dry condition'of use. • 5.CompuTrus hes no control over ed assumes n I eponstWlty for the 8.Design assumes full bearing at at supports shown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,shipment and insteletlon of mponene. nary. 8.This design is Nmlehed subject to the limitation, t forth byneced. B.Plat7. essiren be located ost on both facesn assumes adequate drainage Is truss,and placed so their center July 18,2016 TPWOICA In ECM,copies of which vd1 be fund Tied upon request. lines coincide with(dint center lines. MiTek USA,Inc./ComuTrus Software 7.41 1 L E 9.Digits indicate size of plata in Inlet P ( )- /0,For bask connector plate design values see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-399) 635 3- 6.(-266) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=(-559) 245 7- 5=(-357) 633 LL( 25.0),DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-547) 289 TC LATERAL SUPPORT <= 12.0C. UON, DL ON BOTTOM CHORD = 10.0 POE BC LATERAL SUPPORT <= 12.0C. TON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACT/ONS SIZE SQ.IN. (SPECIES) - . - - ---. --- LL = 25 PSF Ground Snow (Pg) 0.- 0.0. -94/ 745V -114/ 228H 5.50. 1.19 KDDF ( 625) NOTE: 2x4 BRACING AT 24.0C UON. FOR 13.- 4.5" -92/ 589V 0/ ON 4.00. 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ----1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = -0.002. @ -1'- 0.0. Allowed = 0.067" MAX TL CREEP DEFL = -0.003. @ -1'- 0.0" Allowed = 0.100. .. For hanger specs. - See approved plans MAX LL DEFL = 0.026" @ 8'- 0.0" Allowed = 0.419" 7-11-11 5-04-13 MAX TL CREEP DEFL = -0.044" @ 8'- 0.0. Allowed = 0.629" f f f 2-09 5-02-11 5-04-13 MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" f f f f MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 M-4x6 9.00 17 M-3x4 Design conforms to main windforce-resisting system and components and cladding criteria. 5 000 //10 . ,,,..1.111 .1 -/ P Wind: 140 m h, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 1 oad duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. oo Note: Legdown not checked for any lateral loads. ' o The design shall be reviewed and approved by 1 M-3x4 10000.10. ,_, , Project Engineer or qualified building designer for lateral load and lateral stability. I 7 un II IIIIIIIIIIIIiiiiii10000.1, M-5x10 o .... o AIP P21.11110 o M-3x4 M-5x6 M-1.5x3 G16.00 6.00 N. 12 12 1-00 2-09 5-01-12 13-04-08 5-05-12 ........... ...v..,- NI '.4•• / i.C.../ ...4? a.p .,,,_s•V 17_, ...c. 870 2PE v JOB NAME : RT ENGLISH 6 PLEX - G3 Scale: 0.3252 (fl N WAR.. GENERAL NOTES, unless otherwise noted: 5. 0 ''' N ,.Builder and erectofl contTactor should be advieed of all General Notes I.This design:.based only upon the parameters shotse and is fetes Indivklual 7 Truss: G3 and Warning.before constnidion commences. building component.Applicability of design parameters and proper .°0)., OREG N cl() 44./ dP '4,/ incorporation of oomponent is the responsibility of the buibling designer. 2.2s4 compression web bradng meet be installed where shown v. O 3.Addn 2.Design assumes the top and bottom chords to be lateraIN braced at itional temporary bracing to insure stability during construcbon v...-,Cs N) '' and at 1Cf Es.respectively unlees braced throughout their length by leer.reeponsidity 08th.erector.AddRional permanent bracing of continuous sheathing suoh as plywood sheethingiTC)and/or drywaNBC). Pt DATE: 7/15/2016 the overall structure is the responsibility of the building designer. 3.Zi Impact bridging or NNW bradng required where shown•+ SEQ.: K2182335 4.No load should be applied to sny component until after all bracing end 4.Installation of truss la the responsibility of the respedive contractor. %goners are complete and also time should any loads greater than H.Design assumes Immoa are to be used bra non-corrosive environment, and are for"dry condition.of use. TRANS ID: LINK design loads be applied to any component. El Design assumes full beating at aR supports shown.She or wedge if E CompuTnis has no control over and assumes no responsibility forth. EXPIRES:06/30/2017 mmessary. fabrication,handling,shipment and installation of components. 7.Dedgn assumes adequate drainage N prodded. July 18,2016 6.This design:.furnished subhed to the limitations set forth by EC Plates shall be located on both faces of truss,and placed so their center TPVVVTCA in SCSI,copies of which hill be furnished upon request. Ines coindde vdth Joint centerline.. 9.Digits indldte sloe of plate in inches. MITek USA,Inc./CompuTrus Software 7,6.7(114-E to.For basic connector plate design values sae ESR-1311,ESR-191313(9AITek) This design prepared from computer input by I! Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2244) 2272 6-2=( -961) 653 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1752) 1397 7-8=(-2244) 2272 2-7=(-1599) 1854 HERS; 204 KDDF STAND; 3-4=(-1752) 1397 7-3=(-1018) 1266 2x6 KDDF #2 A LOADING 4-5=( -9) 120 7-4=(-1599) 1854 LL( 21x.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 4-8=( -961) 653 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) LIMITBb STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIEEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTg1,CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. J AND BOr'TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" 5-05-12 s-05-12 MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" fMAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" F77M-4x6' 9.00 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 3 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 3. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 001 7 4 f �� Note: Legdown not checked for any lateral loads. M-5x8 The design shall be reviewed and approved by Project Engineer or qualified building designer 0 o for lateral load and lateral stability. H I I ,-i A A o a 1 N N f 6 cid * 3 M-3x4 M-3x4 Q 6.00 6.00 12 12 l 1 y .6 l 1-01-08 s-os-lzr s -os-12 1-01-08 �D R OF P 10-11-0i'.. y �co� �‘„‘GINE - el 10-11-0 �' 87022P,. yv JOB NAME : RT ENGLISH 6 PLEX - 1 FDRAG Scale: 0.3506 , N WARNINGS: GENERAL NOTES, uNess Mherwiss noted: Truss: FDRAG 1.Balder and erection contredor should be advise(bf al General Notes 1.This design la based only upon the parameters shown and s ter an Individual 7 �A� OR G O N q, and Warnings before conetrudhn commence.. building component.Applicability of design parameters end proper 2.2e4 compression web bracing must be metalled mere shown". incorporation of component Is the responsibility of the building designer. �A- �� 2.Destgn assumes theta and bottom chords to be laterally braced at O SER 3.Additional temporary bracing to Insure debility d conNudbn p Is the responsibility of the erector.Additional pe nl bracing er T o,c,and at sheathing a.c.such a.respectiphely sed a breced throughout their length by DATE: 7/15/2016 the ewer."structure Is me recentinuoua gingsuch as plywood required where sit and/or drywal(BC). O.C1 II`��P spondbNBy of the b Ing designer. 3.2e Impact bridging or lateral bracing where Mown.it V f-I G SEQ.: K218 2 3 3 6 4.No bad should be applied to any component untS.eer all bracing and 4,Installation of truss is the responsibility of the respective contractor, fasteners are complete and el no time should en leads greater then 5.Design assumes trusses are to be used in a non.nnosive environment, TRANS ID: LINK design loads beapplied toany component. end are for"dry condition"of use. 5.CempaTms hes no control over and assumes nc•.ponsibility for the 6.Design assumes NII beating et el supports Mown.Shim or wedge If EXPIRES:06/30/2017 fabrication,handling,ehipmenl and lnatalhean o>mooned.. 7.Design assumes adequate drainage Is provided. July Iy 18,2016 8.This design is furnished subject to the Ilmitetionsod forth by 8.Plates shell be bated on both/aces of truss,and placed so their center TPWWCA In SCSI.copse.of which will be fumiseW upon request. Ines coincide with joint center lines. MlTek USA,Inc./Com uTrus Software 7,6 r 1L E 9.Digits indicate alae of plate in inches. P ( )- 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 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-403) 660 3- 7=(-278) 240 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-802) 181 7- 8=(-453) 739 3- 8=(-180) 166 3- 4=)-806) 298 8- 9=(-119) 156 4- 8=( 0) 175 WEBS: 2x4 KDDF STAND; 2x6 KDDF #2 A LONDIOG 4- 5=( 0) 0 8- 6=(-404) 675 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-547) 337 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA __=________ _______ ______ LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -103/ 745V -114/ 229H 5.50" 1.19 KDDF ( 625) NOTE: 2x4 OPACIOR AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -94/ 589V 0/ OH 4.00" 0.90 KDDF ---- (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 00 For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 9-11-11 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" 1' ' 1' MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" f fMAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 1' 1' S Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 4 End vertical(s) are exposed to wind, 6 -I 1111111--,0000000006. Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads" The design shall be reviewed and approved by Project Engineer or qualified building designer co for lateral load and lateral stability. 0 I M-3x4 d� ,'--1 3 8 N l11111111111115x10 a, A 0 1 = 7 I M-3x4 M-5x6 M-1"5x3 0 Q 6.00 6.00 p. 12 12 y l 1 1 � y ��EO P R oFFss 1-00 2-09o5-01-12 5-05-12 y 0NGINE6 /p 13-04-08 �4Z17 870 2PE JOB NAME : RT ENGLISH 6 PLEX - G4 Scale: 0.2728 17. (I) CV''[�/v WARNINGS: GENERAL NOTES, uMeup tithe parameters t7 �o GREG Ni ryO nL 1.Builder end erection contractor Would be advlssd of all General Notes 1.This designis bawd only poo the paramelaro shown and h for an individual 7 T Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� ^I� ,� `Q 2.24 compression web bracing must be installed where shown+. Incarponibn of component la the reapansibAlty of the building designer. '✓, ER C' 3.AddSlonal temporary bracing to insure debility during conabuctbn 2. n a.and St l O the top and bottom chords to be latanly braced et --...-_Cs '1141 � la the responsibility of the enactor.Additional permanent bracing of r o.c.and at to a.c.rsapectNey unless bntd throughout their length by continuous sheathing such es pywood sheathing(TC)and/or drywaRBC). A. Ne DATE: 7/15/2016 the overall ahaniure Is the napansibiity of the building designer. 3.2s Impact bddging or lateral bracing required where shown 4• SE 4.No bad should be applied to any component until after Cl bracing and 4.Installation of buss is the nsponsibglty of the reapedive contractor. Q• K218 2 3 3 7 fasteners are complete and at no ems should any loads greater than 5.Design assumes trusses are to be used Ina non-wrreate environment, end are for"dry condition"of use. TRANS I D: LINK design bads be applied to any component.6.CampuTma has no control over end assumes no naponehllity forth. 6.Design arywmee NA bearing at all supports Mown,Shim or wedge if EXPIRES:06/30/2017 fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July I 1 8,20 I 1 6 6.This design Is Wished cabled to the Imitations sat foci by e.Plates shell be located on both faces of truss,and placed so their center TPbWTCA In SCSI,copies of Mitch sd1 be furnished upon request. Anes coincide vdth joint center Ines. 9.Digits indicate she at plebs in Inches. MiTek USA Inc./CompuTrue Software 7.6.7(1L}E 10.For beak connector plebe design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 7=(-387) 7=(-284) 232 BC: 2x9 KDDF 1#16BTR SPACED 29.0" O.C. 2- 3=(-802) 199 7- 8=(-936) 753 3- 8=(-165) 150 WEBS: 2x9 KDDF STAND; 3- 4=(-806) 313 8- 9=(-116) 154 4- 8= 0 1 175 2x6 ROOF 82 A LOADING 4- 5=( 0) 0 8- 6=(-410) 705 LL( 2(4O)«DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-569) 295 6- 9=(-547) 400 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. ', i TOTAL LOAD = 45.0 PSF I BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"00 VON. FOR 0'- 0.0" -119/ 745V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITcI� STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -153/ 589V 0/ OH 4.00" 0.40 KDDF (1485) REQUI MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM'CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND B'WTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" vertical members (won). 11-11-11 1-04-13 *e For hanger specs.. - She proved plans 5-00-11 4-C4 1A-09-13 MAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.919" MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" I 'f MAX HORIZ. LL DEFL = -0.021" @ 13'- 1.7" MAX HORI2. TL DEFL = 0.025" @ 13'- 1.7" 8-00 12 5 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads '�, M-3X9 in the plane of the truss only. 6 Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 0 OAR M-3x9 A H 3.4.0. 