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Plans (3) RECEIVF F..f MST2019-00323-14255 SW 168'AVE—LOT 67 MST2019-00324-14271 SW 168T"AVE—LOT 68 FEB 0 7 2019 MST2019-00325-14279 SW 168T"AVE—LOT 69 C1TY I-IUARD MST2019-00326-14293 SW 168'AVE—LOT 70 MiTe k$ BUILDING DIVISICY MST2019-00327-14297 SW 168'AVE—LOT 71 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: RT AREA 4 ENGLISH 2 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: K5342672 thru K5342715 My license renewal date for the state of Oregon is December 31, 2019. ,t00 PR OFFS,, 5 t‘.yGlNFF !�2 44, cc 89200PE CC L A OREGON,tx <O 11' 14, MFRRILL November 1,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" .OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 MODE 61613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF El OBTR SPACED 2.1.0" 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.DItDL) 10.0) ON TOP CHORD - 35.0 PSF Wind: 140 mph, h=15ft, TCDL-6.0,BCUL=6.0, ASCE 3-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, INNERS(Di r), TOTAL LOAD - 45.0 PSF load duration factor=l.6, Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Uable end truss on continuous bearing wall OON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-1x2 equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Ref er to Compurrss gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-00 5-00 '( T T 12 12 12.00 v Ind-9x9 3 N 12.00 AL on no al IA y j y y F PR OPe1-00 10-00 1-00 � .4GINE6' 6/�� off � �` 9200PE T JOB NAME : RT AREA 4 ENGLISH 2 — Al • Scale: 0.9196 • WARNINGS: GENERAL NOTES. unmet cuteness name O et 1.Builder and erectonogracter stoWd Pr advised of al General Napes 1.This design le based on me ten shown and iota an Individual Truss: Al and Warnigsbeforeden9ut.commences. bulsingcomponmRApplcablityWdagn parameters and proper �� ,�OREGON� � 2.b14 compression wee bracing meet be installed where brown a. Incorporation of component m the responublary m ma bugling aeagrar. 9.Additional temporary bncbp to insure stability during eonsbunien 2Desgn assumed.top and bottom duet m be mteralry braced et 'O 9r 14 Pro robe responsbigty el lM erector.additional permanent bracing of 2'ox.and at lV o.o raged'wely unless baadiM1nupluoullMkmngm b/ Lk' is DATE: 10/31/2018 meb.enn structure mite reaponaNHyndm.tossing assess, wmmuou.shoeless coon uprywaw sne.mingRel snmbrdywvl(Be). � RRIMV re A Almpacl bridging a Wand madrg required where Memo•• 4.No bed apparel to be apparel any component until after al Pacing A ng and Inaalatb thea n el truss is e wes s i w elite reepedtve nVador. SEQ.: K5392672 feetwee are can e%and at no time should any y loads greater than 1 andm.lnr'drysueawn'am X Ouse.used banarvcormWve environment design loads applied any component and are suesdry h.te condition'Ouse. TRANS ID: LINK ppl ieaeen assumes bearing al al supper%shown.Shim on wedge if EXPI RES: 12-31-2019 s_CampurrvB has no control ever and assumes no responslbilny Par me necessary. mbnwliun Pendlre.shipment and installation of components. pesgn assumes adequate drainage is wue:dsd. B.iblsdesgnkeumisedasslenttotPm lineations selforme, S.Plates sr lo cated November 1,2018 TPIMTCA In BGSI.copes of which class furnished upon nequee. lines coincide with josh centerlines. 9.Drib indicate size of pale in inches. MTek USA,InclCompuTrus Software 7.6 8flthE to.For base connector pass design values see E351.1311.ESP-1988 iMITMi This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17.- 1.D" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF R16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 64 2- 9= 2x4 HIDE R16BTR T1, TZ SPACED 24.0" 0.C. (-1290) 1552 3- 9=( -414) 342 BC: 2x4 KDDF R16BTR 2- 3=(-12751 628 7- 9=( 0) 0 B- 9=( 0) b65 e WEBS: 2x9 KDDF STAND 3- 4-( -896) 349 8-10=( -7) 10 9- 4=( -226) 568 LOADING 4- 5=( -867) 297 10- 6=1-1028) 1392 9-10-(-1054) 1431 TC LATERAL SUPPORT C- LL( 25.0)+DL( 10.0) ON TON CHORD = 35.0 PSF 5- 6=(-13321 614 9- 5=( -627) 489 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 10- 5=1 -304) 371 BC LATERAL SUPPORT <= 12"OC. 00N. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -390/ 1109V -2000/ 2000H 5.50" 1.77 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 RODE 1625) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IBC 2015 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 pat) uplift at 24 "oc spacing.On For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFT, -0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL DEEM - -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-19 MAX LL DEFL = -0.020" @ 7'- 11.1" Allowed = 0.808" '0 1 .r MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 9-00-05 / 3-10-13 / 4-03-09 9-10-OS SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 I I MAX HORIZ. LL DEFL = 0.024" @ 0.- 5.5" 12 12 MAX HORIZ. TL DEFL = -D.030" @ 0'- 5.5" M-9x6 12.00 V N12.00 4 9.0 IZOND. 3: 2000.00 LBS SEISMIC LOAD. M-3x6 M-3x6 << Design conforms to main d cladree-resisting ,w` system and components and cladding criteria. M-1.Sx9 h` M-1.Sx4 wind: 140 mph, h=29,2ft, TCDL=6.0,BCD1=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor-1.6, M-3x6 Truss designed far wind loads M-1.5x3 in the plane of the truss only. M-3x6 3 010; ,,M-3X4 ` Truss tleam4netl for 4x2 outlookers. 2x9 let-ins \ of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 Outlookers must be cut with care and are permissible at inlet board areas only.r tp o M-3x6, /�Iit,,,I !�, 0 9 `.. rp o en M-3x4 N 78 0 7x6 0 M-1.5x3 -M-9x9 M-3x9 I 0 M-5x8 l y )' J. 7-11-02 9-03-09 9-10-05 i' l y y 1-00 7-07 )4 9-06 y < ('\,Vts PROpreAn y 09-06 0-02-06 9-03-10 y GIN4." V/O 17-01 0 9200PE 9v JOB NAME : RT AREA 4 ENGLISH 2 - B1 Scale: 0.2119 • WARNINGS: GENERAL NOES, unless otherwise noted: O Cr I.Builder and enaction contractor should be advised of all General Poles 1.This design Is based only upon Ma parameters grown and N for an lnd6lduq -7I OREGON Truss: 61 and Warnings Store construction commences. bgbilp component Appfupley of design parameters and prop., ` 74), .4 2 Lam. S 3acoat 5•i•nwebbradngmustbeinstalea,nereshowne. nwrya2lwnormmpenegietrereepemieYTyMaeWipinga.aipner. a ads 14 ONV•P4 3.Additional temporary bracing to insure stability dump construction I.Design assumes Ma top and boron chards to be laterally braced at „eatithe responsibility of'barmier.Additional permanent bracing of To.t.•na al ty p,C.mm,as 85ety unless based)1C)an le,theire dl(B by _ DATE: 10/31/2018 me ooetell mruqun Is the reapanynilry of brtlemg designer. continuous sheathing such as plywoodaneen tidier.shown 9.2s Impact Inidging o,lateral bating required Psera shown.. [,R I-1 SEQ.: K5342673 A.No Naa Would be apgied to any component emir al bacingenel a.Installation onrvwls the respantibse of ma reepearve contractor. nil ,+ fasteners are complete and at no time should any loads greater than 5.Design. ea trusses are m be used in a nnteanesive environment, TRANS ID: LINK design loam be applied to an component and am for mndbnon alum. .CempuTmemmnommal over and assumes norespansiblity for Me e.nocassary. aallbaadng•t.lmppm row 6nimarw.�eit EXPIRES: 1231 2019 rab0wlion,handling.M n.mmry.m np. Isubleo.m inYYlHpnMmmpon.nN. 7.Design aswmas admiral.drainage i•rtless d. November 1,2018 ... 8,This[Warm N NntacedaubjeCtto the MMO,nhs net M66 A Pkk.steel. located on both faces pf(msa and paced so their center iPWftCA in 8C91,copies of which call be Nmened upon request. lines mnad with joint centerlines. 9.Digits indicate eke of plate in inches. MiTek USA,Inc./Comp/True Soltwse 7.6.8(1L)-E 10.For basic contactor plate design values see ESMIrt.ESP-1986(MHM This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 4168TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2- 9-(-124) 541 3- 9=(-236) 225 BC: 2x4 KDDF 416RTR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 01 65 ESEBS: 2x4 KDDF STAND 3- 4=(-633) 240 8-10=1 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=1 -81) 513 9-10=( -SO) 527 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.DI+DL( 10.0) ON TOP CHORD= 35.0 POE 5- 6=(-857) 179 9- 5=1-281) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1D- 5=( -401 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BEG REQUIRED BIG AREA LL = 25 PSI Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -120/ 897V -219/ 232H 5.50" 1.43 ROOF ( 625) "" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ 0H 5.50" 1.23 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: I.L=L/240, TL=L/1S0 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.805" 1 f f MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-00-05 3-10-13 4-03-09 4-10-05 1 1' 1 1 i. MAX HORSE. LL DEFL - -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-4x6 12.00 a 12.00 4.0" Design conforms to main windforce-resisting 9 system and components and cladding criteria. i, Wind: 140 mph, h-23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lil load duration factor-l.6, Truss designed for wind loads in the plane of the truss only. A M3x4 p 1_ o 0 o Milllie ,y 7 8 10 s'6 0 M-1.5x3 M-3x4 M-3x4 i 0 M-5x8 y y y Y 7-11-02 4-03-09 9-10-05 1-00 7-07 y 9-06 y RED PR0FFs y 7-09-06 0-217- 9-03-10 y ��NCaINEFh, `s�0�9� y 17-01 y s9200PE • JOB NAME : RT AREA 4 ENGLISH 2 - B2 • Scale: 0.2119 WARNINGS: GENERAL NOTES, unlessdtherwde noted: 1.Bender and erection contractor should be advised of all Geheml Notes 1.7Medesign In only upon the parameters and is for an individual OREGON Dt Truss: B2 a ndwamngamwe...malonm.....we, euildadarompneg.Apghearimesienparemedreamwopw 2.a4 compression web bracing mtrG be inmlee whwe snow"a. Desiginoorpnreanmeompop annt d enhe re.pmtwllkvmmebuy Lanced al py �# 3.Additional lemPoary encamp to Insure wary during tonarurfion 2.Design assumes the top and bosom dwmatpa dtaMWmuad al GHQ ply 14, IC Me re. YbllAy"'the ererlor.Aeilidnel mMGn 1 2'oc.and at IU o.a respectively unless braced throughout tree length by (1 eon pennant ge coanoous eeemmp wen se Armed eheathig(75)erwor arywelllec). : 1 ?) DATE: 10/31/2018 the owns))stmave iette respensbury al the budding deagabr. 3.a Impact enquire ureteral legless required where sawn.... `R R 11..� SEQ.: K5342674 a No load should be applied m am Us.should unit Beer ed,g breeinggw s.0mllome Of Mrs Is th.ereeNo e.b4bry sdoinl.respective coenvintractor fasteners are complete are el no lime elosM any xwdaarceterDen end error"dryy common"or use. TRANS ID: LINK design loads aepplledto Ph'wmPnnent. B.Geagn assures wl bearing atap supports Mown.Shim or wedge q EXPIRES: 1231 2419 B.Cempurme as no control ever ere eeumes red nspprhmelllly for the sate rab�am handing,ed R'nent and meelmlon of orlon,,red, 7.Downae.weea edeguale drainage is provided. November 112018 8.rescreens le gmleed%teedro tapmeaI,ens set are,by a.Plates dial be located on am laces onmss,end prsaed ao their tenter TPNNTOM in SCSI.opposer which wIl be Nnienea tries request Wes wioaawN jaire centerlines. 9.DiS shoals size of plate in inches. MiTek USA.Inc./CampuTrus Software 7.6.e(1t)-E 10.Forr beele conned*,platedesign values see ESP-1311,58P-1988(wax) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-11-00 IOC 2015 MAX MEMBER FORCES 414R/DDF/Cq=1.00 TC: 284 RODE 81/BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5432) 984 1- 8=)-596) 3556 8- 2=( -276) 1924 5-13=(-1972) 338 BC: 286 KDDF 816BTR 2- 3=(-3920) 740 B-11=)-592) 3536 2-11-(-1244) 310 13- 6-( -704) 4402 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-38961 750 9-10-) 0) 0 10-11=[ -82) 558 14- 6=( -230) 1456 2x9 DF 2400F A LI, = 25 PSF Ground Snow (Pg) 4- 5-(-5232) 902 10-12=) -2) 2D 11- 3=[ -968) 5186 6-15=(-5822) 956 TC UNIF LL) 50.0)+DLI 20.0)- -10.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=)-6052) 1014 12-13=(-986) 6270 11- 4-(-1802) 430 15- 7-( -66) 24 TC LATERAL SUPPORT <= 12^OC. VON. BC UNIT LL( 236.5)+ULI 209.2)- 445.6 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=1 -44) 54 13-14-(-486) 3166 11-12-( -564) 3902 BC LATERAL SUPPORT <= 12.0C. VON. 14-15-(-486) 3166 4-12-( -386) 2208 ADDL: BC CONC LL+DL= 673.0 LBS @ 17'- 1.0^ 12- 5=(-3248) 582 Jr ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Attach 2 ply with 3^x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.TH. (SPECIES) nails staggered: 0'- 0.0" -820/ 5025V -203/ 252H 5.50" 6.04 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 1.0" =898/ 5487V 0/ OH 5.50" 0.70 ROOF ) 625) M 9" of in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9^ oc In 1 row(s) throughout 2x4 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. 'COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO FABRICATION OF TRUSS. MAX LL DEFL = -0.075" @ 11'- 0.0" Allowed = 0.908" MAX TL DEFT, = -0.140" @ 11'- 0.0" Allowed - 1.211" 7-11-02 6-07 4-06-14 SEASONED LUMBER IN DRY SERVICE CONDITIONS / 4-03-01 3-08-01 2-11-02 3-07-14 2-06-14 2-00 MAX H0RI2. LL DEFL = 0.016" @ 18'- 9.5" 1 1 1 1 1 1 1 MAX HORIZ. TL DEFL = 0.031" @ 18'- 9.5" 12 12 12.00 M-4x6 12.00 Design conforms to main wind£orce-resisting system and components and cladding criteria. 4.0" 3 ¢,f Wind: 140 mph, h=23.2£t, TCDL=6.0,BCDL-6.0, ASCE 7-10, N \ , (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Oir), load duration f 6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. �M-4x9 M-3x6 da M-5x6 M-1.5x3 ,0,,,A11.. M-5x12 6 7 -/ M-5x12 `L �� '� B 11� w��l\ y at M-3x6 N L- ,d11l� M o ,. m 910 12 13 19 5 M-1.5x3 M-5x12 M-5x6 M-3x8 M-7x8 M-9x6 1 2 Y 2 y t6730 • 4-01-05 3-09-13 3-00-14 3-09-10 2-03-06 2-00 OD PROF to y07 yY 11-06 y ��,C G1NEe$ c/0y� 7-09-06 0-02-06 11-03-10 y y �- 9200PE I 19-01 JOB NAME : RT AREA 4 ENGLISH 2 - BGIRD Scale: 0.2184 ' WARNINGS: GENERAL NOTES, onloay otherwise noted. 1.Milder and erection contractor Mould be a4Hva Mai General Notes 1.NM oomph Is based only upon the parameters drown and is for an Individual �yL '7 OREGON �� Truss: BGIRD and warnings before sondmdln commons. balding component.Apgl®SRy oraedon parameters and mop.. P.an compression web bracing mina be Metaled where shown.. Incorporation rat component is the responsibility or the building designer. ,O q'I A ^O\ a.Pagano]temporary bracing to[inure stability going construction ].�pnaaaumea me lop and bottom chords to be laterally brava at / 4 4 n(� Mahe reyondbility or the meow.Additional permanent bracing at Zc.c.and at lD'es.reapedmry unless braced throughout their length by v continuous aneetnbg such as plywood dnathing 0.anger drywall(ec), �FR R 11_'- v DATE: 11/1/2018 me overall studios Is the to or MINN designer. S.2i Impact bagging or lateral liming ragdredwheredawn.- e SEQ.: K5392675 4.No load Mould be applied to any component gni ever all bracing and 4.Installation orgies isms responsibility of reepeai0e contractor. fasteners are mnplete and at no time should any loads greater then 5.Design assumes guinea are la be used In a nomwnosive emimnmeN, design beds be appled to any component. and are tor"dry condign'artier TRANS ID: LINK . 5.DompuTme has nocoiNdwarnalaseumnnenepenmihihyrorthe 6.Desig^essumeslullbe'"ncssalsupporrtsshown.ShimorwedgeIf EXPIRES.. 12-31-2019 Ia6dcalion.handing,shipment and instigation orcoraponenB. 7.Designemery de fa drain 6.Ibis design IMmlMed egged to the NNNMlonefe1Mnh sshllbes. 4o .oeapnydan November1,2018 by 8.fines cMelbebco]ed on both Noes orWse,and WcedwMgr ceder • TPIIWFCA In BCSI,coped of wwroh will Pa furnished upon request. fines coincide w joint wmarce. g.Figle 0o p plate in inches.MTek USA,lnclCompuTna Software 7.6.8(9LEE 10.For Wm connector plate 05aipn values fee ESR-1911.E5R-19891MITek1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 3-06-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 6160TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 48 2-4=1-149) 145 BC: 2x8 KDDF 61/0TR WEBS: 2x4 RODE STAND LOADING 2-3=( -16) 8 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT c= 12"OC. ION. TC UNIF LL( 50.0)+DLI 20.0)= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT G= 12"OC. ION. BC UNIF LL( 188.51+DLI 170.8)= 359.4 PLF 0'- 0.0" TO 3'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -108/ 781V -41/ RiM 5.50" 1.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0" -132/ 721V 0/ OH 5.50" 1.15 KDDF ( 625) Single member as Shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "• Far hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 • MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed - 0.166" • MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed - 0.149" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 MAX HORI2. TL DEFL = 0.000" @ 3'- 2.2" 4 4 4 12 Design conforms to main windforce-resisting 9.00[7 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 -reload duration factor=1.6, AEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rV O O O I M o 0Milill pr o i 1► .. 4 -/ o M-5x16 M-3x12 l J. y y 3-02-04 0-03-12 cD PROF ,., 3-06 �r`` /� 04IN4s0y r� 89200PE JOB NAME : RT AREA 4 ENGLISH 2 - CGIRD Scale: D.5899 NYIMMOS: GENERAL NOTES, unless otherwise noted. O�/ CC I.auilde,end eremen m0s,00 should be advised of•p General Notes I.This design is based only upon the parameters spawn and Is Mr an imagined 1j + OREGON f, G1 Truss: CGIRD and Warnings before eotwremmn commence. balding component.Appnaml or design tern and !/ /!% Vs ry en pamme proper z.L4 compression web bracing muY be Installed where Shown. siSoryanfnn of wmponenl u tin reaparWNlny aloe building clew, a Aaarnal temporary tensing to inverse m bite Aging construction ].Design assumes Me top and bottom chords to be laterally braced al /O qy 14 2� ,p.. Is the nynnubFTy onM erector.Additional p•tmansm bracing of z o.c.and et tO o.c.reseMiwN mess braced throughout they length try t DATE: 10/31/2018 Ilmoemmganuawelre.ine reector.Ai.rymmebmaimni bricing continuous sheathing war a•ply�wood abeatng(TC)anderarewanl3q. J.a'mewl gigging or lateral bndn9 required where abown•• � R O'1 SEQ.: K5342676 4.No bad ehouM be applied b any enmponent until Baer all bracing end 4.Installation W bug isIII•respomibilly oleos respective contradra Fl g. Newsroom complete and at no time should any loads greater than 5.Design assumes posses are to be used In a nonsarraeive environment TRANS ID: LINK design loads be welied to eat component 9.oesien easg are for ms NliMznn9 um. mmcd.Oaesi.stem o,w.egeg 5.CbmpuTrus has wcone°,ovr aedassumes nora•ynnbiNy Me Design EXPIRES: 12 31 2019 fabrication,handing,anemone and installation MwtOre,4 H. .Design assumes adequate drainage Is provided. November 1,201 8 S.This design is'unshed sulied w to the lsnsarumhed fern by 0.Plates Mel be located on both feces of Has,and placed w Pei,center TP1•MCA n SCSI.copes of what MI be furnished upon regime,. lines coirWde With lwnlanter lines. 9.Diggs indimte ay ofplad in inches. NSTek USA,lnc.ICompuTms Software 7,6.6(IL)-E IaFor basic connector pate design relies see 039.1311.E39.1988(1.11Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1SBTR LOAD DURATION INCREASE = 1.15 _ BC: 2x9 RODE R1&BTR SPACED 24.0" O.C. 2-7=(0) 0 5-7=10) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LLI 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT SRO REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural TOTAL LOAD- 45.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 ,@ ( 0) vertical members (uon). 6'- 11.5" 0/ DV 0.00" 0.00 ,@ ( 0) LL - 25 PSF Ground Snow (Pg) "1'- D.5" 0/ OV 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been 21'- 2.0^ 0/ DV 0.00" 0.00 ,@ 1 01 considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable truss on continuous bearing wall UON. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Gable end CompuTrus on gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer completeto specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.000. @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = 0.000" @ -1'- 0.0^ Allowed = D.133" NOTE: DESIGN ASSUMES SHEATHING MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.348" TO ONE FACE. MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.464" 11-07-11 9-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.004" T 4 1 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 21_02 MAX LL DEFL = 0.000" @ 11'- 7.7" Allowed = 0.706" lIA 1' X TL DEFL 0.000" @ 11`- ].T" Allowed 0.992" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 9.00 p IIM-9x9 2 129.00 it Design conforms to main di claddingrcriterig 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.E, MWFRSIDir), load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. 1111111111! y.1-- IN o o 4 g .r b l l 6-09-12 19-09-09 ), l J. y 1-00 y 6-11-08 19-02-0e y ��EO PROFFas y 1 00-08 0-01 9-01-08 �5 -c1GINEF,9 /0 1-00 21-02 ¢ ,_..89200PE 9<' JOB NAME : RT AREA 4 ENGLISH 2 - D1 Scale: 0.2146 .ri ' WARNEIGS: GENERAL NOTES, unities otherwise noted. CC I.Builder and erection oondadnr should be*Mused mail General Noma 1.This design b bared only upon me parameters shown and Is bran iiaNmwl '9L ,y�OREGON �(/ Truss: Dl and Wamm@s berme wnawabn wmm*noes. building component-Apaeablsy of design parameters and proper ( 3.As compression web bracing mud be installed where mown e. incorporation of cemponed ta the respnntimia rand building designer. •� 3.Adda0eal temporary bracing to Inure daddy MIME conmudrn 2.Design not atfOsme lop and boom unless b m be haeraly bawd n / 9)+ y ,y 2O1 IsIhe respenaibiery a the erector.Additional permanent bracing oy �'o.<.antler l0'os.agadrvey .M«d(Ic,snider length by �/ IYr �� DATE: 11/1/2018 the avealls structure Asia responsibilityetlO.boOinB designer. confnuRw sheathing lush as plywood Nmming(T6l sndbr drywalljBC), 4.De load should be implied toe component until after a brad 4.]aingmd bprimedgins atteTnoned/gng gmree wTectiveere nee �Ry-1�1 SEQ.: K5392677bud.wrs.rs wmpbmand acme r�.dwdd mV bade greMer Banc s:oe kbeu,n 6wwmevne use. d.non�cnusue environ��rmea, Tlfl 1. TRANS ID: LINK design loads be dented to any component. and are army wnddan el use. a.CanpuTme Me ne«Melover and aalumes no re.wnaidldy dr the S.D.dssary. earEbead,g.t.tllupped„I,awn.gmmnrw.dged EXPIRES: 12-31-2019 mbnwtbn.handing,shipment end Installation or component. Dsawry. R designThi Dedgnaaegmeacatedo,briequate OltraceNpro.m.d. November 1,2018 0 SCSI.copies ithel be furnishedris sal upon by &hesssnape routed am bent ra«aatluu,nine*reed se mein center TPVY?CA in ropmr of whidr nitlbe request lines DSOs indicate wo j°Mtwnmr lined note 9.rot b iMron ace otpkm ininches. Nick USA,IneJCempuTvs Software].8.8(1 L}E to.forWdc connecter plate deeryn vanes sae ESR-1311,ESWigBb IMGeY) MOW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cg=1.00 TC: 2x4 KDDF 11163TR LOAD DURATION INCREASE = 1.15 1- 2=1 -5) 100 8- 9=(-215) 229 8- 2-(-1053) 239 4-13=(-463) 219 BC: 2x4 KDDF SPORTS SPACED 24.0^ O.C. 2- 3=1 -916) 189 9-11=( -2) 10 2- 9=( -105) 714 13- 5=(-207) 574 WEBS: 2x4 RIDE STAND 3- 4=1-1117) 259 11-12=( 0) 0 9- 3=( -461) 169 13- 6=(-245) 165 LOADING 4- 5=( -814) 270 10-13=(-178) 874 9-10=( -186) 774 6-14=(-161) 142 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -817) 291 13-14=(-125) 687 3-10-( -43) 212 14- 7=(-107) 701 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD - 10.0 P5F 6- 7=( -926) 205 14-15=1 -26) 45 11-10=( 0) 55 7-15=1-912) 222 TOTAL LOAD - 45.0 PSF 10- 4-( -23) 226 OVERHANGS: 12.0^ 0.0" LL - 25 PSF Ground Snow (Po) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Sts:2-4,6-7,14 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -229/ 237H 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) a. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001^ @ -1'- 0.0" Allowed - 0.100" 11-07-11 9-06-05 MAX TL DEFL = -O.DD2" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 1.350" '� '� MAX TL DEFL - -0.042" @ 6'- 9.8^ Allowed = 1.350" 3-05-12 3-05-12 4-08-03 4-06-09 4-11-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1 f 1 1' 12 12 MAX HORIZ. LL DEPL = -0.012^ @ 21'- 0.2" IIM-4x4 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 Q 9.00 4.0" 5 /-A Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind; 140 mph, h=15£¢, L=6.0, ASCE 7-10, (All Heights(, Enclosed, Cat.2, Exp.B, M7-10, irl, load duration factor-1.6, End verticalls) are exposed to wind, Truss tlesigned fox wind loads in the plane of the truss only. ln q ..,... ._,......_. .... .+ 11111n- ___�10 13 14 * 15�.+ r = M-3x8 M-1.Sx3 1 t e M-1.5x3 9 yy 12 ..1, M-5x8 M-3x8 M-1.5x3 1' 1 . 1' ). Jr 3-04 3-05-12 4-09-15 4-10-01 4-08-04 i-o 1 7-00-08 0 01 14-01-08 y �?�'' G EE'9`r�02 1 1 1-00 21-02 �� :9200PE -9` JOB NAME : RT AREA 4 ENGLISH 2 - D2 , - scale: 0.1972 WARNINGS: GENERAL NOTES. unsex omerwee rated'. 0 CC t.Builder and erection contractor shored be advised Wall General Notes .This tsNn Isbaled ens upon the posoanea th am Inter an irn: al -4� OREGON tx (v Truss: D2 erred/arrange berme conshuebon commences. buhlrg component.Applicability&design parameters sea proper J/ 1- ^ I� 2.2vawmpxsdbn web twang must be in&acted when shown•. incorporation otrnmpenem re the responsibility of bulling designer, 4�O •9r 14 `0 9.PddNarel temporary Wachs to insure stability during construction 2.Design assumes me roe end donee chords lc to laterally traced al A is the reapontitilily of the erecW.Pd6tpnL permanent bracing of r°<_and al IU8.n.reye,WMy unku Gaped throughout MMk legth by �`_ ^gcontinuous Sheathing such as prewpne Mead:ROC/ammo'drywae(GC). pp DATE: 11/1/2018 the overall structure is the respny ebmp of bulwhg designer. yIr Inman bridging or lateral pwdlg required where shown F11-11�� SEQ. : K5342678 a.No wee rewire be applied to any component unlit alter as bracing and s.lo�ution of umes0reeee Crete be Used Ins nen��ee w.maaescem, fasteners are complete and m no lime mould any wads greater than sign assumes amen wee Pe applied le any component. end are for conammr4 or use. TRANS ID: LINK ,.Gompa7waha<ra�Mro,o.<,ar�ass.mearaegmw„nd,wrme a.Desgn assumes All beanreat all suppom&grew Slim orwadpeif EXPIRES: 12-31-2019 err. ts s ,handling,shipment era iS g�ner n or ddmppnenre. 7.Deaign assumes adequate drainage is provided. November 1,2018 O.TPL design is furnished guided to the gmnallow eet wad by 9.Pass Met be located an bothnws or truss,and placed sin then center TPNNFCA In SCSI,copies of WSW will be furnished upon request. foes coincide wnhipm center Ines. g.Disks Internece enlists In MOW MITek USA,Inc./CruryuTrus Software 7.6.811L)-E :O.Far basic connector pleb deign values see ESR•1311,ESN-1938 INTRO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TO: 2x4 KID? 8180TR LOAD DURATION INCREASE = 1.15 1- 2=( -843) 111 7- 8=(-203) 218 7- 1=(-916) 200 3-11=(-441) 214 BC: 2x4 KDDF 818BTR SPACED 24.0" G.C. 2- 3=(-10T8) 258 8-10=( -2) 9 1- 8=(-108) 689 11- 9=(-209) 557 WEBS: 2x4 ROOF STAND 3- 4=( -799) 269 9-11=(-173) 849 8- 2-1-4851 164 11- 5=(-247) 165 LOADING 4- 5=( -802) 208 10-12=( 0) 0 0- 9-(-174) 729 5-13=(-157) 141 TC LATERAL SUPPORT C= 12"OC. VON. LL( 25.0)+DLI 10.0) ON TOP CHORD= 35.0 PSF 5- 6=( -914) 203 11-13=(-123) 677 2- 9=( -48) 222 13- 6=(-106) 691 BC LATERAL SUPPORT <= 12"OC. U011. DL ON BOTTOM CHORD= 10.0 PSF 13-14=( -26) 45 10- 9=( 0) 56 6-19=(-901) 220 TOTAL LOAD= 45.0 PSF 9- 3=( -14) 202 " For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BAG REQUIRED ERG AREA M-384 where shown; Jts:1-3,5-6,13 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -2Z4/ 224H 5.50" 1.51 RUDE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 RODE ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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/240, TL=L/180 MAX LL DEFL - 0.023" 8 6'- 6.8" Allowed = 1.000" 11-04-11 9-06-05 MAX TL DEFL - -0.090" 8 6'- 6.8" Allowed = 1.333" 4 1 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 / ,r ,r ,r ,r ,r MAX HDRIZ. LL DEFL - -0.012" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 IIM-4x4 9.00 7 a 9.00 NOTE:Design assumes moisture content does 4.0" not exceed 196 at time of manufacture. z_ 4 A-( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h15ft, TCDL6.0,BCDL6.0, ASCE 7-10, IAll Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), wind, Truss designed forwind loadsin the plane of the truss only. IIO0 (4{E 11 ; 1 10 a•14 o Y Y No M-1.5x3 mmemilirminz- 7 no 8 M,4x8 M-3x8 12 M-1.5x3 M-3x6+ M-3x6+ M-3x8 M-1.5x3 M-3x6+ M-3x6+ J' 1 1 1 1 , 1 3-01 3-05-12 9-09-15 2-05-05 2-09-12 9-08-04 1 1 6-0e-0e 13 10 7-01-08 4-oy-oa 7-01 y c��ONG N EFL/0 20-11 `� 9200PE 9v JOB NAME : RT AREA 4 ENGLISH 2 - D3 • Scale: 0.2097 WARNINGS: GENERAL NOTES, w0ttomemke noted'. t.Witter and erection meager should be advised of Si General Notes 1.Tnladedgn is based only upon the e.te.len&sown and is Aar an individual OREGON (& Truss: D3 and wamiras betas,onaousnon commences. building wmpnnent.Applicability of design peremelers and prapsr tad 2.Is.compression web bracing must be instald where shown.. 'inca,poralan of component is the re.ponsailee ofinebaiMirgdaegnes 2 Al a.Additional bracing to lours Waggly doting ronawaioa 2.Design assumes Ma lop and uo6om cnomsto be Idea vandal C-T lelne responsibility of erector.Pddldena pemr.n.m bracing of Sae.and a la.x.ra.pa'w.iy role..braced throughout their length dy LSO �� 14, O� DATE: 11/1/2018 Ise ev.ral.audu.ohere .ei one Pudding de 2,conieo ueddoingng such as plywood POnMeg(TC)ender drywall(9C). epos aye g signer. sx.lml.dmugingaeteralbrakl.requiredwherePlow,•. FRRILL SEQ.: K5342679 4.Nobad aan.c be applied to any component untilaaa ell bowing and 4.In lgnSnofruesNth.r..wr.inity ol the.w.an.camacar. ederew are camplele and at no Pre should any loads goat«men 5.Design assumes buses are lo be used'm a nonworreave environment, oe and are fa"dry condition'of ow. TRANS ID: LINK design bads be epgi to era component. ..m maTehaand lmld r.d...me>nercW.