11111.1111100 . I M-5x10 N ItO 9 0 7 -/ «{ o I M-3x4 M-5x6 M-1.5x3 Q 6.00 ,6.00 N, 12 12 i-00 2-09 l 5-01-12 y 5-05-12 .1* Coti�`NGP IN EFsd� l r A 13-04-08 .c. n `i R O/Ij �' 870 2PE 9� JOB NAME : RT ENGLISH 6 PLEX - 1G5 Scale: 0.2929 0 CV WARNINGS: GENERAL NOTES, unless otherwbe noted: 1. ik / ',• Truss: G 5 1.Builder and erection contraaor should be advise Mall General Notes 1.This design Is based only upon the parameters shown and b for an Individual 37 AT OR EG O , Q£a.// • and blaming*before construction commences. building component.Applkabrtty of design parameter.and proper z.2.a compression web bracing must be installed Ware shoe„«. Incorporation of component is the rsspnnsiblmy of the building designer. FMQ E R �� 3.Addaional temporary bracing to Insure debility d Ihg coneaucicn 2.Design assumes the top end bottom chords to be laterally bread et lathe responsibility of the erector.Additional pe M bracing of 7 o.c.and a110 ossa rsepeaNely unless braced throughout their length by DATE: 7/15/2016 the overall structure Is the responsibility of the b ng designer. continuous sheathing such as plywood shsaMing(TC)and/or drywaA(BC). On /p' NE ay-y 3.sir Impact bdagmg or lateral bracing required where shown 44 �1 L SEQ.: K218 2 3 3 8 4.No load should be applied to any component u ger all bradng and 4.Installation of tams Is the responsibility of the respective contractor. fasteners are complete and at no time should an ads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CempuTrushesnocontrolaverandee,dmesne 'sponstellityforthe B.Design assumes NO bearing supponsMown.ShoenwedgeIt EXPI RES:06/30/2017 febdcotiun,handling,shipment and lnetelNllon o mponents. 7.Dedgn.unes adequate drainage A provided. July 15,2016 6.This design is furnished sub)ed to me limitations t forth by 8.Plate.ahaA be located on both faces of truss,and placed so their center TPIM/TCA In SCSI,copies of which MI be(anti d upon request. line coindde etth)osd center lines. 9.Digits Indicate size of piste M Inches. MITek USA,Inc./CompuTrus Software 7.6 114-E 10.For basic oennector plate design value.see ESR-1311,ESR-1958(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=1-4788) 844 BC: 2x8 KDDF #16BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 204 RODE STAND; LOADING 3- 4=1-1560) 368 7- 8=1-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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(-7 psf) uplift at 24 "oc spacing. I _ir ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.485" nails staggered: @@ HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.097" @ 6'- 2.4" Allowed = 0.727" \A/ 9" oc in 2 row(s) throughout 2x4 top chords, CONC.LOAD(S)EQUALLY TO ALL MEMBERS. /XVX\ 9" oc in 3 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.007" @ 15'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-04-13 6-04-03 5-06-08 1-05-09 2-01-04 Design conforms to main windforce-resisting 1' T f f 1' system and components and cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9.00 p 3 =M-8x8 M-1.5x3 load duration factor=1.6, 411///MiillI -/ End vertical(s) are exposed to wind, "1 Truss designed for wind loads in the plane of the truss only. M-3x6 /41111 o I 0,45: 2IIIMIMMILISIIIMMIMINIMILIMIIIIIMM19 M-5x16 All r> i11111 I AHI 1 6 1 o 7 8 �9 I M-3x10 M-8x10 0 M-4x12 -M-4x4 2090# �� 0 P R op n y 6-02-07 5-06-08 1-o7-o 2-01-04 0.0 ��5 '�GIN4. /�� y 15-05-08 �L .7 a' 87022PE r JOB NAME : RT ENGLISH 6 PLEX - GGIRD Scale: 0.2357 <v WARNINGS: GENERAL NOTES, unlese ethers!..noted: 5. (Vh GREG N C�O �N 1.Builder and erection contractor should be advised of ail General Notes 1.This design h based only upon the parameters shown and Is for an IndlNduel >,`[� Truss: GGIRD and Warnings bolero cemSon8en commences. building component.cot Applicability of design parameters and proper '� `/y�C`a 1� ��Q 2.2e4 compression web bradng must be Installed whets shown e. incorporation of component h the responsibility of me building deayner. 3.Additional temporary bracing to haute stability during construction 2.Design assumes the tap and bottom s b to be laterally braced N O W the responsibility of the erector.Additional permanent brocing et 2'o.c.and al 10 e a.c.respectively unlese braced throughout their leniAm by S continuous sheathing weh as plywood sheathing(TC)and/or drywal(BC). A, HE p` DATE: 7/15/2016 the overall sbucmre h the responsibility of the building design.[ 3.2x Impact bridging or lateral bracing required where shown 4.No bad should be applied to any component until ager all bradng and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K218 2 3 3 9 fasteners ere complete and at no time should any loads greater than 5.Design a.wmee trusses are to be used Ina noncorrosive envIronmem, TRANS ID: LINK design loads be applied to any component. andarefordry fullbe bearing at 5.CompuTrus hes no control over end assumes no responsibility forme B.Designaawmes NA bearing at ail supports shown.Shim or wedge If EXPIRES:06/30/2017 ry fab ,handling,shipment and tallstion of components. 7.Design assumes adequate drainage Is provided. July 1 S,2016 8.Thiss design Is furnished subject to the limitations set forth by S.Plates shall be Waited on both faces of truss,and placed se their center TPIA TCA In SCSI,copies of which MI be furnished upon request. Ines colndde with joint center tins. g.Digits Indicate Are of plate In Inches. MITek USA,Ino,/CornpuTrus Software 7.6.7(11)-E 10.For baste connector plate design values see ESR-1311,E55.1588(MIT..) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 2-01-00 GIRDER SUPPORTING 13-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1SBTR LC913 DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=( -131) 1069 BC: 2x6 KDDF #1613TR 2-3=(-1195) 216 6-7=(-355) 1612 2-7=( -973) 220 WEBS: 2x9 KDDF STAND; LOADING 3-4=( -221) 252 7-8=(-212) 836 7-3=( -283) 1768 2x9 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0 +DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 193 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 142.2 HDL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITEL'i STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIIS,4ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Single member as shown. , 12'- 1.0" -900/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BCT,MOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** Fox hanger specs. = See approved plans ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4-04-15 3-08-033-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 1' 1' 1,'.. .( ' MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" M-1.5x3 5 9.00 1-77 -/ MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), M-3x6I load duration factor=1.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. � wi 0 I A 0 M-3x5 m 2 0 0 1 - 6 8 / I M-5x10 M-3x6 :=M-6x6 1 M-6x8 J• 4-03-03 l 3-06-07 y 4-03-07 y ��E[} PRQFFes y 12-01 y ��<0 �NGI N EE9 %.,/ 87022PE v' JOB NAME : RT ENGLISH 6 PLEX - ' HGIRD Scale: 0.3131 ,,./ 1 cv WARNINGS: i GENERAL NOTES, unbuotherwise noted: A GREG N ti� �/\/ 1.Bolder and erection oonlrador should be advisee bf ail General Notes 1.This design Is based only upon me parameters shown and Is for an Individual ty Truss: HG I RD and Waminge before construction commences. building component.Applicability of design parameters end proper (� 2.2a4 compression web bracingM be Installed shown+. Incorporation of component Is the reapondbl8y of the building designer. 0 �M E pp p mu rljlrge 2.Design assumes me top and bottom chorda to be laterally bread at Or) "• C R 3.Additional temporary bracing b Insure stability doing construction 2'o.c.end at 10 0.0.respectively unless braced throughout their length by C>t �� la the roapomldpty of the erector.Additional perl}rent bracing of continuous sheething such as plywood sheeming(TC)and/or drywall(BC). V d. {-,J (� DATE: 7/15/2016 the overall structure Is the responsibility of the b l�ding designer. 3.2e Impact bridging or lateral bracing required where shown++ ,l f, SEQ.: K218 2 3 4 0 4.No bad should be applied to any component urri�ner all bracing and 4.Installation of truss Is the responsibility Who respective contractor, fasteners are complete and at no time should err, ads greater than 5.Desgn assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK design leads beapplied toany component. and are for"dry vandmon•ofuse, 5.CompuTrus has no control over and assumes n sponslbilry for the 8.Design�eseumes MI Deering at an supporta shown.Shim or wedge It p +EXPIRES:06/30/2017 fabrication,handling.shipment and installation J',umpor.nte. 7.Design esumea adequate drainage Is provided. July 18,201 6 e.TIN design Is furnished eub(ed to the limitation: t forth by 8.Plates shall be bated on both feces of truss,and placed so their center TPIM/fCA In BCS(,copes of which will be furnishd upon request. linea coincide with joint anter lines. 9.Digits Indicate ales of piste In Inches. MITek USA,Ino./CompuTrus Software 7.1 (1L)-E 10.For bask connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" S.C. 2-3=(-80) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ 0'- 0.0" -58/ 411V -24/ 74H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) M-1.5x4 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 'I' f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 Design conforms to main indforce-resisting system and components and cladding criteria. M-1,5x3 Wind: 140 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti 1 2 -/ of �� ►�5 M-3x9 M-1.5x3 l y y 5-05-04 0-03-12 l l l 1-00 5-09 <0 0AG P EF,4s`��O �w 87022PE vV„ JOB NAME : RT ENGLISH 6 PLEX - I1 Scale: 0.5715 si• ."1 ".164CVc WARNINGS: GENERAL NOTES, unless otherwise noted. 1Builder and erection conceder should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual -y'7 OREGON 1,9,4/ Truss: Il and Warnings before const. mdion aommensee. building component.Applieablldy of design parameters and proper 2.244 compression web bracing must be Installed where shown+. incorporation of component I.the responsibility of the building designer. /� /A l E R ��.y 3.Additional temporary bracing to Insure stability during conetruchon 2.Desitin assumes the lop and bottom chortle la be laterally breast at 1.• I'C7 la the reaporWblAty of the erector.Additional permanent bracing of 2 on.and at 10 o.c.respedNely anises Of aced throughout malt length by .2 DATE: 7/15/2016 me overall structure Is the respnnsibEfty of the building designer. 3.�imp.a bridging g or lateathing eral bracing required Nh a shown•drywnl(Bc). l7 /r. �� SEQ.: K2 18 2 3 4 1 4.Na load should be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the reapedNe contractor. �1 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-conoele environment, TRANS I D: LINK design bads be applied to any component. end are for dry condition.of use. 5.CompuTrus has no control over and assumes no responsbllM/for the S. Dme gnmassumea Ng bearing at all supports shown.Shim or wedge If EXPIRES:06/30/2017 fabrication.handling.shipment and installation of components. ry. p 7.Designsshell bees adequateoboth Is truss, J U Iy 18,2 16 B.This design h furnished subject to the limitations set forth by e.Plata shah be baled on both lacca of truss,and pieced w their anter TPVWTCA In SCSI,copies a/which MA be furnished upon request. lines coincide with)aid center line. S. bs radiate size of Nets In inches. MITek USA,Inc/Com uTrus Software 7,6.(1L IS.For basic connector plate n vals see ESR-f 371,ESR-1988(MITek) 4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-36) 49 3-5=(-193) 127 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-80) 67 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 05.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 411V -24/ 74H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -38/ 250V 0/ OH 5.50" 0.40 KDDF ( 625) ** For hanger specs. - See approved plans LIM ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. y. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOT/cyM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND',BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.472" 5'05-04 0-03-12 1 r.. I f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 D Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, 11. End vertical(s) are exposed to wind, It Truss designed for wind loads d in the plane of the truss only. N H N O I N tO 1-.......