>eiryAarme 0.Designa esfullbearingatalwppod..hown.Shimtornadsif EXPIRES: 12-31-2019 nectnewn re.ration,handling.shipment and lntldetb cm n of nponenlc 7.Deaadequate dlre pronged.gn assumes adequate �.pronged. November 1,2018 E.TN.deelpn Is(mewed suORB to the limitation set hot by 0.PYlea amino kilted on both faces of truss.and pawed>a lNir center TPIMTCP in SCSI,copies of Mitch bath be furnished open regu.Y. Ines coincide wilt loin centerlines. 9.Diggs make*SHE of pale in Nd.w ' MiTek USA,In<JCampuTrus Software+7.6.9(1 L}E Ia.For basic connector pate design values see ESP-1311,ESR-Isee(urteq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" TOND. 2: Design checked for net(-I psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #S&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 10.D) ON TOP CHORD= 35.0 PSF Wind: 140 mph, h'22.2ft, TCDL=6.0,BCDL=6.0, ASCE 0-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS)Dir), Unbalanced live loads have been TOTAL LOAD= 45.0 Pit load duration factor=l.6, Truss designed for wind loads Considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2015 AND IBC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 5-07-09 5-07-09 T T '1 12 12 I IM-4x4 9.00 P7 Q 9.00 2 411111111 f -, 0 0 I I 0 0 I I , cv ,(00 PROFFS �<0 ONGINEF9 `P/O'L y 1-00 ' 11-02-08 y 1-0o '' 89200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - F1 Scale: 0.4255 WARNINGS: GENERAL NOTES, unless omerNise noted: O Q 1.Builder anderadion contractor Mould be advised V NI Donate!Notes 1.This design is Weed eny upon me parameters shown and Isar an individual zo Truss: Fl and Warnings Wiese sonebudon pa nerd. WWII componmtA Applicability lde parameters and J OREGON ppl Mb design pareme proper 2.TA mmprepan web bracing must be installed where Mowna incorporation or component tame responsibility of the Wading aeWpner. LSO 74[ 2 N� �� 3 Aaalhnalmmpemrc hraeingm Insure YeNliy euarg mmM1uaun 21ksgn assumes the cop ant bottom Mains to ee WeraM traced at Y Q Is me responsibility of the erector.Additional permanent bracing al Y°.c.and at l0'o.c,remedivay unless bawdlM1muphoNmein tenpin by DATE: 11/1/2018 Ma overall swdma is the re bi of building a continuous steaming such se pynwdshmmlereshgIT CI shownMer n xWQec). M�gl R1L" p y°nu Iy° a desires s.2,gnuoussdgagng lateral seredrprewbed wlwmshewne. ` fl SEQ.: K5342660 A No bad should be applied to any wmlwnenl until afteall bracing and 4.Installation ws Insn°lb is the respenauBy:r Imd'ne Cl/flimsier.reCl/flimsier.!Welters are complete and Sr no time slwutt any loads greater than 5.Design n assumes trusses are be used a n°nwrrvdee environment TRANS ID: LINK design wads be applied Is any component and one tor'dry mndaerrm S.CwnpwTna has no control pver.M.ewmea no myona411M for theaDesign assumes full bearing al act suppora Mown.SMrn of wedge if EXPIRES: 12-31-2019 necessary. labrl®1'oq handling.shsmem and Installation Osumi/ansa. 7.Design aeries adequate drainage Is provided. November 1,2018 fi This down is Hushed subject rothe Fmnatbns set arm by 8.pals Meg be located on both laws of truss,and placed so weir motor TPW1lCA in SCSI,copies of which WI be furnished upon regale. Tieswlncde with pint cellar lines. 9..Cgs indicate else of pale In Inches. MITek USA,IneJGom uTtus Software 7b.8(1L)-E 10.For tusk connector pate design values se ESR-131 I,ESP-ISM/AiTRO) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 4116BTR LOAD DURATION INCREASE = 1.15 1-2=1 -9) 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x4 KDDF 111611TR SPACED 24.0" O.C. 2-3-(-600) 116 7-8=[ -60) 83 2-7-1 -40) 360 WEBS: 284 KDDF STAND; 3-4=1-600j 133 7-3=( 0) 306 286 KETT p2 A LOADING 4-5=1 -9) 109 ]-9=( -40) 405 LLI 25.0)+DL( 1D.0) ON TOP CHORD = 35.0 PSF 4-B=(-630) 228 TC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <- 12"0C. DON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS STIR SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pq) 0'- 0.0" -80/ 663V -184/ 184H 5.50" 0.45 ROOF (1485) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-] psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.002" @ -1'- D.O. Allowed - D.133" MAX TL DEFL - -0.015" @ 5'- 7.3" Allowed = 0.686" 5-07-04 5-07-04 MAX LL OEEL = -0.001" @ 12'- 2.5" Allowed - 0.100" ,� 1 MAX TL DEFL = -0.002" @ 12'- 2.5" Allowed - 0.133" 1 MAX TC PANEL LL DEFL - 0.062" @ 8'- 2.7" Allowed - 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 IIM-4x4 9.00 11AX NORTE. LL DEFL = 0.009" @ 10'- 11.8" B 4.0 MAX HORIS. TL DEFL = 0.016" @ 10'- 11.R" Al.. Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 14D mph, h=22.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp.e, MweRS(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-3x901111h11111111 M-3x4 ] I M-5x8 4� y o cg ti 1 0 A III ti 0 N 61\' N J6 M-1.5x3 M-1.5x3 Li6.00 6.00 12 12 1-00 5-07-04 5-07-04 1-00 1 11-02-08 ��ej� LNG N F� /O CC" '92 0 9r" JOB NAME : RT AREA 4 ENGLISH 2 - F2 Scale; 0.3505 WASHINGS: GENERAL NOTES, unless otherwise noted'. Q Truss: F2 I.Builder end eremonconveuer should be advised or an canna!Nobs I.labs design k eased only upon the paremettnetnwn and is for an Individual 9/ "7 OREGON �, �(u and Waminps berme conenu Aen mmmenwa Eulidmp component_Apgiretility of design parameters and proper R.Ng Wmpreevon web bracing must Pe Installed where shown m iMOryoranon cleampenent ea me responsibility of the building designer. rt a.additional temporary bracing to insure&ability during consbupwn 2.Design assumes me lop one bottom cneMalo be laterally braved at 'o qy 14e 2° e+ iMMe nspansiblty of me emoter.Adtlpnal permanent bracing or z a.a and tl to'a.w rsiGh as mitres Mara throughout their 80(length by cvmingot Meaminp such as plywood Memning(rc)endrorarywreulBc). �'' DATE: 1 0/31/2018 the loadoverall structure is the responsibility or the building designer s.Dr Impact bridging or lateral bndnq required where shown» �j['] SEQ.: K5342661 4.Noloadslwukb applied to any component until loadsg bracing an 4.Indsfla,0or hoes la the reInbelltydl the reepa,,NacoMactor. FITI►L Msterwre are cdmplate and at no time Mould any loads greater than S.Designs assumes Urines an lo be used In a non-corrosive environment. TRANS ID: LINK design wads be applied fo em'remponnd and are for'an condition-ofuse. S.edmparma has no wnMlo.enem.somas no responsibility tor me O.Design aawesNll bearing at al supports Mawr Shim or wedge d EXPIRES: 12-31-2019 r,ft100 bn,haneling.Mlpment one rn9ylrtw w n prmponanh. 7.Desgnµ,assumess adequate drainage is prdv6ed.H furnished 1,2018 s .Thee design Is subptl nn to timIlions set forth by 8.Reseal..be located on both racesel buss,and placed so their Center TPNV7CA In SCSI,copes of which call be haNMe upon request. ones Coked*with joint center met MiTak USA,InwlCo Trus Software].6.8it_-E 9.Digits indicate see of plate in inches. n'Wu f ( ) 10.Fo,bask connector plate design seises see ESR-1311.ESR-I9Sh(Wheat This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(-601) 145 4-5=(-184) 191 4-1=(-468) 165 5-3=( -41) 393 BC: 2x4 RUDE 916BTR SPACED 29.0" C.C. 2-3=(-601) 165 5-6=1 -511 82 1-5=( -41) 362 3-6=(-468) 188 46EB5: 2x4 RODE STAND; 5-2=( -3) 306 2x6 RODE 112 A LOADING LI.) 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. VON. 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'- O.U" -76/ 506V -161/ 161H 5.50" 0.34 RODE (1905) 11'- 2.5" -76/ 506V 0/ OH 5.50" 0.34 RODE (1485) LL = 25 POE Ground Snow (PS) 1 On For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "o c spacing. REQUIREMENTS OF IBC 2015 AND Inc 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX TC PANEL LL DEFL 0.072" @ 3'- 2.7" Allowed = 0.396" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.048" @ 2'- 11.3" Allowed = 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" MAX HORIE. TL DEFL = 0.016" @ 10'- 11.8" 5-07-04 5-07-04 12 12 Design conforms to ma/n windforce-resisting IIM-4x4 system and components and cladding criteria. 9.00 7 a 9.00 9 0„ Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 .t (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), n load duration factor=1.6, NNEnd vertical(s) are exposed to wind, 11 Truss designed for wind loads in the plane of the truss only. M-3x9 �e M-3x4 e- �� M-Sx8 �� -r 0 0 I .-1 A o o aV el II 4 lee 1st I. y f ui u M-1.5x3 M-1.5x3 .4 6.00 6.00 12 12 l l 1 Y�}} 5-07-04 5-07-04 ��y�lg PROFE6S y o2-Ds Y �s.�5� ��``NGINEF9V`�tp�9 •9290P C JOB NAME : RT AREA 4 ENGLISH 2 - F3 _ 411P _ Scale: 0.3520 NARNINOS: GENERAL NOTES. unless otherwise notet'. V3f 1.Bulkier and ereatan contractor should be adaiRd al all General Notes 1.TNa design I.Santo only upon the parameter.Mown and is la.an Individual OREGON a._ kJ Truss: F3 and waminnn Mrore cdnNraaan commences *ding component epplmaalllry old.N®rpommaam and vapor 1^ 2.9ra campeeaun web bracing must be metalled where shown.. incorporation of component Is Ms responsibility onM building designer. GHQ�if,1J 14 ^O` �� 4.Design assumes the lope.ban*chords to be aleralry bated at I •- P 3.Additional temporary bamnp to insure.ledliy dating eanLmdbn X AA and at 10'a.o.reepedlvely mlesa braced lhnuglwW\Mileryth by s n la thenaponaei0y arm..roman.inAS of the permanent bracing or conpmirn sheathing such a a plywood Meatbnp(TC)and/or drywaINRC6 v DATE: 10/31/2D18 the overall nldamiMIoRnycbahonMbuildifga.a®mr. a.v Impact°Mgingorate.linki lltynlndwhata.Mwn•• ERR�I.