„.........,/---- 1-7---- 2 M 5 0 M-3x4 M-1.5x3 J• y 545-04 0-03-12 J' l y 1-00 5-09 �� p PR pFFss �<30.40NEFRWo <c, -) 4/787022PE 9r" JOB NAME : RT ENGLISH 6 PLEX - 12 Scale: 0.5715 \5' '%an n ',• WARNINGS: GENERAL design uMeupotherwise par.rn te: T OREG N 'V�4�� 1.Balder and erection contractor on co be advises�I al General Notes 1.TMe building co is baud only upon the parameters shown and is for an individual '� Truss: 12 and Wemings halon construction commences. bui ding component.Applicability of design parameters and proper 2.2t4 compression web bndng must be Installed/cetera&town+. Incorporation of component Is the roaponstbNlty of the building designer. �/'� �� E R �� 3.Addalonal temporary bracing to Inure stability d Mg construction 2.Design assumes the top and bottom chords to be laterally braced at �„• 'V,e jam\ le IM rcepotW blNty of the erector.Additional peralanent bracing of 2'o.c.end et 1d a.c.respedWely unless braced throughout their length by O� a DATE: 7/15/2016 dle overall structure lathe rosponstblity of the bVdin designer. wnihmous*needling such as plywood eheathing(TO)andfor drywall(BC). ^A. u{^�`_ B g 3.2i Imped badging or Wterel bracing required where shown.. '1 I-I SEQ.: K218 2 3 4 2 4.No load should be applied to any component un11 mer all bracing and 4.Installation of truss is the naponel of the respective contractor. fasteners are complete and at no time should argepads greeter than 5.Design assumes trusses aro used be used In a rwn-wrmNve enmronmam, TRANS I D: LINK design loads be applied to any component, and are hr"dry condition"of use. 5.CompuTrus hes no control over and names no Ispansibllity for the 6.Design assumes full bearing al al supports shown.Shim or wedge if EXPIRES:06/30/2017 fabdcaBan,handling.shipment and inNaletlon a Components. 7.Design ssumes adequate drainage Is provided. July 18,2016 6.This design is famished subject to the Ilntltatis t farm by B.Plates shsl be located on both taps of truss,and placed so their center TPWtTCA in SCSI,copies of which vdl be NmI d upon request, lines coincide with joint center linos. MiTek USA,Inc./CompuTN6 Software 7.8 9.Digits Indlwte size of plats in inches. T1 LE} 10.Far basic connector plate design values as.ESR-7371,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-29) 33 3-5=(-158) 109 BC: 2x9 KDDF 016BTR SPACED 29.0" O.C. 2-3=(-66) 96 WEBS: 209 ODDS STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 372V -19/ 61H 5.50" 0.60 KDDF ( 625) IL = 25 PSF Ground Snow (Pg) 4'- 9.0" -31/ 209V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.294" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.029" @ 2'- 5.1" Allowed = 0.366" f f f MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, Lif Truss designed for wind loads il in the plane of the truss only. in 0 I o • 10hilildlIM111111.1111111116101 -/ 01111111111111111111111111111111111:3 2�� 5 0 M-3x4 M-1.5x3 y l l 4-05-04 0-03-12 l Y 1 1-00 4-09 ,<i, „c\E4 PR()ices 870 2PE / r' JOB NAME : RT ENGLISH 6 PLEX - I3 Scale: 0.6038 '^ CV WARNINGS; GENERAL NOTES, uNese otherwise noted: V,� ,/ Av 1.Bolder end erection contractor should be advised of sl General Notes 1.This design is based only upon the parameters sheen and I far an Individual -1;3, '0N OR EG O ti9 AU Truss: 13 end Warnings before construction commences. building component.Applicability of design parameters and proper b 2.2x4 compre Won web brsdng mud be Installed where shown«, incorporation of component bine responsibility of the building designer. �O�j�[3 c p 1\ �� 3.Additional temporary lensing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at `a`-,• O C rl \�\ is the responsibility of the erasion.Additional permanent bracing of cenlinuou aehaethingrespectively a P^els plywood aheething(TC)and/or drywel(BC v - DATE: 7/15/2016 the overall Mature le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* A. H E� SEQ.: 218 2 3 4 3 4.No bad Mould be applied to any component until after ell bracing and 4.Inetallatbn of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses era to be used in a non-corroslve environment, design bads be applied to any companeM, and are ler"dry condition.'of use. TRANS I D: LINK 5.Compri-me has no control over and assumes no responsibility ler the 8.Design assumes ml bearing at all wpports shown.Shim or wedge if t EXPIRES: 06/30/2017 fabrlotion.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 18,2016 5.This design is furnished subject to the limitations set forth by 5.Flares shall be located on both faces of truss,and paced so their center TP W4TCA in SCSI.copies of which OP be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate do or piste In inches. MITek USA,Ino./CompuTruS Software 7,6.8(1L)-E 10.Far bask connector plete design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 9.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 IMF #16BTR 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( p6.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. li LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMIEIED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQU((tEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UON. BOTT)(d CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND POTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-04-08 4-04-08 DESIGN ASSUMES SHEATHING 4 F T 1' TO ONE FACE ONLY 12 12 9.00 7 IIM-4x4 9.00 2 I I A. I /— 0 .� 1 0 0mr o mi ti ti 45 ,1----4 l 1 1-00 8-09 1-00 ��o P�°FFss w�<0 •ANG I N EFR <O 2 870 2PE vv JOB NAME : RT ENGLISH 6 PLEX - L1 ',.. Scale: 0.9760 NtC� +N WARNINGS: 1 GENERAL NOTES, unless yupothenwwnoete OREG N ti�,4(/� 1.Budder and erection contractor snood be advise Of aA General Nates 7.This building co la neat.only upon me parameters shown and Is for r individual -V '� Truss: L1 end Weminga beers construction commences. bullEing componenl.A Applicability of parameters / pp th o nsi parents proper 2.2x4 compression web bradng must be Installed Mere shown.. Incorporation of component la the responsibility of the building designer. �� A I8E R �� 5.Additional temporary bracing to Insure stability du/g construction 2.Desitin assumes the top and bottom chords to be laterally braced at 'y' Is the responsibility of the erector.Additional per nasi bracing of 2'o.c.and et 10'o.c.respedWely unless braced throughout their length by DATE: 7/15/2016 me overall structure is the responsibility of continuous sheathing such as plywood sheathing(TC)ark/or drywep(BC). OV A. f^{�`_� ttYo ng designer. 3.Zr Impel bqdgInglee or Neral bracing required where shown G SEQ. : K218 2 3 4 4 4.No load moue be applied to any component ant or all bracing and 4.Installation of truss Is me are h be of the respectoe contractor. fasteners are complete and at no time should ant pads greater then 5.Design assumes tresses are to used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any oomponenl 1 and are for"dry condition"of use. 5.CompuTrus he.no control over and assumes no wrsponeblllty for the B.Desitin assumes NI bearing al all supports shown.Shim or wedge if EXPIRES:06/30/2017 y. fabrication,handling.shipment and installation ofN mpnnenta. necosea ss umes 6.This design Is furnished subject to the limitations 01 fort by 8.Mates shall be locatedonboth faate cesiofs�vsss,sand placed so Rein center d. July 18,2016 TPI/MCA In BC51,copies of which will be funds*upon request. Nnea coincide 5dm Joint center lines. 8.Digits Indicate size of plate In inches, MITek USA,Inc./Compares Software 7.6-11 L)-E Ie.For basic connector plate design values see E5R-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-34) 37 4-5=(-60) 255 1-9=( -66) 30 2-6=(-371) 68 BC: 2x6 KDDF #16:BTR 2-3=(-34) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 WEBS: 2x9 KDDF STAND LOADING S-2=( -42) 383 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 112.0)+DL( 109.6)= 221.6 PLF 0'- 0.0" TO 9'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 60H 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -88/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed = 0.154" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x8. M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" /- 1 2 3 Design conforms to main windforce-resisting system and components and cladding criteria. II - - II II - II Wind: 140 mph, h=20.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ) Truss designed for wind loads I •eI in the plane of the truss only. ti ,-: 0 I I N CO I _ _ II / M-3x4 M-1.5x3 M-3x4 y y 1 2-00 2-00 1 1 4-00 < \Ep PR OFFS ,c.5. „NGINEFR 6j019 ," 870 2PE o, <' JOB NAME : RT ENGLISH 6 PLEX - IGIRDSale: 0-7317 '^ [ ' WARNINGS: GENERAL NOTES, unless otherwise noted: . V,I\ OREGO OvN 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual Truss: IGIRD and Warnings before construction commences. incorporation nlding cumpof comAppent Is t y of design parametere and proper X11 �Mg E �� P` 2,2v4 compreeslon web brodng must be installed where shown*. Design assua component an b the responsibility to a late the aIlebuilbra designer. C' 3.Additional temporary bracing to insula stability during construction 2.Design assumes the lap and bottom chorda to ba laterally braced et 0 is me respnnsiMW f the erector.AddBbnel permanent bracing of 2'o.a and et 10'o.c.respectively unless braced IhroughoN •Ihelr length by S N o continuous Maathing such es plywood sneeMing(TC)and/or drywd1(8C). A. He C DATE: 7/15/2016 the overall renew.is the responsibility of the building designer. 3.W Impact bridging or lateral br.dng required where shown. 4.No load should be applied to am component until after all br.dng end 4.Installation Meuse is the responsibility or the respective contractor. SEQ.: K218 2 3 4 5 fasteners are complete end at no time should any loads greater than 5.Design assumes bosses are to be used Ina nen-conodve environment, and are for dry condition" TRANS I D• LINK design loads be applied to any component. ri of use. s.cempurrus has no control over and assume.no responsibility for the B.Design names mn baring at an supports Moen.shim or wedge a EXPIRES:06/30/2017 fabrication,handling,shipment and in.allaSon of components. 7.Design ssumes adequate drainage b provided. July 18,2016 e.This design Is furnished added to the limitations set forth by 8,Plates shall be located on both faces of Buss,and placed ss their center TP W6TCA In SCSI,copies of whish will be furnished upon request. g,lime co ncde llh(sint it ceder M Ililines. DigitsMiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL '25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PIF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE(J,IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOSOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ANL BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" T � MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -,i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti r1 I M-3x4 1-00 2-03-08 [PROVIDE FULL BEARING;,(1s:2,9,3 PR OFess <0 0,1GINEc /O � 2 87022PE � 9<` JOB NAME : RT ENGLISH 6 PLEX - IJ1 Scale: 0.6696 WARNINGS: GENERAL NOTES, unless otherwise noted: n>•. Truss: I J l 1.Builder and erection contractor should be edvbe91yr e1 General Notes 1.This design is based only upon the parameters shown and is for an lndlAdual i AT OR EGO VO Q�� and Warnings before conshuctmn commences, building conpanem.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed*ere shown+. Incorporation of component Is me responsibility entre building designer. 'S,CI *-ti1f3 ER ' 3.Addkmnal temporary bracing to insure stability d no construction 2.Design assumes the top and bottom chortle to be laterally braced at (� la the responsibility of the eredor.Additional perm nem bracing of 7 titin and et 1G o.c.rs such c ply unless braced throughout their length by O `_ DATE: 7/15/2016 the overt structure Is the responsibility f the bl�fing designer. continuous sheathing such as plywood sheath there)and/or drywak(SC). S ^, H(_�` 0 3.2x Impact bridging or lateral bradng required where shown++ A. fl L SEQ. : K218 2 3 4 6 4.No mad should be applied to any oomponem ens fter all bradng and 4.Installation of truss is the responsibility of the rospectNe conked°, fasteners are compete and at no time should an4',oads greater than 5.Design assumes truseea are to be used in a non-corrosive environment, design loads be applied to an and are for" condition.of use. TRANS ID: LINK rpycom aeeu,n e.Design assumes EXPIRES:06/30/2017 5.compurrue has no control over and assumes no rr"ponsibilky forme necessary. p fabrication,handling,shipment and installation a ttpmponents. 