�- SEQ.: K5342682 A Na load&wuld be apilad b any component until alter all*sing ran a.nunlgn en al Wmla°.0,105. a al Me rasped*centred°. raaarren are complete and at no nme should any bads greater man s.Design assumes tomes are to M used in a nonttnodv.erwirunment. andare mr'dry condition'al use. TRANS ID: LINK design bads be applied to any component S.CanWTnpM1a.nawmreloverendeswm¢snortsponubllilybrlM 6 Design masae eaallbearngalalsulks.shown,BMmorweageI EXPIRES: 12-31-2019 wry faiMemlan.handling.shipment and installation al components. T.Design aawmes adequate drainage is darned. November 1,20 1 8 B.This aee*islCnish.l ubsd to Me lls.100n..fort by B.PateseMYbebcaled an hot aces of Pose and placed as meu tamer TPPAPCA in SCSI,copies of which will be furnished upon request. Mesindat with joint kn.Imes. MtOtek USA,IncfCom uTlus Software 7.6.81L B.FuraiMcnanaNaMlateeig,uwi p ( }E 10.Forbasawn**tor plate design values see ESR-1311,E35-1988(M1TeM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 284 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-2246) 2275 6-2=( -959) 636 BC: 284 KDDF A1sBTR SPACED 24.0" O.C. 2-3=(-1787) 1415 7-8=(-2246) 2275 2-7-(-1615) 1884 WEBS: 284 RODE STAND; 3-4=(-1787) 1415 7-3=1-1039) 1303 286 KDDF A2 A LOADING 4-5-( -91 109 7-4=1-1615) 1884 LL( 25.0)40E( 10.0) ON TOP CHORD = 35.0 PSF 4-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. 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" 12.0" LL - 25 PSF Ground Snow (Pg) D'- 0.0" -581/ 980V -2000/ 2000H 5.50" 0.66 KDDF (1485) 11'- 2.5" -581/ 980V -2000/ 2000H 5.50" 0.66 [KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL no For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPdF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TL DEFL = -0.042" @ 5'- 7.3" Allowed - 0.686" 5-07-04 5-07-04 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed - 0.100" MAX TL DEFL = -0.002" @ 12'- 2.5" Allowed - 0.133" 1 MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed - 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 9.00 7 �9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 3 4.0" MAX HORIZ. TL DEFL = -0.059" @ 0'- 2.8" maICONS. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to m !claddin-resisting crteia system and components zand cladding criteria. IIIIIIIIIIIIIIIIIIII Wind: 140 mph, h=22.2ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed far wind loads in the plane of the truss only. iM-4x9 es ,�M-4x4 2 l pp f �p M-Sx8 4' v 1 sr 0 0 1 .-: Al 0 I MI e+ 'ILO ay yw M-3x4 M-3x4 G16.00 6.00 . 12 12 1 1 y 1 1 1-00 5-07-04 5-07-04 1-00 � p PROF . 9200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - FDRAG Scale; 0.3505 • WARNINGS: GENERAL NOTES, unless omelwlee noted: t.BGmerand eredldncdneaaor should beedgkedofseGererelNoes t.Th.dead.lebeeedonty upon the pemmekre Amain and iakranindividual 9 OREGON b Q/Q Truss: FDRAG and Warnings before conelnidon commence. budding component Appkdbaty a design pammaemam proper 2.2ed compression web bracing must be mantled where mown 4. scorydntfon ofcomponem lstew responsibility erne Pulping designer. 3.Additional temporary breanph insure daddy audr.p mcscodn 2.Design assumes me top end bottom chordate he treatyemcee at GAO ' 14 20� �-‘r'` told.manometry of the erecter.Adtlnfons!permanent bracing of Td.c.aM at lg e.c.reapemWely unless braced tnrougheut that length by mmnudunmmming such as plywood aneeminp(rc)anvor drywalkec). �^� '�� DATE: 10/31/2018 the overallmuctere fa me responsibility of the building designee. 3.DiImpaa waging or lateral erasing required where mown.. C • SEQ.: K5342683 4.Nomad mould be applied to any omooned until after al among and 4.InWpwka of Ina is the responemwy on be respective comrade,. Fasteners ore wmplea and al no time should any loads greeter than 5.Design assumes tmsaws Cr,to be used k a nonherrodve environment, design meat be spited m any component. end are Mw s cdnelumt•of use. TRANS ID: LINK 5. nmpuTmh..recom idwr.nd.ammannrep!responsibility ruse S.Desgnepmnes Mil bearingatagPupportsstt Shim or wedge if EXPIRES: 12-31-2019 rmencanon,handling,shoat am installation of components. neoa6fery'r O.ibis des eisROnlmedaubxahlhellmnatkm set fomey 7.Deegnaalbeesadedatedeafaceisprovded. November 1,2018 8.Plates anal be located oneotb hoes ortmu,end placed so meld tamer - I251ADDA in 5e51,copies oldish wed be furnished upon depose Ikea mince*wee iolnt center lines, P.Diggs indicate size of plate in inches. MRek USA lnc./CprpuTue SeMvefe 7.6.8(1L)-E no,For batik connector plate design values see ESR-1311 E5R-1963(MITem This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-0D MONO HIP SETBACK 2-02-DO FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816131R; 12-01-00 GIRDER SUPPORTING 11-02-08 1-2=1-26011 63D 1-5=(-502) 2010 5-2=( -233) 1267 7-4=1-193) 134 2x6 ROOF 81613TR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=1-2010) 525 5-6=(-819) 3037 5-3=(-1081) 348 BC: Doe KOBE g1&ETR 3-4=1 -24) 33 6-7=1-819) 3037 6-3=( -80) 1024 WEBS: 2x9 KDDF STAND LOADING 3-7=1-3217) 895 LL = 25 PRE Ground Snow (Pg) TC LATERAL SUPPORT 24"OC. DON. TC UNIF LL( 50.0)+DL) 20.01= 70.0 PLF 0'- 0.0" TO 2'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 52.1)+DL( 20.81= 72.9 PLF 2'- 2.0" TO 12'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.01+DL( 20.81= 20.8 PLF 0'- 0.0" TO 12'- 1.0" V 0'- 0.0. -436/ 1896V -29/ 58H 5.5D" 3.03 KDDF 1 625) BC UNIF LL( 115.11+DLI 92.11= 207.2 PLF 0'- 0.0" TO 12'- 1.0" V 12'- 1.0" -496/ 1800V 0/ OH 5.50" 2.88 KDDF 1 625) NOTE: 2x9 BRACING AT 24^OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 21.1)+1L( 8.4)= 29.5 LBS B 2'- 2.0" IOND. 2: Design checked for net(-T PSI) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRO 2015 NOT BEING MET. MAX LL DEFL -0.059" @ 7'- 1.4" Allowed = 0.558" M-1.Sx4 or equal at non-Structural MAX TL DEFL = -0.106" @ T'- 1.4" Allowed = 0.744" vertical members Dion). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. MAX HORIZ. L DEFL = 0.020" @ 11'- 9.5" T Hangers attached to the bottom chord MAX HORIZ. TL DEFL = 0.020" @ 11'- 9.5" will have 1.5^ max. nail penetration. ** For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TC➢L=6.0,BCDL=6.0, ASCE 7-10, 2-05-05 4-09-13 4-09-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), f -- '1 - '1 'f load duration factor=1.6, End vertical(s) are exposed to wind, 2-09 Truss designed for wind loads f f in the plane of the truss only. y 12 9.0017 M-5x12 111111 +29.5051 0O 0 m M-4x6 41111111111111111111111111111 11 I OMEN 1r� 7 �1711 5 6 T to M-Sx 16 M-3x8 M-7x10 <(`f D PROF . M-5x 12 G C Y y l y .5 �.\yGI N E .. /p 2-05-05 4-08-01 4-11-09 ,�? ?i y y 92 0 9r 12-01 JOB NAME : RT AREA 4 ENGLISH 2 - IGIRD ale: 0.2320 -� WARNINGS: GENERAL HOLES, unless otherwise enteR L Rudder arm erection matador Maud be advised of ell General Notes 1.TNBaesgnisbased any upon the parameters shown end N for an memdual OREGON 4/ Truss: IGIRD and Waning:before oonamodkn mmmen,as. beidngwmpenenl.Apgbsey of design pa,se,wn end proper h/ /�- D¢j1 2.2%4 wmprecaion Web bmda mum be installed where Ywwn•. nemrW'aM1en of wmponeY is Ma rseponamilay^rfne Wilding designer. , 9Y 201 r 9.Additional temporary*ohs to onus stability during wnNtudian 2.Design assumes the lop onema9 awes rod mferYry Minced al 14 P is me recmnublhl,of the erector.Additional permanent bracing of mnset,nd el lD a.t respectively unless braced lnroupnwttned knpm by p •e DATE: 11/1/2018 the overall structure slim re Ybu I raw budding de manmri idginsorarehaaaryweceshred where showndlern arywanl4q. Men R L\- spnn ye after agar. 4.IntmInstallanunnl truss s MMM.relpmslbllwal the rearenlmwn•• fl1 SEQ.: K5392689 aN^mms are co elete an attn any mmpenm uny Nader bracing and 4.IseWn anumes*11m ra,In be mid Itaenysanawnnviron fasteners are complete and al no Nine vlwaa any Nader Ureter than 3.anWnuw eawseesare uses used In enon�rtgWaemimnmenl, TRANS ID: LINK Weir loads be applied m any component am are mr•ary condition'row. 5.pdmpuTreaba,wwnnoloverandassume,aresppamaiyfertile B Design a=W egmllbe.dh4alapwppadq pw 4mmpnwdp¢4 EXPIRES: 12 31 2019 necessary. ranker.,handling,shipment and swells.n ofmmpeneme. T.Design assumes adequate drainage provided. d.Thi desgna furnished subjects me llmdanda sal mum by B.Plates Owl be located on both%Moe Oflraruw,and placed so mein canker November 1,2018 TPVW/2CA In BC51.copies of which will be Nmi¢hed upon requedt lines coincide Nth wind canter gr.6. MiTek USA,Inc./Oom uTrus Software T.B.81L Z D For basi nccnnate etorawinucnec P ( )- 1.FmsIndhannMor kiss :ni Mines.'Awe aaa ESN-I911.ESR-1904 affair) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 11-02-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF B1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-1943) 259 1-6=1-324) 1437 6-2-( -95) 859 BC: 2x6 KDDF B16BTR 2-3=(-1061) 188 6-7=(-322) 1420 2-7=( -818) 192 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -222) 252 7-6=(-194) 736 7-3=1 -226) 1478 2x4 KDDF 41613TR A LL - 25 PIP Ground Snow (Pg) 4-5=) 0) 0 3-8=1-1398) 304 TC UNIF LL( 50.0)+0LI 20.0)- 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -234) 194 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.1)+DL( 112.1)- 227.2 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. CON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -250/ 1795V -169/ 334H 5.50" 2.81 KDDF ( 625) Single member as shown. 12'- 1.0" -347/ 1796V 0/ OH 5.50" 2.87 KDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FCOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. 1 e. For hanger specs. - See approved plans NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX LL DEFL = -0.023" @ 4'- 0.0" Allowed = 0.558" TO FABRICATION OF TRUSS. MAX TL DEFL = -0.042" @ 4'- 0.0" Allowed = 0.744" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-01-12 3-10-10 3-08-19 0-03-12 MAX HOAR. LL DEFL = 0.006" @ 11'- 7.5" 4 1' '1 4 1' MAX HORIZ. TL DEFL = 0.011" @ 11'- 7.5" 12 9.00 M-1.5x3 S Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23 Jft, 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) areexposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 3 I c. A. IiiiHH. ill , an M-3x6 i "it 0 t 6 11 _1I p 1"-- 6 7 .. 