7.Design assumes adequate drainage is provided. July 18,2016 6.This design Is furnished subject to the Iimitakones4t forth by B.Plates shall be located on both feces of truss,and placed so their center TPNNTCA in SCSI,copies of vnich will be fumiSVd upon request. lines coincide with)olid center lines. Wok USA Inc./Com uTrus Software 7.6 1 L 9.Digits indicate size of plate in inches. P ('E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, End verticals) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for oomplete specifications. DESIGN ASSUMES SHEATHING 4-10 4-10 TO ONE FACE ONLY 4 4 4 12 12 IIM-4x4 12.00 17 a 12.00 rn rnO I I .1 ,-1 ,1 I I ri i / 4111 5 y 1-00 l 9-08 y 1-00 y <c. PR(7FFss is.. �NGINF'R /02p Ct. 870 2PE01' N JOB NAME : RT ENGLISH 6 PLEX - N1 Scale: 0.3898 1:1 ,^ cv WARNINGS: GENERAL NOTES, unless otherwise noted: V•c'<)1, / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and Is for an Indlalduel '37 OR EG O ti�4<vN Truss: N1 and Warning.before construction commence., building component.Applicability of design parameters and proper TC 2.2r4 compression web bracing must be Installed where shown 4. incorporation of component N the roaponNbgtiy of the building designer. �/1 `/I/!C] '�� 3,Additional temporary bracing to Insure Nabiltiy during conahudbn 2.Design assumes the top ash bottom chordate be laterally braced at Or) G7 *IIN�� Is the reponstMAy al the.radon.Additional permanent bracing of .c.and d 10 a.c.reapecllvey unless braced throughout their IangM by S continuous sheathing such as plywood sheathing(7C)andlur drywall(BC). /q He. C DATE: 7/15/2016 the overall abudure le me reeponsibuly of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ 4.Ne bad Would be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the reapedNe contractor. SEQ.: K218 2 3 9 7 Reamers avers ere complete and at no time should any bads greater then 5.Design assumes were.are b be used in a nen-corro,Ne environment, and TRANS ID: LINK design leads be applied taany component. Designletumescollbea use. 5.Cempurnm hes no control over and assumes no responsibility forme 8.Dee NA baa tail supports slaw".shin or wedge if EXPIRES: 06/30/2017 ssary. C fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July 1 1 8,2016 S.This deNgn Is famished subject to the limitations set forth by S Plates shell be located on both faces of truss,and pieced so their center TPlWTCA in SCSI,copies of whish will be furnished upon request. Anes coincide with{slot center lines. 9.Digits indicate We of plate in byes. MITek USA,InalCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81613TR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-254) 228 2-6=(-578) 172 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 3-4=(-417) 112 7-3=( -30) 194 LOADING 9-5-) -6) 163 7-4=( -70) 277 TC LATERAL SUPPORT <= 12"OC. UON. LL( 2(1.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-9=(-578) 218 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 KDDF ( 625) no For hanger specs. - See approved plans LIMITPp STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIiEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOE' CHORD CHECKED FOR lOPSF LIVE LOAD. TOP n checked for net(-7 OND. 2: Design AND B(tTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" 4-07 4-07 MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" fMAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" 12 l2 MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" M-4x6 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12.00 17 N 4.0 12.00 MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" IC MAX HORIZ. TL DEFL = 0.009" @ 8'- 11.5" Al Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 leiVI -.411111111111111 `-, M-5x8 n O N O N O N N f •it f M-1". x3 M-1.* x3 .0 6.00 6.00 N. 12 12 b y y 4-07 9-07 y 9-02 y �0'Ep PRQfFu.0 �� 0NGINE�,4 �� 2 �- 87022PE 9�' JOB NAME : RT ENGLISH 6 PLEX - 1'N2 I Scale: 0.3996 N WARNINGS: GENERAL NOTES, uNess olherwlse noted: iti Truss: N2 1.Bu/der and eedloncontradarshould beadviser'dal!General Notes 1.This design Is based anlyupon the parameters shown r,sndpfor aniMlvidud Sy �A�, GREG N ry�iQ and Warnings before construction commences. building component.Applicability of design parameters end proper incorporatio2.1x4 compression Web bracing must be Imtelbtl vN a shown�. Design assu of component b Me mresponsibilitycrstoof the allybuilbraing eddgner, ��0�'.4,7�E Fk �A��` 3.Additional temporary bracing to Insure stability d condructlon 2•Design eawmss the top and bottom chortle b be laterally braced at ` `""1 Is the reaponslblNty of the erector.Additional per ant bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 7/15/2016 me overall structure Is mere continuous sheathing such as epandblpy old.bug g designer. 3.2c Impact bridging or lateral bracing required wfi re a shonand/or tlrywall(BC). ,y ��Q SEQ. : K218 2 3 4 8 4.No bad should be applied to any component unt: �er all bracing and 4.Instafalon of truss Is the responsibility of the reepecthe contractor. /y fasteners are complete and at no time should anyt)eda greater then 5.Design assumes trusses are to be used Ina nencorrosNe environment, TRANS ID: LINK deal need,be eppt:sd te any aempanent and ere for'dry condition.of use. 5.CompuTrus has no control over and assumes no 5$ponsiblllty forma 8.Oe drr assumes full bearing at all supports shown.Shim or wedge If EXPIRES:06/30/2017 hbdatlon,handling,shipment end installation ofponente. 7,Design morns adequate drainage b provided. 8.This design Is furnished subject to the limitations seI�forth by 8.Plates shall be prated on both faces of truss and placed to their center July 18,2016 TPLMRCA In BCSI,copies of which Mit be fumids V upon request. lines coincide with)alnt center lines. MITek USAInc./CompuTrus Software 7.6,'�1 L)-E a.Digits indicate sin of plate In inches. 10.For bask cennector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-397) 115 9-5=(-214) 188 1-4=(-362) 141 5-3=( -43) 258 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 5-2=( -26) 189 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -64/ 913V -180/ 180H 2.50" 0.66 KDDF ( 625) 9'- 2.0" -64/ 413V 0/ OH 2.50" 0.66 KDDF ( 625) on For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0ND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 4'- 7.0" Allowed = 0.438" MAX TC PANEL LL DEFL = 0.194" @ 6'- 7.5" Allowed = 0.376" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 f f Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 12.00 V N 12.00 4.0" Wind: 140 mph, h=22.9ftr TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .. load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 AAIIIIIIIIhhhk M-3x9 gi M M-5x8 0 0 N N O o I I N „144 .1 N Ig a1 Ig M-1nx3 M-1. x3 Q 6.00 6.00 12 12 y y l 4-07 4-07 y ,`t(,Q�F� P ROpen y 9-02 �� NGINE ..R cSj0�9 '� 870 2PE <• " JOB NAME : RT ENGLISH 6 PLEX - N3 Scale, 0.3496 ,^ [/y WARNINGS: GENERAL NOTES, unless otherwise noted: VVh OREGO ry ^'�+ 1.Builder and erection contractor shodd be advised of ail General Notes 1.This design s based only upon the parameters shown and is for an individual i` e1. Truss: N3 and Wamings before apnstructbn commences. building component.Applicability of design parameters and proper �� A 2.204 compression web bracing must be installed where shown t. incorporation assn of component k the responsibility of the building designer. ER 3.Additional temporarybrat to insure staNlity during construction 2.Design assumes the top and bottom charts to be laterally braced al O _`P mit Dec..and at 10 o.c,respectively unless braced throughout Meir length by S �'V k me responsibility of the erector.AddAbnal permanent bracing of continuous sheathing such tea plywood eheathing(TC)and/or drywaNBC). A. H `' DATE: 7/15/2016 the overall structure is lOs responsibility of the building designer, 3.2v Impact bridging or lateral bracing required where Mown«+ SE K2 18 2 3 5 0 4.No load should Na applied s any component until after all bracing and 4.InsteilaAcn of truss is the responsibility of the respective contractor. 4• fasteners are compete and at no time should any bads greeter than 5.Design assumes trusses are to be used ins non-curroeNe environment, and are for dry condition'of um. TRANS I D: LINK design loads be applied to any component.s.CorepuTrue has no control ever and assumes no reeponsiblity for the 6.Deng assumes Nil bearing at ail supports shown.shim or wedge It EXPIRES:06/30/2017 Y shipmentfabrication.handling, drainage is 6,Thls designfamishedwbfed to the Imitationsset forth bye 8.Plates be located onbothfaces of provided. July 18,2016 ss,and paced so their center s TPWVTCA in SCSI,apples of which wit be furnished upon request. B.Inesa oindde with joint center lines. airs of pints in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L}E IN.For basic connector plate design values see ESR-1371,ESR-1038(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 33 2-9-_ (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL ''25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) 1 LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) i LIM7;TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE`IIOIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC , B07OM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" -�-,1' MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,3 -c' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 71 ,), in the plane of the truss only. 0 I 0 I O ,F O - O4,J. M-3x4 1-00 2-00 'PROVIDE FULL BEARING{'x:2,4,3 5 NG1 NEcR /p k, 111 `r' 870 2P r 9r JOB NAME : RT ENGLISH 6 PLEX - ISJ1 Scale: 0.6696 '^ WARNINGS: A GENERAL NOTES, unhssother/Asa rated: N� ,7 e'. ^/ Truss: I S J 1 1.Builder and erection contractor should be advise I(if el General Notes 1.This design le based only upon the parameters shown and is for an individual -q '0), OR EG O rya k/ and Warnings before construction commences. building component.Appllubllity of design parameters end proper A O 2.2x4 compression web bradng must be installed Vere shown v. incorporation of umponeM b the roeponsiblly of the building designer. �{ ,a l 3.Adtllbnsl tem 2.Design assumes the top end bottom chords to be laterally braced at On vV/B E R ` temporary bracing to Insure stablllly dp construction 7 o.c.and at id o.c.respecthely unless braced throughout their length by b the responsibility of the erecter.Additional pe em bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (1 E.? n DATE: 7/15/2016 the overall structure is the responsibily of the mg ring designer. 0.2x Impact bddging or lateral bracing required where shown.+ V A. H L``� SEQ. : K2 18 2 3 51 4.No bad should be applied to any component untlafer all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes nc{aponaibillty for the 8.Design assumes NI bearing at all supporta shown.Shim or wedge If EXPIRES:06/30/2017 hbricatbn,handling,shipment end Installation 0 s;pmponenta. necessary. 7.Design assumes adequate drainage is provided. July q p IV,2016 S.This design is furnished subject to the llmlationIt forth by B.Plates shall be heated on both faces of truss,and placed so their center TPWJICA In SCSI,copies of which coil be Nm d upon request, lines alndde with joint center lines. MITek USA,Inc./CompDTrus Software 7.6 J1L E B.Digits Indicate size of plate b Inches. '( ). 10.For baste cennedcr plate design values see ESR-1711,ESR-19813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER .SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( -5) 100 6-7=(-1957) 2026 6-2=(-2220) 321 BC: 2x6 KDDF 414BTR 2-3=(-2217) 331 7-8=(-1957) 2026 2-7=( -666) 2359 WEBS: 2x4 KDDF STAND LOADING 3-4=(-2217) 331 7-3=( -315) 1832 LL = 25 PSF Ground Snow (Pg) 4-5=( -5) 100 7-4=( -666) 2359 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V 4-8=(-2220) 321 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -469/ 3203V -2000/ 2000H 5.50" 5.13 KDDF ( 625) B'- 9.0" -469/ 3203V -2000/ 2000H 5.50" 5.13 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Single member as shown. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Hangers attached to the bottom chord will have 1.5" max. nail penetration. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 4-04-08 4-04-08 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 12 MAX LL DEFL = -0.020" @ 4'- 4.5" Allowed = 0.261" 9.00 M-4x6 Q 9.00 MAX TL CREEP DEFL = -0.044" @ 4'- 4.5" Allowed = 0.392" 4.0" MAX LL DEFL = -0.001" @ 9'- 9.0" Allowed = 0.067" 3 MAX TL CREEP DEFL = -0.002" @ 9'- 9.0" Allowed = 0.100" �� r MAX HORIZ. LL DEFL = 0.007" @ 8'- 7.3" 1�1 MAX HORI Z. TL DEFL = 0.007" @ 8'- 7.3" 'COND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Z M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 0 1 o 0 I u, l ® - - Nom'' /- -/ 6�� 7 ��8 M-3x8 M-8x10 M-3x8 y y l 4-04-08 4-04-08 l l y 1-00 y 8-09 1-00 �,�ED PR04,, �� NC'IIVEFR /0.y 't 87022PE <" JOB NAME : RT ENGLISH 6 PLEX - LGIRD U��2� Scale: 0.4510 (V GENERAL NOTES, unless othervoles noted: -s� ''''11,. {�F 11 IWBulde Send erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 � OREGO q, O I Truss: LGIRD and Warning.before construction commences. budding sooponent.Applicability is of design parameters and properincorp �� SER 1� P� 2,21t4 compression web bradng must be Insisted where shown*. Design of component la the responsibility of the building designer. 3.Additional temporary bradng m Insure stability during construction 2 Design assumes ms tap and bottom chords is M'Merely braced at O is the responsibility of me erector.Atltlllknalpermanent bracing of z continuous a.11 n o.c.such as pf unless braced mrougnoul rtdryeir lengm br S continuous sheathing such as pb ood sheathIng(TC)and/or drywaRBC), A' H�^`` DATE: 7/15/2016 the overall structure k the responsiblby of the building designer. 3.2s Impact bridging or lateral bracing required.here shown o* SEQ.: 218 2 3 5 2 4.No bad should be applied to any component until after sl bracing and 4.Installation of Was is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, end are TRANS ID' LINK design loads be applied to any component. Designar^arysfulbea^muea, 5,CompuTrue Ms no control over and assumes no responsibility for the 8.Design assumes NI bearing at Cl supports shown.Shim or wedge If EXPIRES:06/30/2017 febris.gen,handing,shipment end installation of components. 7.Design assumes adequate dreinage is provided. July 15,2016 8.This design is furnished'stied to the limitation sat for/by 8.Plates shall be located on both faces of Was,and placed so their center TP9WICA In SCSI,copies of which roll be furnished upon request. Inas ceinddc with)Dish center Ines. 9.Digits indicele sire of piste In Inches. MITek USA Inc./CompuTrus Software 7,6.8(1L)-E to.For beak connector plate design values see ESR-1311,ENR-1988(SUM) This design prepared from computer input by '' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-2256) 2253 2-6=(-1069) 851 BC: 2x9 KDDF #168TR SPACED 29.0" S.C. 2-3=(-1571) 1353 7-8=(-2256) 2253 2-7=(-1975) 1623 WEBS: 2x9 KDDF STAND 3-4=(-1571) 1353 7-3=( -982) 1132 LOADING 4-5=( -6) 163 7-4=(-1475) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( 2h,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-4=(-1069) 851 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF '' TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) D'- 0.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 625) 9'- 2.0" -828/ 1123V -2000/ 20005 2.50" 1.80 KDDF ( 625) ** For hanger specs. - See approved plans LIMITY3 STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIIItCMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 2OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOK''TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" 4-07 4-07 MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f f MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" 12 M-4x6 12 MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12.00 7N 12.00 4.0" MAIC HORI Z. LL DEFL = 0.037" @ 8'- 11.5" 11 MAX HORIZ. TL DEFL = 0.040" @ 8'- 11.5" AK tN 'COND. 3: 2000.00 LBS SEISMIC LOAD. ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration fanter=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 M-3x5 ran M-5 x 8 ran 0 0 1 I N iN co I II N M-Yx8 M-/ 8 Q 6.00 6.00 12 12 1 yy 4-07 4-07 y y c< - PROFer, 902 ��,�. �NGINE�RcS'jO2 `r' 870 2PE 9v JOB NAME : RT ENGLISH 6 PLEX - NDRAG Scale: 0.3496 N WARNINGS: GENERALdesign INOTES, unless otherwise mete: OREG N et?Q�tlN Truss: N DRAG Bolder and s before contractor should be aceto 1¢f all General Notes 1.Thissing component. o Is baud only upon the parameter shown and is kr an individual �"OT and Warnings bekra aanstrudkn commences. buntline comp onent.ponent Applicability of tipsier parameter and pryer ,,(� 2.2x4 compression web bracing must be Metalled diem shown*. Incerporotlon of component k Me respontlbntiy of the building designer. r/� �i4 �� 3,Additknal temporary bracing b Insure debility MOIR conetruclkn 2.Design assumes the tap and bottom Mobs to be laterally brecetl at L• v✓�� R j� lathe responsibility of the ardor.AtldNonal pa�nenl bracing of T o.c.and et 10 Data respectively unless braced throughout melt length by O a`_ DATE: 7/15/2016 the overall structure Is the responsibility oftne b l continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). S ^. Ile(^_R` {ng designer. 3.In Impact bndgbg or literal bracing required where Mown** el f,G SEQ.: 631823 5 3 4.Na load Mould be applied to any component ant net all bracing and 4.Instillation atom is the responsibility of the respective contrdor, fastener are complete and at no time should any bade grater then 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design bads be appled to any component. end ate for"dry condition"of use. 5.CompuTrus has no control over and assumes nc Aspensibiny forme 8.Design assumes Nl beating cr 51 supports Mown.Shia s,eodge:s EXPIRES:06/30/2017 fabrication,handling,shipment and installation o xmponents. necessary. T.Plate,assumesadequatedrainage kprss,vided. July'I8,2016 8.This design is furnished ubjed to the Ihn11a8on9aM1 lent by B.Plates Mal be located an both feces of Suss,and placed u their center TPIIV,TCA In SCSI.cepks of which all be mmisad upon request. Ines coincide with joint center line. MiTek USA,Inc./Com uTrus Software 7.61 L E a.Digits Indicate are of plate In Inches. P )' 10.For basic connector plate design values as.ESR-I311,ESR-1986(MTM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 EDGE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1694) 421 BC: 2x8 KDDF #1&BTR 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1694) 421 6-3=( -132) 61 WEBS: 2x9 KDDF #1&BTR; LOADING 5-2=( -395) 2782 2x4 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 2x4 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 593.6 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -576/ 2812V -290/ 290H 5.50" 4.50 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.0" -576/ 2812V 0/ OH 5.50" 4.50 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Single member as shown. OND. 2: Design checked for net(-7 f) uplift at 24 "oc in Hangers attached to the bottom chord 9 lis pspacing. will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed = 0.275" ** For hanger specs. - Seeproved plans MAX TL CREEP DEFL = -0.082" @ 4'- 7.0" Allowed = 0.412" M-1.5xi M-5x8 M-1.5x3 MAXHORIZ. LL DEFL = -0.003" @ 8'- 10.5" f- _ _ MAX HORIZ. TL DEFL = 0.004" @ 8'- 10.5" o Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. dT 4y , B A TE 0 0 I I co oo 1 INI II I ** M-7x12 M-4x12 M-7x12 l 9-02 y \co'�F"�NG N F�`0i0 ,� 29 87022PE JOB NAME : RT ENGLISH 6 PLEX - NGIRD Scale: 0.3744 N WARNINGS: GENERAL NOTES, unless otherwise noted: 1� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters shown end Is for en Individual ly �Aj, OR EG O n�Q� Truss: NGIRD end Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown.. incorporation or component is the responsibility ate building designer. M$E 1� PtJ 3.Addbienel temporary bracing b insure stability during construction 2.Design names the top end bottom chaste to be laterally bread al s./_(9 ` Is IM responsibility f the erector.Additional permanent bracing or 2'o.c.and at 10.sues.respectively unless brand throughout their Nngth by ') y ocontinuo.sheathing such as pswood sheathing(TC)end/or drywalgec). A He DATE: 7/15/2016 the overall structure is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required where shown e. SEQ.: 218 2 3 5 4 4.No load should be applied to any compenent until after all bracing and 4.Installation of Truss is the responsibility or the respective contractor. fasteners are compete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK aeet 0bade be applied to any component. endegna slimesr"dry ndBen of at a.supports wedge 5.cempurmshas nocontrol over and saunas noresponsibiliyfor the s.Design salinesNlfoes nee na.heen.smmeres R EXPIRES: 06/30/2017 w, f bdcatlen,handling.shipment and installation of components. 7,Dealgn assumes adequate drainage I.prodded, July 18,2016 6.This design 6 furnished subject to the limitations set fort by S.Plates eheI be bated on both races onmss,and placed so their comer TPLWfCA in BCSI,copies of which all be furnished upon request. lines coincide with joint center lines, 9.Digits Indiate else or piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate deeign value.see EBR-1311,ESR41988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTRLOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND; I 2x4 KDDF #1&BTR A LOADING Design conforms to main windforce—resisting LL( 2+.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=23.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural LIMIT: STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUI• RENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTT. CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND B T'TOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-04-07 'JF08-09 f f T 12 M-1.5x3 5 9.00 7 M-3x6 3 up 0 Avi 0 I al .+ 0 a ,I(,- Aa lyq -. o� M-165x3 M-ix6 M-3x4 y 6-02-11 1 5 t0-o5 y 9NVQ PR 0,c-6. L1-ooh 12-01 ayos �\��NGINF� 061 Sip 870 2 P E 9r' JOB NAME : RT ENGLISH 6 PLEX — 'P1AFW ,I Scale: 0.2716 N� tli WARNINGS: GENERAL NOTES, uheas otherwise noted: N Truss: P1AFW 1.Buiderand eredloncontradorshould beado!. lot al General Notes 1.Thlsdesign Nbased ontyupon the parameters shown and le for anIndNldusi -f7 'OJ, OREG N n, 1/ and Warnings before construction commences. building component.Applicability of design parameters and proper ,,(� 2.2e4 compression web bracing mast be Installed re shown.. incorporation of component is the responsibA9Y of the Wilding designer. j' ,��ER '� �O 3.Additional temporary bracing to Insure stability• •construction 2 Design assumes the lop end bosom chords to be laterally breed al (y is the raaponsibil11 of me erector.Additional pe vent bracing of T c.c.and et 70'o.c.rospaclNely unless booed throughout thele length by OO.C1 _ DATE: 7/15/2016 he overall structure Is.the responsibility Orme• g designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). lJ /b• He[�R 3.In Impact bridging or the rel bracing requires where Mown . �l G� SEQ.: K218 2 3 5 5 4.No bad should be applied b any component un After all bracing and 4.Installation of truss Is tit responsibility of IM respective contractor. fasteners era complete and at no time should a Toads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be spoiled to any amponam. 1 and are for'dr/condition.'of use, 5.cam Trus has no control over and assumes n S.Design assumes fug bearing at all supports Mown.Shim or wedge It EXPIRES:06/30/2017 W responsibility for necessary. .I p fabrication,handling,shipment and inateeNgon• 7.Design assumes adequate drainage is provided. JUIj 1 8,2016 9.This design is furnished subject to the limlletlo Nt forth by S.Plates shall be located on both faces of truss,and pieced so their center TPWOrCA m SCSI.copies of 9190wil be fuel adupon request. las coincide with joint center lines. MITek USA Inc./Com uTrus Software 7.+ 1 L E 9.Digits indicate she of plate In inches. P ( )• 10.For basis connector plate design values ae.ESR-1311,ESR-1989(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" ICOND. 2: Design checked fox net(-7 psf) uplift at.29 "oc spacing. TC: 2x9 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x4 KDDF #1&BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 POP Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x9 BRACING AT 24"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. _______________--- - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non-structural vertical members (uon). 2-10-03 6-07-10 11-05-03 T 2-08-03 6-11-11 5-05-13 5-09-05 T T f f T 12 12 9.00 7 Q 9.00 M-9x6 M-7x8 M-3x9 1 II v fiN. - M-3x6 0 r A .i. _AllilLiAlrid° . 1 110:d -7o eV di of ii o -/ 6 M-3x10 0.25"8 M-3x6 10 IIM-4x9 M-3x5 M-5x6(S) ��Ep PRp1Fs y l l l l 2-06-07 7-09-15 5-05-13 5-05-13 y ,\c ONGIN E R• s> 20-1187022PE Pr JOB NAME : RT ENGLISH 6 PLEX - P1BFW Scale: 0.2053 � N� �(ti 1.Builder GENERAL NOTES, unteaponhhnvise eparnoted: -p •off OREG7D1 �O Oma+ 1.SuAtler eM erection centndor should be advised of all General Notes 1.Tide design Is bawd only open the parameters Shawn and Is for an individual 7 Truss: P 1 B FW end Warnings before condnndlnn commences. building component.Applicability or design parameters and proper pO �'•O E ,N P4 • 2.Seo compression web bracing mud be installed where shaven+. Incorporo8on of component la the reapondbgky of the building designer. 3.Additional temporary bracing to insure stability during o netrudlon 2 Design assumes the top and bottom chords to be Islerelly braced at O _` Is the roapondWAdy of the grader.Adtlltlonal permanent bracing of 7 o.c.and at 10'c.c.rsspad.ely unless braced throughout their length by S �'y perms oontinuous sheathing such es plywood sheathing(TC)ardlor dryvAMBC). A. H`� DATE: 7/15/2016 the seared etrudure is the roapondbtiy of the building designer. 3.Se Impact bridging or Metal bracing required where shown a+ 4.No load alwuld be applied to any component until after all brodng and 4.Inateh ells of truss Is the napondbtllty of the respectNe contractor. SEQ.: K218 2 3 5 6 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-cornoshre environment, end are for"dry condition"or use. TRANS I D: LINK assign loads be applied is any component5,CompuTnn Ms no control over end assumes no responsibility for the 8.Design aasumea NI bearing at al supports shown.Shim or wedge If EXPIRES:06/30/2017 necessary. fabrication,handling.shipment and installation ofcomponeMa. 