6 -e o M-5x12 M-3x6 M-5x6 =M-6x6 '\`` ..G NFLFeSo y 4-00 y 3-08-14 y 9-09-02 1 a' v� `A O�iI y 2-01 y Ct 89200PE • JOB NAME : RT AREA 4 ENGLISH 2 - HGIRD Scale: 0.3154 WARNINGS: GENERAL NOTES. Inlesolhery lag rated'. ,.Milder and erection contractor aea be advised ofal General motes 1.Lbie design bbaedemgponthebarometera.Anem.b9iem,eniroNenel OREGON 4./ Truss: HGIRD and Warnings Ware construction commences. building component Applicability of sewn parameters and prober Qi 2.2a4 compreeabn web bracing must be!Waled where shown.. incorporelwn of component lathe responsively&the beading designee 2 gt �� 3.Amn'enaI temporary m.dng m Ian wally dunng construction 2.Design assumes the hop and bottom chords to be lamely braced at L/p '9 y 14 O Is ihe responsibility of the erecter.Additional permanent bracing or ra.c.and at in ox.reebedNery unless braces throughout their length by DATE: 11/1/2018 the overall structure istnere of de DMinwmeggingoreuchaagywooe iredwh(rQlcona4 imager rywnikBc). _4?- RRILX- aany mgryo bugling agmr. 3.Dr lateralbedngtyotna wnesenewn++ 4.Na bed should be applied to any cmponent UMil eMrJ bracing and 4.Designbn or num Islas responsibility M tie respedive contractor. SEQ.: K5392685 laymen me campbte and at no time should any bade Mimi.Men 5. assumes trusses ere to be used in a nonmor.osive environment. TRANS ID: LINK design loads be implied to any component. 5.DesMn.reaumdes Nn bearing Ouse shown.shim or wedges B.Compurms has no control rave and assumes no reapaeviMey for the necessary. EXPIRES: 12-31-2019 Iebnufbn.handling,acpnmtt end ieeagaoe arenmphnante. 7.Design assumes adequate drainege is pmedee. November 1,2018 6.Thisdeagn lis furnished subject lame limitationscet loth by 6.Platen anal Na brazed an both bra Otiose,and placed so mar center e TPNATCA in BGMM,cog...M.44g,will be lum(hed Wan nequeet lines cllrwme Wild joint<enter lines. 9.Digits IMMale VZe Valero in inches. MiTek USA,IncdCompuTfus Software 7.6.8(IL)-E in For has,connector plate design veins w E6B-I311.ES19-1 M83(MRein This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DbF/Cq=1.00 TC: 2x4 RODE 916BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7338) 1200 1- 7=1-1062) 5482 7- 2=( -408) 2440 10- 5=( -220) 1270 BC: 2x0 KDDF #16318 2- 3=(-4852) 808 7- 8=(-1048) 5396 2- 8=(-1688) 342 5-11-1-4976) 882 WEBS: 2x4 KDDF 616BTR LOADING 3- 4=(-1886) 380 8- 9=( -724) 3698 8- 3=( -518) 3312 11- 6=( -84) 28 LL = 25 PSF Ground Snow (Pg) 4- 5=1-1408) 348 9-10=( -230) 904 3- 9=(-2996) 602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.0)+DLI 20.0)- 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6-( -162) 202 10-11-( -230) 904 4- 9=( -178) 826 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V 9- 5=( -634) 3588 ADDL: BC CONC LL+DL= 1801.0 LBS @ 2'- 3.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA r ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 1796.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" o LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1009/ 5860V -170/ 390H 5.50" 9.22 KDDF 1 62 S) �/�� c in 1 row(s) throughout 2x4 tip chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M9" o n 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'CONE. 2: Design checked for net(-7 ps£) uplift at 24 "cc spacing. i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.035" @ 6'- 3.6" Allowed = 0.727" NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX TL DEFL = -0.079" @ 6'- 3.6" Allowed = 0.969" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR SEASONED LUMBER IN DRY SERVICE CONDITIONS TO FABRICATION OF TRUSS. MAX HORIZ. LL DEFL = -0.008" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 12-01 3-04-08 Design conforms to main windforce-resisting 2-05-04 4-01-13 5-05-15 1-05 1-11-IS system and components and cladding criteria. 1 T T T T T 12 Wind: 140 mph, h-23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 M-5x6 M-7x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i,_liMilI' End verticalls) are exposed to wind, A � ! Truss designed for wind loads in the plane of the truss only. M-3x6 ro 0 I m M-3x8 2 M-SxlIn.MIL6 Mg I ��'� mi -, 1 7 9 a' 9 10 1 M-3x12 M-4x8 M-7x8 I M-3x12 M-4x4 � PRpFFs y 4}laolq y y f179Da , �� C,IN cR S/ 2-03-08 9-00-01 5-11-03 1-03-041-11-08 (e...../,....;;:ip ?� N ` (/�jl 15-CS-DOy 92 0 Sr" JOB NAME : RT AREA 4 ENGLISH 2 - GGIRD Scale: 0.2506 WARNINGS: GENERALNOIES. unlessath•,vise noted: Q 1.Milder and erection contactor aMWl be adWaedmall Ge^=nl Noma 1.This design.based only upon to parameters shown and lsbr an individual te Truss: GGIRD bundn 9G OREGON �1(/ end Warnings mmamdbn&mmencls. gmmpmnnt.Apent isty of parameters and prop., z.as mmlxenNn web bracing must 6a inaasa where sown.. inereomton orcompopanNmemchords Ayermeallbbgdaat 3.Additonl temporary bracing W insure stably during wmeudbn Design assuneame top and bottom crone ld be merely braced at /O '9}' 141 2° �-1- Ulna responsibility of rM erotler.Additional permanent bracing al a c,os m 10'e.c.Scot ey unbar bated IhC)and),*9eir length by pI is DATE: 11/1/2018 me overfill structure bins sibw dine swum sea bmenuauadneeminr auch aspywoemeeming1T6)a oar drywan(83). 'w'' R I_� NV mpny y a e designer_ a n impact bldgitg or lateral&nine required where mown•• (-(fl SEQ.: K5342666 4.No bad Mould be apiba to anycomponent until after al Wrung and a Installernotm,mleme ere wore respectivee sndor. fasteners are mmpbb and et so roue should any bads greater than 6.Design assumes Mimes ere to be&Ad m a noncorrosive environment design toe many compmwncomponent. one are.tor canemer Muse.ID: LINK de 5.CbmpuTrw has mmrWel over and assumes no responsibility burns 6 Design assumes fit bearing atel supports shown.Stm or wedge it EXPIRES: 12 31 2019 r.biiulbn,h.ndlirg.shipment and Installationdy&mpanenm_ T.Design assumes adequate drainage isrtn0.an November 1,2018 6.This design isfun:rhea subject to Me limitations au forth by 8.plates Mal be located on both lama&tn..and Matted so mein center TPWrtCA in BCSI,mqn or vetch will be furnished upon request. lines&Amide with)am center Imes. MRek USA,IOC.R'iom uTms Software].6.8 1L-E S.Digits Indicate she a pine I^sunk. P ( ) 10.For basic connector plain design values sae ESN-1311,ES14-1988061ek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" ;COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing TC: 2x4 I(DDF ill6BTR LOAD DURATION INCREASE - 1.15 p g BC: 2x4 RODE 4116BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <- 12"OC. UON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT C= 12"OC. UON. LL( 25.0)eDL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h-15ft, TCDL-6.0,ECDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dirl, Unbalanced live loads have been TOTAL LOAD u 45.a PSF load duration factor=1.0, considered for this design. Truss designed for wind loads LL - 25 PSF Ground snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous beating wall [ION. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-lx2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LEVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 9-10 9-10 T '1 T 9.00 I IM-4 x 4 Q 9.00 2 i4iiillhk\ e i o t I y 4 5 c,ik‘VO PROP:.. y 1-00 y 9-08 y 1-0o y ��' �N('INFF� 5Wo"0: 'cc" :9200PE 9t JOB NAME : RT AREA 4 ENGLISH 2 — L1 Scale: 0.4870 L " WARNINGS: GENERAL NOTES. uneen otherwise noted: O /S. 1.BUNN,and erempn cont.-ado,should be.coshed Mall General Notes 1.rnia aeegn a based ens upon the parameters shown and Isar an Individual pG ,�OREGON A. Truss: LI and meanings man construction commences building component.Applicability of design parameters and proper S.N4 wmmeacion web Bracing must he installed where shown.. inmtpe and at ofcomponem lame reapon.ibier Man sulking designer. 2�N A� 3.Additional temporary coatings insure stability wrong mnMutlbn 2.Seep aawmesaw top and bottom chords a be laterally based at 'O '1r 14, T- iemeresppneMlllyelit.ender.Additional permanent bracing el Yea.and at lGec rScotassely unless bawd)TC)lout their length by DATE: 11/1/2018 meevemlamaure isms Si Irtpagsneamdr suehaepcngreuired aiim sown•dGmrslpee). A'�RR 1 ro tinynyrsibmpnentnfii ellsr all designer. 3.'hlaleon or trs!st erespeteral WgnpuilWM,anMann.• •v, F11llt.SEQ. : K5382687 a.NaSe,o load raresnou complete en .:,a component any eadsgemdm.ra 5.installation sums ere used se inane paaae w010ian t.d.mn are compote end atnelens sneua.ny b.eaareearllw 5.and are assumes susses Muse. lice nomrnnenea environment. TRANS ID: LINK design bags be applied to am component. and are for mnenler glue.. 5.CompuTrushesnownt,pip,alaridaea,mesnoresponsibiRyarthe b neessaea nxleenna+.lwppm m.smmwaterier'a EXPIRES: 12 31 2019 tebdealbn,handing.shipment and installation a componentsDesign necessary. I.pegsnestb"'b4awurnFanel.mev"`°_ November 1,2018 4.This decgnu furnished subject tome Nonagons set arm by 8.Plates anal be located en Man laces oftmm,and pieced so their mina TPLANTCA In BCSI.copies d anon will ee lumanM upon request Ineseondde web joint e comer lime. 9.Die 5 indicate sire of plate In nws. MiTek USA,Inc/CompuTrne Software 7.6.8(1LfE no.Fa ask connector owe demon slues see Hee-1311,ES13-1980(MiTeX) MMEMMOMMMIL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.0D TC: 2x4 KDDF II1&BTR LOAD DURATION INCREASE a 1.15 1-2=( D) 71 2-4=(0) 0 BC: 2x4 KDDF 411&BTR SPACED 24.0" 0.0. 2-3-(-66) 33 TC LATERAL SUPPORT <= 12"OC. EON. LOADING i BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.D)+DLI 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 PSF O'- 0.0 -55/ 317V -21/ 11H 5.5D" 0.51 ROOF ( 625) -25/ 24V 0/ OH 5.5D" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (PO 2'- 2.0" -23/ 52V 0/ OH 1.50" 0.08 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. t@ROVIDE FULL BEARING;Jts:2,4,3 1 BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP ICOND. 2: Design checked for net(-I psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX IS DEFL = -0.002" @ -1'- D.O. Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- D.9" Allowed - D.062" MAX TC PANEL TL DEFL - -0.002" @ 1'- 4.2" Allowed - 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS -e MAX HORIZ. LL DEFL - -0.000" @ 2'- 1.3" MAX HORDE. TL DEFL = -0.000" @ 2'- 1.3" 12 9.00 V Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=6.0,BCDL=6.0, ASCE 3-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o4 Truss designed for wind loads 0 in the plane of the truss only. 0 N L r 2'� 4 1110..