7.Deagn hea adequate drainage is provided. July 18,2016 8.This design Is furnished subject to the NmNatbshall be sat forth by 8.Plates all be located on both faces of how,and placed w their center TPWOTCA b SCSI,sepias of which will be furnished upon request. Anes coincide with joint canter tine. 9.Digits Indicate size of plate In inches. MiTek USA ince/CompuTrus Software 7.6.7(1L)-E 1o.For basic wnnectar plete design values we ESR-1311,ESR-19118(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" 2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M-1.5x9 or End verticals) are exposed to wind, equal at non—structural Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ4REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOT(TM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND TOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 12 9.00 V M-1.5x3 4 3 I I O N � oo f M-3x4 M-1.5x3 l y l b 1-00 3-06 ' 0-03 �c P R p,cFss Cz �NGINEFh /O 2 87022PE 9r JOB NAME : RT ENGLISH 6 PLEX - P1CFW Scale: 0.5996 N 1st WARNINGS: O.This GENERAL NOTES, uNeupon the se parameter. OREG N "VO©"V� Truss: P1CFW t.BuilderWrinsbeencontractor mtructenould eencenceleapfaeeenorelNatea builldesign gcompeebased.Aprycabnyeparemparametenand ndprofor enmdrvldual fi�OT end Warnings bebre construdbn commences. buildincorporation component.component is of design parameters t ers and proper 2.2.4 compression web bracing must be Installed/hero shown t. Incorporeilon of component la the responsibility of the building tlasigner. j'/"� 11 f E 3.Additional temporary bracing b insure stability oit g conetnwgun 2.Design assumes the lop art bottom charts to be laterally bread al L„• "'fa b the responsibdty of the erector.Additional pen'eena bracing o/ 7 o.e,and et 10'o.c.respectively unless braced throughout their length by O continuous sheathing such ae plywood sheething(TC)and/or drywag(BC). S /f DATE: 7/15/2016 the overall structure Is the responsibility of the banding designer. 3.2r Impact bridging or lateral bracing requked where shown•-• /l r, 4.No bad should be applied to any component um POhms.er all bracing and 4.Installation Ohms.Is theresponsibilityof the respective contractor. SEQ.: K218 2 3 5 7 fasteners are complete and at no time should aro loads greater man 5.Deign assumes susses arbe usd in a non.oenoelve environment, TRANS I D: LINK design loads be applied to any component. and are for cendnbn•or use. 5.CompuTn.hes no control over and assumes et'ptponsibllty for the 8.Design�sumes NY bearing at all supporta shown.Shim or wedge If f p EXPIRES:06/30/2017 necessfabrication.handling,shipment and Instalistien a 1omponenle. 7.Design assumes adequate drainage is provided July 18,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces Ohms.and planed so their center TPkWTCA in BCSI.copies of which wig be he ltd upon request. lines coincide with joint center lines. uTrus Software 7.E.�{(1 L E 9.Digits Indl«te erre of plate In Inches. MITek USA,Inc./Com p )- 18.For basic connector plate design value.see ESR•1311•ESR-t 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" POND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. I 2x4 DF 2400F 11, T5 SPACED 24.0" O.C. BC: 2x4 KDDF #16BTR Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' Wind: 140 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x4 BRACING AT 29"OC UON. FOR Truss designed for wind loads 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. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x4 or equal at non-structural vertical members (uon)n 15-09-11 6-02-10 15-04-11 T T T T 7-11-09 7-03-07 6-06-11 7-03-07 7-11-09 T T T 1 T T 1212 M-4x6 ,'M-6x6 9.00 Q 9.00 4 0 '''l M18HS-5x16(5) 341 -07 6-0II1ii . M-195x3 M--x8 M- x6 M-11.25x3 0 o 0 M-4x6 M-3x5(5) M-9x6 l 1 y l 1 l r 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 y ��lGD P R 1Fp, y 17-00 y 20-00 Gj NGINE -, / l l %9,0 'i R O 1-00 37-00 1-00 414 870 2PE Z9�` JOB NAME : RT ENGLISH 6 PLEX — P2FW Scale: 0.1911 ,^ N WARNINGS: GENERAL NOTES, udeasothenvissenoted: NSA 1.Budder and erection contractor should be advised of all General Notes 1.This design*based only upon the parameters shown and is for an Individual -f7 �, OR EG N et, �C/� Truss: P2FW and Warnings before unsimctbn cemmencet balding component.Applicability of design parameters end proper h INi 2.2e4 umpreselon web bracing must be Ineleibd where shown+. incorporation of component Is the responsibility of the building designer. �/lO� O E '`l 3.Additional temporary bracing to Insure ehbilly during construction 2.Design and 011assumes the lop and bottom chords to be throughoutly braced et 1.• Q C ` le the reepondblAly of the erector.Additional permanent bracing of 2'o.c.and et 10 o.c.rsapddlvaly unless braced then length by V 0.0, N1.'continuous sheathing sheathing such as plywood ing(TC)and/or drywall(BC). A. N E[ DATE: 7/15/2016 the overall structure le the responsiblity of the building designer. 3.W Impact bridging or lateral bracing required where mown++ SEQ.: K2182358 4.No load should be applied to any component until after all bredngand 4.lDesign nsteMilonoftruss issMesses rresto sibility uaydtthe in anevo tivveNae ntrad rr. fasteners are compete mod at no time should any loads mater than end a eeeaor assumes condition'of use. TRANS ID: LINK design Made be appned to anyumponeu. 6.Design assumes Nl bearing at al supporta shown.Shim or wedge if 5.command has no control over and assumes noresponsblllryforthe �„,ry, EXPIRES: 06/30/2017 febnaatan,handling.shipment and lnatdiatin of components. 7.Design assumes adequate drainage is provided. July 15,2016 6.This design Is furnished sub)ed to the limitations set forth by S.Plates shall be located on both bus or tines,and placed so their center TPLWTCA in SCSI,copies of which wdl be furnished upon request. 9.Inca coincide 54th Joint sizeofpbbcenter lines. ininches. MITek USA Inc./CompuTrus Software 7,6.7(1LI-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDIIR SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LCAb DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-129) 1339 BC: 2x6 KDDF 016BTR 2- 3=(-4398) 536 12-13=(-304) 3316 3-13=7 -382) 184 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-3926) 602 13-19=(-229) 3096 13- 9=7 -82) 242 I LL = 25 USE Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=7 -479) 278 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.07+51,7 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2979) 539 15-16=(-522) 4702 5-14=7 -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0.)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 19- 6=1-1992) 328 BC UNIF LL( 89.E +DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6099) 1008 15- 7=( -982) 2798 @@ADC1: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7298) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=7 -689) 3666 J,-- ( 2 ) complete trusses required. BOTTON--(CI'HORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE ID AT LOCATION(S) SPECIFIED BY IBC 2012. nails staggered: THE BC' OM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x9 top chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 9.89 KDDF ( 625) 9" oc in 3 row(s) throughout 2x6 bottom chords, 37'- 0.0" -819/ 5269V 0/ OH 5.50" 8.42 KDDF ( 625) 9" o in 1 row(s) throughout 2x9 webs. NGER BY OTHERS TO APPLY CON G LOAD(S)EQUALLY TO ALL MEMBERS. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" • MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" • 13-09 9-06 13-09 / 6-02-02 5-07-02 1-11-12 4-09 9-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting f f f , , . f . system and components and cladding criteria. 12 12 Wind: 190 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 5 6 6 M-$X6 M- x9 M-7x6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N _ ,f ly load duration factor=1.6, M-3x4 M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 +1 +I M-3x4 a + + oIN , 0 _I I/ 0 1000- 12 13 14 f 15' 16 17 1 0 1 M-3x5 M-1.5x3 M-3x4 0.25" 0.25" M-1.5x3 M-3x8` 11 M-7x8(5) Ep PROF 6x8 F ,.� CCIIS M-7x6151 *28126 ' �V k k k l l l k ��j ANG I N SFR /p 6-00-06 5-05-06 2-05 9-02- 8 2-05 5-05-06 6-00-06 ,� 2p l l i o0 37-0 1-00 �' 87022P, v JOB NAME : RT ENGLISH 6 PLEX - P2GIRD Scale: 0.1411 N AV WARNINGS, GENERAL NOTES, unless otherwise noted: n11 ',• 1.Bolder and erection cant edor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual -ss 0 OR G O N ', ' /R// Truss: P2 GIRD and Weming*before construction commences building component.Applicability of design parameters and proper ♦ Q 2.204 compression web bredng must be Install.P4here shown*. Incorporelon of component is the roeponsibAly of me building designer. �0 �/�SER 3 1 3.Additional temporary bracing to Made stability miring construction 2 Design assumes the top sol bottom chorda to be laterally bread al �,.....-,e, C77 C rf �Q Is the responsibility of the erector.Additional p,maned bracing of T o.c.end et 10'o.e.rsuch s0 sly sed l braced throughout their length by anepeola sheathing such as plywood elleeming(TC)owe 0 tlrywatl(BC). HE ` DATE: 7/15/2016 the overall structure Is the responsibility of the YiIWing designer. 3.201mpact bddging or lateral bracing required where shown* SEQ.: K2182359 4.No bed should be applied to any component Nllafter all bracing and 4.�laRatbnetloosrylssheresMbabulnWlnh respective porroeNe contractor. m, fasteners are compete and at no time should py bads greater than and e e name messes re rousb. TRANS I D: LINK design beds be eppled to any component. 5.Design assumes N1 bearing at all shown.sum or wedge If 5.Compares has no control over and assumes reaponabliily for the neaewry. EXPIRES:06/30/2017 fabrication,handling,shipment and mtallemreal amponente. 7.Design assumes adequate drainage I prodded. J U Iy 18,2016 6.This design Is furnished subject to the Rmitatlo t forth by 8.Plates shell be hated on both feces of truss,and plead so their center TPIM?CA In SCSI,sepias of which WI be N dhed upon request. Ones coincide with joint anter lines. 9.Digits indicate size of plate in inches. MITek USA Inc./CompuTrus Software 7 11.7(1 L)-E 1g.For back connector plate design values see EOR-1311,ESR-1855(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 BC: 2x6 KDDF R1&BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-224) 3046 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=( -474) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2974) 534 15-16=(-522) 4702 5-14=( -350) 2082 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 14- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -482) 2798 @@ADDL: BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=( -684) 3666 Jam' ( 2 ) con Tete trusses re BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE p quired. 16- 9=(-1099) 260 Attach 2 ply with 3"x.131 DIA GUN LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. nails staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA `^/ 9" oc in 2 row(s) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) /)(v7(, 9" oc in 3 row(s) throughout 2x6 bottom chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) @@ HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0,001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13=09 9=06 13-09 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6 M-3x9 M-5x6 12 Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9 00 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, M-3x4 M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads , in the plane of the truss only. M-3x9 t \+1/H ,Iv1-3x4 0 0 11111 ti ti ra �:. a Ep P R OFr of ,^ -3x5 M-1.5x3 M-3x4 0.25" 0.25" M-6x8 M-1.5x3 M-3x8 0l ,``,�` `ss l M=7x8(S( M-7x8(S) +20129 l ''5 �NGINEFR /�Z 37-00 a 870 2PE fir" JOB NAME : RT ENGLISH 6 PLEX - P3GIRD Scale: 0.1660 w +N WARNINGS: GENERAL NOTES, unleu otherwise noted: GREG N 'K/� 1.Builder and erection conlredor should be advised or al General Noise 1.This design is based only upon the parameters shown end h for an Individual --t),.. q, Truss: P3GIRD and Warnings beton construction commences. building component.Applls t y of design parameters and proper V Incorporation of component I the responsibility of building designer. A 2.294 compression web bracing must be Installed where shown v. Y I/� �'07 E R .s 3.Additional temporary bracing to Insure stability during coneWWlen 2 Design assumes the top and bottom chorda to be laterally braced at �„• I'e t ` j� Is the responsibility of the erector.Additional permanent bracing or o o.c.and at 10 pp respectively unless braced throughout mak length by O 'N`C_ continuous sheathing such as plywood sheat0rp(TC)end/or drywal(BC). S ^A. u t^ON 41.P' : 7/15/2016 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown v �l I-7 SEQ.: K2 18 2 3 6 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the reepedNe contraoor. 'i fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosNe environment, end are for'try condition"of use. design beds be applied to any component. TRANS ID: LINK 5.CompuTwhes wcontroloverendassumesnoroaponebittyforthe 8.Design assumes MI bearing etaosupports shown.Shim orwedgeif EXPIRES:06/30/2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 18,2016 8.This design Is furnished rabbet to the limitations sat forth by 8.Pktee shall be located on both/goes of truss,end placed so their center TPIA TCA In BCSI,copies of whkh we be furnished upon request. Ines coincide with joint center goes. uTrus Software 7.6.7 1 E E 0.Digits indicate sloe or plate m Inches, MiTek USA,Inc./Com P ( )• 10.For basic connector plate design vales see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS /RUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD4URATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -907) 289 9-10=( -97) 630 2- 9=( -297) 1049 WEBS: 2x4 KDDF STAND; 3- 9=( -304) 253 10-11=(-169) 1045 3- 9=( -91) 130 2x4 DF STAND A; ' LOADING 4- 5=( -675) 307 11- 7=(-167) 1047 9- 4=( -771) 290 2x9 KDDF #1&BTR B - LL( 25.0)+D ( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DI. ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. OON. TOTAL LOAD = 95.0 PSF 10- 6=( -503) 244 BC LATERAL SUPPORT <= 12"OC. UON. LL is 25 PSE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) s,' For hanger specs. - See approved plans BOTTOM CHOR CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.89 KDDF ( 625) LIVE LOAD A LOCATION(S) SPECIFIED BY IBC 2012. 25'- 3.2" -178/ 1149V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM `OORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.039" @ 11'- 7.5" Allowed = 0.812" MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" MAX HORIZ. LL DEFL = -0.019" @ 24'- 9.8" MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" 2-03-04 9-06 13-06 ' 12 12 Design conforms to iwinforcesting system andcomponentsandcladdingcriteria. 9.00 V Q 9.00 M-5x6 M-3x4 M-5x6 Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), # load duration factor=1.6, End vertical(s) are exposed to wind, M-3X400000000. I Truss designed for wind loads in the plane of the truss only. Y. :' /4-'' \I'''l _17. /44.s M-3x4 Li B H- '', I co I hidI' -I- a A M 1.5xM33xE O,j''SSxE(9) M-1.5x3 M-3x4 ** r `��EJ PRO1c k y c�� NGINE�R ,22 25-03-04 ' 87022PE 'fly, JOB NAME : RT ENGLISH 6 PLEX - , P4 Scale: 0.2310 A WARNINGS: GENERAL NOTES, unless otherwise noted: >1 •�� 1.Builder and erection contractor should be adv 6 of all General Notes 1.This design h based only upon the parameters shown and is for an Individual �v `�"..°j.. O R EG O ti,4k✓ Truss: P4 arid Warning.before construction commence building component.Applicability of design parameters and proper 2.244 compression web bradng must be Malaita 'there shown«, Incorporation of component is the responsibility of the building designer. �/�h E R '`N �+ I 2.Design assumes the tap and bottom chords to be laterally braced at O OO C f'�a 3.Adddfonal temporary bracing to Insure stability dig construction 7 o.c.and at id o.c.respectively unless braced throughout their length by S Q la the responsibility of the erector.Additional p i anent bracing of continuous sheathing such ea plywood aheathing(70)and/or drywall(BC). A. H E DATE: 7/15/2016 the overall structure is the reaponsibiley of the!Riling designer. 3.2a Impact bridging or lateral bracing required where shown.+ SEQ.: 218 2 3 61 4.No load should be applied to any component I I after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no dine should loads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are assumefull condition"bfoo"og use. l ge 5.CompuTruahas mcontrol over and assumesresponsibilityforthe 6.Design beadn t Ilsupports.hawn.snlmarwwd g EXPIRES:06/30/2017 fabrication.handling,shipment and lnatalktia(t components. 7.Design assumes adequate drainage ispresided. July 1$,2016 6.This design is furnished subject to the limb•(-set forth by S.Plates shag be located on both feces of truss,and pieced so their center TPIMtTCA In BCSI.copies of which uta be N ed upon request. Rides coincide with Joint center lines. 9.Digits indicate sire of plate in Inches. Mack USA Inc.)CompuTrus Software ,.7(1L)-E 10.For bask connector plate design values sea ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=25.eft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End s designed for are exposed to wind, M-1.5x9 or equal at non-structural Truss desi ned for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 13-09 9-06 13-09 T T T T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 12 12 M-5x6 M-3x4 M-5x6 9.00 174 5 6 9.00 .1 4 M-3x6 M-3x6 3 .+ +, 0 4 00.°111114' of l M-195x3 100.25" 0.25"11 M-1.5x31to M-4x6 M-5x8(5) M-5x8(S) M-4x6 y y y y yip P R OFF �' J' y 7-00-11 6-10-01 9-02-0e 6-10-01 GIN F 1-00 37-00 6$' ' Fjl� O� �" 870 2PE �i JOB NAME : RT ENGLISH 6 PLEX — P5FW Scale: 0.2329 WARNINGS: GENERAL NOTES, unless otMrvAse noted: g. `,. Truss: P5FW 1.guider and erection contractor should be advised of as General Notes t.This design Is based only upon the parameters shown and is for an individual -y ...3.), O R E G N ti� <1 and Warnings before conshuGlon commences. building component.Applicability of design parameters and proper \4 2.2a4 compression web bracing must be Installed where shown+. incorporation of component b the roeponsibllay ate building designer. �O �A IS 3.AdtlPoorol temporary bnWp to Insure etebillly during construcllon 2.Design assumes the top and bottom chortle to be laterally braced at '✓/ Is the responsibility of the erector.Additional permanent bracing of T o.c.and el 10'o.c,respectively unless braced throughout their length by DATE: 7/15/2016 me overall structure la the n g designer. continuous sheathing such as plywood sheathing(TC)and/or drywaa(SC). OS /(. eck eponsibAity of the buildin de 3.2a Impact bridging of lateral bracing required where Woven+♦ �1 r'G- SEQ.: 1<218 2 3 6 2 4.No load should be applied to any component until after all bracing and 4.Installation of fuss Is the responsibility of the raspectNe contractor. fasteners an complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ins noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of cess. 5.CompuTnn has no control over and assumes no raaponalbglty for the S.Design assumes full bearing at as supports shown.Shim or wedge If .wary. EXPIRES:06/30/2017 febrkattog handling,shipment and Installation or components.. ms. T.Design assumes adequate drainage is provided. July'18,2016 S.This design Is fumtened subject to the limitations set forth by S.Plates shall be located on both faces of toms,and placed so their center TPI/WICA In SCSI,copies of which cola be furnished upon request. Utes coincide w4ih joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,lnc./CompuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see ESR41311.ESR-1988(MITek) This design prepared from computer input by '.. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 1LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 704 6-3=(0) 177 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 704 WEBS: 2x4 KDDF STAND 3-9=(-562) 300 LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 29 0)+DL( 10.0) ON TOP CHORD = 35.0 PSE BC LATERAL SUPPORT <= 12"OC. UON. � DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" ', LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) M-1.5x4 or equal at non-structural LIMIT63 STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (tion). REQUIHAMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM'.CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP }COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BO TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 4-01 4-01 MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-099-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.443" A 1 ISI ' MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12iI,.19 x9 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" 9.00 17 N 9.00 3 0,r 1COND. 3: 150.00 PLF SEISMIC LOAD. I '''' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, .1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. Truss designed as a Piggyback.Structural truss is below. o © 2x4 stripping required at 24"oc where continuous bearing is ' t �i shown.Join to bottom section of truss with 2-16d nails and top 1 o _ 6 = -moo section with 2-16d toenailed to stripping.Stripping spaced at o o 2 '-0"oc maximum.Connections are for vertical gravity loads only. M-3x4 M-',.5x3 M-3x4 (2)M-1.5X3 OR EQUAL AT UPRIGHTS. k y k 4-09 9-09 k4 11, 0-02-03 1+02 0-02-03 / uIp PRO , 2Nc4, /% . ' 870 2PE p1 JOB NAME : RT ENGLISH 6 PLEX - 'P5FWCAP Scale: 0.4858 WARNINGS: GENERAL NOTES, unless otherwise noted: IT T‘'‘ N Truss: P 5 FWCAP 1.Buuder and erection contractor Mould be advise 114f all General Nates 1.Thla design Is based only upon the parameters Mown and a for an individual -57 '0T O R EG N rye <U� • and Warnings before construction commence.. building component.Applicability el design parameters and proper 2.2a4 compression web bracing must be installed v""""""i�Ie��Ir.shown+. Incorporation of component is the responsibility of the building designer, �� 'iA=� R 11 3.Additions'temporary bracing b insure stability rp construction 2.Design assumes the top and bosom chords to be laterally braced at �1�� Is the roaponsiNWN o!the erector.AddAlonal pe enl bracing of 2 o.c.and et 10'AA respectively unless braced throughout their length by 7/15/2016 the overall structure la the responsibility of the ng designer. 3 continuous sheathingor such as plywood tired here s end/•dryweN(BC), OS /A' HST- DATE: ` impact bridging or acral bracing required where shown hs ^ S EQ K218 2 3 63 4.No had should be applied to any component tint Ser all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should am ads greater then 5.Design assumes Uwees Cr.to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. i and are for'dry condition"ofuse, 5.CompuTrus has no control over and assumes nc+sponslbii:ty for the 6.Dee egn�easumes WA bearing el all supports Mown.Shim or wedge It EXPIRES:06/30/2017 fabrication,handling,shipment and installation a bovponenta. ry. 7.Design ssheAbassumes ctedon drainage aprovided. July 15,2016 8.This design is furnished subject to the limitations M 1 forth by B.Plates shall be located on both(aces of truss,and paced co their unlet TP WOfCA In SCSI,copies of which will be Nmired upon request. lines coincide with Joint center lines. MITek USA,lnc./CompuTrus Software 7.6 r(1L}E 10.For6gits IN indicate plate inches,values p slicveiussee ESR-1311,ESR-18811(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 71 2-10=(-270) 1803 10- 3=( 0) 279 BC: 2x4 KDDF #1aBTR SPACED 29.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 9=1-1821) 439 11-12=(-235) 1448 4-11=(-136) 706 LOADING 4- 5=(-1326) 918 12-13=(-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1326) 418 13- 8=(-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1821) 439 12- 6=(-136) 706 TOTAL LOAD = 95.0 PSF 7- 8=(-2317) 402 12- 7=(-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 0'- 0.0" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. -1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting T f f ' f f , system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-5X6 M-3x4 M- X6 6 9.00 4 5 6 'c 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M _ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 X3x43N. OO o SO 11 4 . 12 0 I I -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 Cr,1 R M-5x8(S) M-5x8(S) `tiQ;ED OFess 1 1 1 1 1 1 �5 NG W EF /O 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 1 1 C, {, /L 1-00 37-00 1-00 �� 87022PE 9v" JOB NAME : RT ENGLISH 6 PLEX - P6 Scale: 0.1661 � .547 WARNINGS: GENERAL NOTES, unless otheiwise noted: �� OREG N C8O ' 1 1.Bolder and erection contractor shouts be advised Mal General Notes 1.Thle design Is based only upon the parameters shown and Is for an individual Truss: P6 and Warnings before construction commences. building component.Appllcablllty of design parameters and proper A 2.2a4 compression web bracing must be installed where shown+. Incorporation of component k the responsibility of the building designer. r,..5) 1, ��A�E R .`` �� 3.Addllenal temporary bracing to Insure stability during construction a Design assumes the top and bottom chorda to be laterally braced at 0O 'I, is the responsibility of aro erector.Additional permanent bracing of 2'o.c.and et 10 o.c.respectbely unless bread throughout their length by continuous sheathbg such es plywood sheathing(TC)anNor drywal(BC). I A. HER DATE: 7/15/2016 the overall structure is the responsibility of the building designer. 3.2a Impsd bridging or lateral bracing required where shown++ SEQ. : K2182364 4.Noload should be applied to any component until ager allbradng and 5.4.DesignaWasthe tes are to MuwEf to nonpadue contractor, fastener.are complete and at no time should any bads greater thane environment, and are for assumesdry condition"re use. TP.AN S I D: LINK design bad be applied to any component. B.Design assumes full bearing at all supports shoos.