- 1 M-3x9 �c; NGINEF > .1. 00 1- 2-oz 1, �,� R �9 :920OPE JOB NAME : RT AREA 4 ENGLISH 2 - IJ _... j scale: 0.9914 want/Dam: GENERAL NOTES. Mies omerwhe*ed. A- 1.Builder andsremun contractor should be advised of all General Boles I.This design is based only awn eve peamet<a mown and IS l«<n lndlweu,l O 47 OREGON�� 4,/ Truss: IJ and Warnings before conamaon commences. building component.Applicability or design paremetem end pmper J` 2.]<«mw"ssmn Web l»ling nun be installed where shown.. incorporation of component is me reap midmy of me buildingBaden«. /O r(1,l 14e ^O a enddnieml temporary bracing to Insure paaNr during c«struamn S.Design ouumes the top ens bdtlan chordate be laterally dane.l T G e� Is*s cony or the ereaor.Additional permanent bracing 2'ex,and N l(ro.c.reep<arvey a 00,Mon"fhrougnoN their length by **wherry continuous Mwming such as plywood Meemlry(Ic)anN«dryweA1B81. { ` v DATE: 11/1/2018 the overall elmbe is the reewnsbliryn i building designer. 9.2n Impact bridging or*red bracing required where shown.. �PR1L� 4.No bed should be applied to tiny Inn.Monl until atm el daarg end A Installation of Prussia Me rewpensius/of Me reapeawe contrary°. SEQ.: K5342688 hammers ere can oryleend Si no time should any loads greeter men S.Design assumes Wawa are te be Med in e nencdrtowe environment design loads be apples to any component ma are for'Nry wmonn-er use. TRANS ID: LINK B.eampuBus has no control over and names noregiomn,forthe aD.ignryzumesmEba.nngelrwppnmsnewm.snlm«wedgert EXPIRES: 12-31-2019 fabrication.handling.sbromenl end lnallletion of*pone*. yr.ppgn assumes adequate drainage Is provided. November 1,2018 6.This design is furnished angry to the imitations set forth by 5.Metes Shag be Merced on both laces or truss.and placed go theircemer TFIM?CA In SCSI.copes of wfikh Wit be Nmbhed upon request. lines college with)Dint center!Inn. 9.Dyes indicate sea of plate In Inches. (Wok USA.Inc./CompuTrus Software 7.6.6(IL)-E 10.For bade connector plate design values see ESR-191 I.ES12-1900(MDek1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 CC: 2x9 ROOF KlaBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9-(0) 0 Bet 2x9 ROOF 81a0TR SPACED 24.0" O.C. 2-3-(-67) 33 TC LATERAL SUPPORT <= 12"0C. Cod. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01*DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DI. ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 95.0 PSF 0'- 0.0" -49/ 315V -18/ 67H 5.50" 0.50 ROOF I 625) 1'- 10.9" -21/ 96V 0/ OH 1.50" 0.07 ROOF 1 625) LL - 25 P5F Ground Snow (Pg) 2'- 2.0 -25/ 239 0/ OH 5.50" 0.04 ROOF 1625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-) ps£) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.9" Allowed - 0.063" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.9" Allowed - 0.083" 1-11-11 A SEASONED LUMBER IN DRY SERVICE CONDITIONS I I MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 12 9.00 V' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCD1=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-l.6, 3 y Truss designed for wind loads in the plane of the truss only. e 0 0 .1 o N [ I 4 � M-3x9 1 y y �IEo PR OFFS ao 2-02 c'L.<ONGINEFR S/029 9200PE x JOB NAME : RT AREA 4 ENGLISH 2 - IJ1 Scale: 0.6862 • WARNINGS: GENERAL NOSES. unless etterwae noted'. 1.Gabler and erection uwactor should be advised et all General Notes 1.Tas design Is based only upon be parameters shown and is for an:wnidval OREGON tn �� Truss: I J1 end warnings before conmuaion commenus. Welling component AppMcabdly of design wramelem and proper 4, z.zr+compewran wee Madre main be Metaled where shown.. Incerpomtan et component Nthe reasonability of the building designer. ��/^",.�1' 74 O� a.Addition temporary basing to neare marry during combed., 2.Design assumes the bap and baron chards to be laterally braced at V T 2 ��` lathe reymnelbiley of the edger.AddiMnel permanent bracing or Y ex.and a 10'a.c.resp5a:md rnleu braced Madded their length by a �y DATE: 10/31/2018 the overall aoudurs n the reeponstiNy WIN.buildingdie confirm.Pidgins owaacnesaywore ahwtinglrshown•drrmmnteq. M �l signer. J.3n Impact bri4Tinpaatanl bracing required Man abawnee •eR R'I-\- SEQ.: K5342689 +.No bad should beepµaeto any component until aver as bracing and 4.0a49n s gigues Nib*responsibility onM respective coabador. fasteners are can plele and a no dna etur any wade greaser than 5.Dasg assumes wesee are ro be used In a non<orroNve environment TRANS ID: LINK design bads be applied to any component e.Design nd .r«md Rrwirw.nnsn.�suvvoon mown.Shim or wedge s.ComsuTrus has no comrol ever and assumes no resporwibhry far toe„,y, EXPIRES: 12-31-2019 fabduaban. ndr�ng,shipment end insallmronofcomponema_ ,. ,ignassumes adequate damages presided. November 1,2018 O.Tesdeslgn is furnished subject to the amdsmra set fort by a.Plates deal be routed on both aces stints end paced as roes tenter e TPIWfCA In SCSI,copies aMbh wit be furnished upon request. Ines colrclde wit loth centerline. 9.MITek USA,Inc/CO Tars Software l.8. 1L E to.for tow wlmwoorqueminv,al Rrprn B( )- fAaa din 6n,05. See ESR-1311,ESR-1 g8a(MITES) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-2-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 ROOF 4160TR TOP CHORD LL = 25psf TOP CHORD DL - lOpsf TOTAL LOAD - 32psf 12 6.36 P M-3x6- gl M-3x6- M-3x8 o 1-08-09 3-00 e\��NGP FED sips `tom 9200PE 9� JOB NAME : RT AREA 4 ENGLISH 2 — IR Scale: 0.9665 WARNINGS: GENERAL NOTES, unless oth.rw'u+med'. O Q" 1.&decant median wNagorspos be advised al all General Notes I.This design is baited any upon the parameters shown and is br an Individual Truss: IR and Warnings WoreBractcpon commences. g dwnpenen building t.Applicability oldesan parameters and proper m bil 9/ A_OREGON N �� ` _✓, 2.ha compression web bracing must Be metaled whore ehown inryareha component hr n of roeporaEiAy ohms building designer. , �� a MOslenal tenwrarR bracing to Inure stability during censmraon z.2en,and at to tnempane inborn chords tode laterally braced et i� qY 14, 0 permanent sin 2'en.and at ID cc respeabey unless Paced tleeugbbul MeV lergm by is the responsibility al the erector.Addldonal tbrxln l aprbnuaua Penning such plywood Mnming(Te)aMla OBes(Be). /j NV DATE: 11/1/2018 the overall Windup is Ma responeibilly&Pe Manna designer. J.h Mean Merging or lateral Prating required niters shown.« R�1 SEQ.: K5342690 4.No lead should be applied to any co pooull until alter el Pacing andS Design of truss is the responsibility of the respective contractor. In fasteners are complete ens at m time should any bads greater than 5.Designassumes Wma are to be used in a nenworrvsve environment. TRANS ID: LINK design bads be applied a any component. +m are Mr cendiem•brube. 5.CanpuTrx ea rap wMol averend exumes nil rcapbnNblLLy burns a.Design applies Nl beMng al as supporta shown.shim or wedged necessary. EXPIRES: 12 31 2019 tabe ation,Orego handing.shipment andlnehlloan et cemponenhs. 7.paegn Pewees adequate drainage is provided. November 1,2018 S.The design is furnished subject ihe cot and by S.Plates shall be located on both faces of truss.and placed x Melt center TPWRCA in BCST copies of which ell be furnished upon request. lane coincide with joint center bees, Mild USA.Insicom uTrus Software 7.6.5 1L P.Dines indicate eae Opine nsifln values p1.Forsind to ece plate a ingnvalxa see ESP-1311,ESP-1980 hLSleM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9•- 8.0" pOND. 2: Design checked for net(-7 g gaol uplift at 29 "oc spacing. TC: 2x9 KDDF NISBTR LOAD DURATION r21 0"SE = 1.15 BC: 2x9 KDDF p168TR SPACED 29.0" O.C. Design conforms to main dl claddingrcriterig system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 95.0 P5F load duration factor=1.6, Truss designed for wind loads considered for this design, LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-10 4-10 1-_- .1 T 12 12 IIM-4x9 12.00 7 2 N 12.00 f CO co 9 5 �c�Vo P R Oress � �NGINEc'4 /„2 y 1-00 l 9-0a ' 1-00 ' 92 0 �� JOB NAME : RT AREA 4 ENGLISH 2 — Ni � . ' Scale: 0.9295 WARNINGS: GENERAL NOTES. unless otherwise misd: I.Builder and erection contractor should b advised aI all General Notes I.ThO Suuy Is SCold only spun Bit paransllms Shown and IS to.arm IndMdtJS •3G ,L.OREGON Coo Truss: Ni and Wamirga Wore consbuction commences. bribing component.Applcallly or design parameters and proper ! �r g.h+wmpeuun was Prating muYMln Rll0t during construction .. incorporation or component N G»responsibility of bolding designer. 'l 3.AddYbrel temporary Mooing m Insure stability during construction gDa+gnawames m•top aM bottom chords to be laterally braved al �O �j 1^' ZO �"� Y me reeponapiny orihe erector.Additional permanent bracing o! 2'cc.and al Ill o.c.rctpegrveN unless braced throughout inert length by •t DATE: 11/1/2018 the overall structure Is Me mspomibgty pMM Midirg designer. <pnnnnoweleeming lac,Ai pbwoaa eheembgRel admor arywaRBet. v 3.'1s Impact 5idg1q or lateral bracing required where shown•• ��F J I�� 'SEQ.: K5342691 a.Na bin stoat m any component until enerall bracing and a.Installation of truss lime areporerolm of respective contractor. (� fasteners are compote and al no time WNW any loads greater men 5.wepnassumes trusses are to be used in a nanconvoy.environment bor reuse_ TRANS ID: LINK dedgn d.daM.ppl.dm any component. B.oendegnassumes lullWaring al al supports shown. OfwedgeII S.campurms has re control over and assumes no responsibility for me spry. EXPIRES: 12-31-2019 fabrication,handing,shipment end installation of components. r.w adequate drainage wed. 6.This design larumOMe sawed toMMlaneations set rodnby 9.Plates NW ea aledonMmNwsalrow and paned SOmeirrenter November 1,2018 • TPNMCA in SSW castes of which Mil he furnished upon request_ lin.coincide with pint center lines. NSIekU IncJCa ugma Software T.6.81L-E S.Ogie indicate size w obis in inches 5A. IT ( ) in.For mob eomatlot plate daspr vanes see ESR-1311,ESR-1008(Nnak) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE E11BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 71 2-4=10) 0 BC: 2x4 RODE )1&BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <- 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL) 25.07+DL( 10.0) ON TOP CHORD = 35.0 PIP BEARING MAX VERT MAX HORZ ERG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSF 0'- 0.0" -52/ 319V -18/ 67H 5.50" 0.51 RODE 1 625) 1'- 9.2" -34/ 24V 0/ OH 5.50" 0.04 RODE ( 6251 LL = 25 PSF Ground Snow (Pg) 1'- 11.]" -21/ 45V 0/ OH 1.50" 0.07 ROOF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1PROVIDE FULL REARINGvSts:2,4,3 1 BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP ICONS. 