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the u„,ry. p EXPIRES:06/30/2017 fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. July 1 8,2016 B.ITS design Is furnished subject to the limitations set form by B.pates shal be bated on both fans of Wss,and placed so thelr center TPVW1 CA In BCSI,copies of which wN be Neighed upon request. Inas coincide 09th Joint anter linea 9.Digits Indlab else of plate In Inches. MiTek USA,Inc./CornpaTrue Software 7.6.7(1L)-E 10.For beets connector plate design values see ESR-1311,EBR-1988(Wets) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x4 KDDF #16BTR I SPACED 24.0" O.C. 2-3=(-341) 70 6-4=(-17) 195 WEBS: 2x4 KDDF STAND3-4=(-341) 70 LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 '.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 45.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 418V -71/ 71H 5.50" 0.67 KDDF ( 625) 8'- 2.0" -57/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITS: STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIF Q4ENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BG TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.044" 4-01 4-01 MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" '1' 1 f MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 ` MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.443" '( '�,1' 1 MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 1212 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" I I M.14 x 4 9.00 17 Q 9.00 3 4.0" Design conforms to main windforce-resisting I I system and components and cladding criteria. AllkWind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .1' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Truss designed as a Piggyback.Structural truss is below. 2x4 stripping required at 24"oc where continuous bearing is o © -/o shown.Join to bottom section of truss with 2=16d nails and top o 1 4 section with 2-16d toenailed to stripping.Stripping spaced at 6 �I 2'-0"oc maximum.Connections are for vertical gravity loads only. 0 0 M-3x4 M-1.5x3 M-3x4 (2)M-1.5X3 OR EQUAL AT UPRIGHTS. 4-09 1 4-09 0-02-03 61-02 0-02-03 7>4INE4\87022P E r JOB NAME : RT ENGLISH 6 PLEX - PCAP ✓� ^-R^ Scale: 0.4858 `iy7 N WARuideB: I OENERALNOTEB, unleaeatherwlaenated: +ef �� GREG N etc,:) �+/ t.guilder and erection contractor should be advisni of at General Nates 1.This design Is based only upon me parameters shown and is for an Individual 7 T Truss: PCAP and Warnings before conehudbn commences balding component.Applicability of design parameters and proper 't T.j�p 1� ` 2.7z4 compression web bracing must be Installed rra�h a shown«. incorporation of component la the responsibility of the building designer. O (a�� \ .i 3.Additional temporary brecmg to Insure stability Oring construction 2.Oasign assumes the top and bottom chords to be latently basted et O n Is the responsibility of me erector.Additional anent bracing f T c.c.and at iP o.c.reepadNeN unless brand throughout melt length by S g° continuoussheammgsuchaspNeo°daheathing(TC)and/ordrywell(Bc). A. HE� DATE: 7/15/2016 the overall structure Is the responsibility of the ding designer. 3.2a Impact bridging or lateral bracing required where shown«« 4.No bad should be applied to any component u,i after all bracing and 4.Installation of truss is the responsibility of the reapedlve contractor. SEQ.: K218 2 3 6 5 fasteners are complete and at no time should.. hould, loads greater then 5.Design assumes trusses are to be used In a nenaorrosve environment, design beds be apples to easy component. and are for"dry condition"of use. TRANS I D: LINK s.Design assumes mg bearing at at supports shown.Shim or wedge d 5.CompuTrushas nccontrol over and assumes niresponsibllityfor the ,�a,„,ry. EXPIRES:06/30/2017 fabrication.handling.shipment and installation Y components. 7.Design assumes adequate drainage is prodded. July 15,2016 8.This design Is furnished subject to the limitation eat forth by 8.Plates shall be located on both feces of Ines,and paced so their center TPIM/TCA in BCSI,copies of which will be N"Nbed upon request. tins coincide with joint center lines. 9.Digits Indicate size of pate in inches. MiTek USA,Inc./CompuTrus Software 71{7(1L)..E to.For basic connector plate design values see EHR-1311,ESR-1986(MiTek) ' • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 71 2-10=(-270) 1803 10- 3=1 0) 279 BC: 2x4 KDDF #1681R SPACED 29.0" O.C. 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 WEBS: 2x4 KDDF STAND 3- 9=(-1821) 939 11-12=1-235) 1948 4-11=1-136) 706 LOADING 4- 5=(-1326) 418 12-13=1-271) 1711 11- 5=(-262) 112 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1326) 418 13- 8=1-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 939 12- 6=(-136) 706 TOTAL LOAD = 95.0 PSF 7- 8=(-2317) 902 12- 7=(-519) 239 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 71 7-13=1 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) 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" -259/ 1785V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) 1COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.804" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 n 7-02-07 6-06-09 4-09 9-09 6-06-09 7-02-07 f Design conforms to main windforce-resistin 9 f T 1' T T f ,' system and components and cladding criteria. 12 12 Wind: 190 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 M-5x6 M-3x9 M-5x6 4 5 6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N3x43 +0 0 1 B 0, MI c � 30 L1 � � 12 o 1 -3x5 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x5 I p M-5x8(S) M-5x8(S) CIt1k� P11 Q1 l l ; l ; l C0• GINS LV 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 c �N �R 02 l y l l c./ .Ty 1-00 37-00 1-00 870 2PE c" JOB NAME : RT ENGLISH 6 PLEX - PHIP Scale: 0.1661 .+.^^ WARNINGS: GENERAL NOTES, unless otherwise noted: V,i V. I.Bulbar and erection nentrador should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual �� O R EGO [tO O40 Truss: PHIP and Arming,before construction commences. building component.Applk•Mlty of design parameters and proper -V 2.244 compression web bradng must be Installed where shown«, Incorporation of component lathe responsibility of the building designer. �/"� "'_ �� 3.Addmonel temporary bribing to insure stability during construction 2 Design assumes the top and bottom chords to be laterelly braced al ` �V/e E•R �j� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 c.c.respactbely unless braced throughout their length by O `_ DATE: 7/15/2016 the overall structure is the reepunsibggy of the build designer. continuous ridging en such as pdng re nheshead where shown a a tlrywaN(BC). S A• u f� ng g 3.In Imped Mdging or panel br.dnp required rapels.ne«« �'1 I7 SEQ.: K2182366 4.N.load should be applied to any component anal after aileradrgand 4.Installation of truss Is the re Isbeutyofthereapectsecons•dor. fasteners are complete and at no fame should any loads greater than B.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design bads be applied to any component. andaerordrybondnlon of use. B.eemperrue has no control aver and assumes no responsibility far the 6.Design assumes ran bearing at an supports shown.shim or wedge if EXPIRES:06/30/2017 M4 flce ab,d.elg,h.rwang.shipment dand leatallatwnofcomponents. e.Design assumesadequate dsnberainag Is provided. July 18,2016 6.Thle design Is furnished subject to the limitations set fort by B.Plates shall be located on both faces obtuse,and placed so thea center TPWOTCA In SCSI,sepses of vMkh wig be furnished upon request. tines coincide with joint center lines MITek USA,Inc./Com uTrus Software 7.6.7(11..}E Digits Isis ceneheoflakesInign oat Pe 9.For16 bade este ee.plate in 5n values see ESR-1311,ESR-1988(MITek) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF )$l6BTR 'LOAD DURATION INCREASE = 1.15 1- 2=( -7) 30 2- 9=(-86) 297 9- 3=10) 143 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-436) 171 9-10=(-86) 287 6-10=10) 193 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 10- 7=(-92) 297 LOADING 3- 6=(-287) 151 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-936) 171 I TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 BRACING AT 29"OC SON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMIT?D STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUI,DMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -91/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" I 8'- 2.0" -91/ 918V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND B"I'TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been considered for this design. .y IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-07-11 0-10-10 3-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 q q ,f ,fMAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.094" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 2-09-11 1-06 0-10-10 1-06 2-09-11 MAX LL DEFL = 0.019" @ 5'- 10.0" Allowed = 0.242" •f ,f I .f .' f MAX TL CREEP DEFL = -0.018" @ 5'- 10.0" Allowed = 0.362" SII MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.099" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 2-04 I 2-04 f 1' 'f 'f MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 9.00 F77 N9.00 4 5 Design conforms to main windforce-resisting I system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=20.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. CO o Truss designed as a Piggyback.Structural truss is below. 4-05- 1 2x4 stripping required at 24"oc where continuous bearing is o r 7� o shown.Join to bottom section of truss with 2-16d nails and top o 1 ill 1 I / 1., 2'section with 2-16d toenailed to stripping.Stripping spaced at i = 9 10 - =0"oc maximum.Connections are for vertical gravity loads only. M-3x4 M-3x5 M-3x5 M-3x4 (2)M-1.5X3 OR EQUAL AT UPRIGHTS. 2-07-15 4-02-03 2-07-15 0-02-J• 03 8-02. 0-02-J• 03 .<(,90 PROFe,n k�<0 ANG'N�F9 /o �" 87022PE 9< JOB NAME : RT ENGLISH 6 PLEX - PHIPCAP Scale: 0.4608 �, WARNINGS: GENERAL NOTES, unless otherwise noted: �A �' 'IA., 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and la for an Individual -y �, OREGO eO^^V,V Truss: PH I PCAP and Warnings before construction commences. building component.Appllpblllty of design parameters and proper r� V 2.2x4 compression web bradng must be install. era shown+. Incorporation of component la the reeponstbNky of the building designer. ICI �i1-h E 1 .\ 3.Adtlttlonal temporary bracing to Insure stability I Ing construction 2.Design assumes the top and bottom chords to be Iatengy braced at 1." 'V/p Is the responsibility of the erector.Additional pe-Manent bracing of T o.c.and at 10 o.c.raepedNey unless braced throughout their length by A' continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). O� A• H t'��S� DATE: 7/15/2016 the overall structure la the responsibility of the li ryIng designer, 3.Zr Impact bridging or lateral bracing required where shown•+ A. I-A G SEQ. : K218 2 3 67 4.No load sheds be applied to any component uA ager an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should a arl loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design bad.be app lied to any component. ash aro far"dry condition':of use. " 5.CompuTrushas noconselover and assumes rsIYespensibllity for the 6.Ds&gnassumes full beedngeteAeuppetsshown.Shimerwedge If EXPIRES: 06/30/2017 fabrication.handling.shipment and Installation N,Wmpunents. 7.Design seumes adequate drainage is provided. July 18,2016 8.This design Is furnished sub)ed to the ilmitatterd set forth by 8.Plates shell be located on both faces of truss,end placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide vdth joint center lines. uTrus Software 7.?.B 1L E 9.Digits Indicate stye of plate m inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 1 rY '�� Dimensions are in ft-in-sixteenths. irik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 1/T 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I iiiirillital pbracing should be considered. ■_� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. . Ill 0O 4 designer,Provierection e copies of tsu truss ervisodesign oo toe theownerandFor 4 x 2 orientation,locate c�$ BOTTOM CHORDS cs-s all other interested parties. property plates 0-1/14' 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / 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 ....".0' 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior \ / (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IMO MIN vt reaction section indicates joint ® [ number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1610 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: 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.01/29/2013