2: Design checked for net(-T psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed - 0.100" 1-11-11 MAX TL DEFT. - -0.003" @ -1'- 0.0" Allowed 0.133" MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DEF, - 0.001" @ 1'- 0.1" Allowed - 0.072" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 MAX WORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" a 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. y Wind: 140 mph, h=15£t, TCDL=6.0,RCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti m 0 4 � M-1X1 1 1 j 1-00 22-00 � GIN�Q�o PROFFss r›, 04F17' 639 :9200PE JOB NAME : RT AREA 4 ENGLISH 2 - ISJ1 Scale: 0.6862 g,.1� ` WARNINGS: GENERAL MOTES. unless otherwise noted: I.6uiaer and erectlon contractor shoal be advised of all General Notes. 1.TIM design W bead oNy upon the pares/Mere shown del le Mr an lMrviaua y OREGON Truss: ISJI end wary before unawdron commences. building amponea.ARMlabily a desSm param°bre and proper /_ ,(N.� 3.rave amp2alen web bracing mlM be Castled where shown.. incorporation of component Y the Nspcna0nv olme MOWN Meaner. ✓/ /LI �(�� 3.Additional temporary bracing to insure stability during conamdbn 2.Geagn aawma me by and bottom tlrontlab be laterally braced a[ Q -/Y 14s V P isles responsibility of the trader.Miasmal permanent bracing of 2'oe.end at,ewa IT repdeey unless bated tnrougteut their binge.by DATE: 10/31/2018 Ilse overall ewdure is me repnaibily of the Wilding designer. continuous shutting or aten•aacingreuired here Mown aww•II(ac). 9.In Impel bridging Me la thealsauterequiree wheres5bwn as Egf3 �L SEQ. K5342692 e.NO Iona should be applied at no erne should anyunhl Wad.tlarednMand <.Deacon assumes Mums repntib se ina on-untiewnmaw. fasteners are mmpbm and et no llmesMUM any toes greater Man s.and e.wmesondasare of to use. sins nw.mpexve environment TRANS ID' LINK deagnbade M eppbtlbenycomppnem. .m.re for"dry[condition"of use. • 5.ComguTrusImsn000ntrolum and tsavmarnoreprsiDlirykrma 0.Dee easmnesmllDeenrgatelwppodasMww.3nimorvadged EXPIRES: 12-31-2019 necessa nwtutbn,handmg,shipment end installation of components. rv. .Design assumes ctedon drainage November 1,2018 s.This designi,furnished cpies MAM°to e sell be furnished ford by e.PNss seal tabamr center fence blwa,end placed so melt Amer TPNMCAn BCSI,coplesot ulnlcn NM be Nmhnea upon request. lines lnimwnIn In Inches. 9.Fosbs)helotse¢er of plate ign values USA,Mc./CompuTnus Software].8.8(1 L)-E Io.Fos bests connector plate design values see Eb10-131 t.ESR-IgtlB(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDE 615BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-2518) 362 4-5=(-1890) 2094 4-1-1-2324) 312 5-3-( -572) 2434 BC: 2x6 KDDE 6l5BTR 2-3-(-2518) 362 5-6=(-18901 2094 1-5-( -572) 2434 3-6=(-2324) 312 WEBS: 2x6 KDDE S2; LOADING 5-2=1 -350) 220E 2x4 KDDE STAND A LL - 25 PSF Ground Snow (P9) TC UNIF LL( 50.0)aDLI 20.07= 70.0 FLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORS BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 297.11*DLI 257.7)= 554.8 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. VON. 0'- 0.0" -479/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0. -479/ 3436V -2000/ 2000H 5.50" 5.50 BIDE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1. ( 2 ) complete trusses required. Attach 2 ply with 3"x.lSl DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psE) uplift at 24 "oc spacing. ( nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. X)( 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 /X`/X` 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.019" 0 4'- 10.0" Allowed = 0.583" 9" oc in 2 row(s) throughout 2x6 webs, MAX TC PANEL LL DEFL = 0.045" @ 2'- 9.2" Allowed = D.333" 9" ac in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.004" @ 0'- 2.7" 9-10 9-10 ` { COND. 3: 2000.00 LBS SEISMIC LOAD. 12 I 12 Design conforms to main n windforce-resisting M-4%6 9.00 Q9.00 system and components and cladding criteria. 2 4'0 Wind: 140 mph, h=l5ft, TCDL=6.D,BC➢L=6.0, ASCE 7-10, !, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), III►►►u-r-r-r\\\�111 load duration factor=l.e, End verticallsl are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x8 iI • 1lI ilpp cm ® o - ml /- n ►� P 5 ►-�, M-3x8 M-7x10 M-3x8 j 4-10 y 4 10 y ��ED PR6FFss ,0 9-08 y 4r\3 NC7IINEF9 /6 09 ° :9200PE T JOB NAME : RT AREA 4 ENGLISH 2 - LGIRD Scale; 0.9288 '` • ' WARNINGS: GENERAL NOTES, unbu otherwise scald f I.Builder andencdon wnhadur should be advised of all General Needs I.This design is based only upon Me parameters shown and bed anlndiuidual OREGON Truss: LGIRD and wamcas 5esere canemimen.nmmenms. beaded eompon,M.Apolleaaliy ordesgn summated and proper �` Qe z Xa compression web bracing mud be Installed where shown.. Incorporation of component N be responsibility teethe balding designer. /O .Q'l 1Y 2�� 3.Additional temporary baclnpbnnre Medley dumb wnehuctlan 2_Design assumes be tap and balm Oradea.be Wedgy braced at I} bib.,espOe,blay sItS endow. permanent bracing of 7o.e and al Id tea respectively unless bracedlbrouenout their length be t (� ' DATE: 10/31/2018 the overall stadum a there bay Weis heeding m 5,Impact bndsE,01 Mmsuch aepygregaiwood regained Tshown•ayw.Il(Bcl. /ypn n�� v responsibility to designer I.h bsheba or ISO,,.bracing requhed where maven e. C rl Il SEQ.: K5342693 4.No load Mould beapplied m any component oral alter el bracing and 4,Deltasbn When eesponese dole resodUne contractor. fasteners ere compete end at no time should any bads greetertldn 5.Design sedum..busses are to be used in d non-concave environment, any component. and are for'drywndllon-oI use. design beds be applied to a TRANS ID: LINK S.CgmpuTrva has no controlnyco ponenmeeco responsibility is thee.D con[If aem lull bearing Alal al wPKrts own.Shim of wedged EXPIRES: 12-31-2019 �ry. taMicatbn.handing,shipment and installation of components. J.Design assumes adequate drainage is provided. Novem last 1,2018 in. Tab design is NmMedeuroenre Me lunnalbm set forth B.Hales shallshallod be bed on boa boas of soruss,and placed Weir center TANN-MA SCSI,espies of which wry be IumM re ed upon quest. lines coincide who Ids center lines 0.Digits indicate au W pleb a inches. MiTek USA,Inc./CorpuTrus Software 7.6.8(1L)-E 10.For basic connector Nab design values see ESRn311,ESH-1NAWell This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=1 -12) 144 6-7-(-230) 245 6-2-(-592) 175 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-2=1-461) 99 7-8=1 -53) 73 2-]=( -22) 217 WEBS: 2x4 KDDF STAND; 3-4=1-977) 99 9-3=( 5) 256 • 2x6 KDDF #2 A LOADING 4-5=( -12) 144 ]-4=( -59) 282 LL( 25.0)+D1( 10.0) ON TOP CHORD - 35.0 PSF 4-8=(-592) 213 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,1N. (SPECIES) OVERHANGS: 12.0" 12.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -72/ 615V -204/ 204H 5.50" 0.41 KDDF (1485) 9'- 8.0" -72/ 615V 0/ OH 5.50" 0.41 RODE (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND TIC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-] psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR iSPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL ()EFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- B.0" Allowed = 0.100" 9-10 4-10 MAX TL DEFT = -0.002" @ 10'- 8.0" Allowed - 0.133" 1' '' MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9^ Allowed = 0.382" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1. Allowed = 0.573" 12.00 M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 3 9.0" MAX HORIZ. LL DEFT. = 0.006" @ 9'- 5.2" AS' MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" kli ma Design conforms to main wind£orce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2£t, TCDL=6.0,RC17L-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, 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. M-3x4 LihkiimmeM-3x4 ,4414 )111070100,, M-Sx6 �� 'e I A o ,, /I .i 6"e Hai f -/ M-1.5x3 M-1.5x3 , 6.00 6.00 . 12 12 1 1 1 1 1 1-00 <-10 9-10 1-00 1 1 �. PROFFs g-aH ,�`�� NGINFFg `�/02 Q 89200PE -Sr..' JOB NAME : RT AREA 4 ENGLISH 2 - N2 Scale: 0.3531 WARNINGS: GENERAL NOTES, u4ese otherwise noted'. O-s�d Truss: N2 1.Builder and Braden contractor should be Beal mall General Name 1.This design hi based only upon ledparameter.sMwn and laterm3,otw . y I OREGON ��and Warnings beam construction commences. building component.AppigRlny or aeries parameters and proper ` '-//' 2 be compression web bracing must De instated where shown r. incorporation of component is the respmrtbigly ultra Willing designer. 2�� a.Aeeapnane bracing In more eMdNy during 3.Down assumes the top and 5ceorn chords m be laterally bra«a al /O qy 14, temporary g Msonatrvdion 2'e.c.and RtPoc.respectively urMu braced throughout lMir length by ,S lame responsibility of Me erector.Additional permanent bracing of continuous sheathing who as playrood Nwemirg(lCl ended aryrnlllBq. NV DATE: 10/31/2018 I...re drvaure m the responsbmy of the bdaahg desgn.' 3.as Impact bridging.lateral bracing required where shrew r r MELTp �� SEQ.• K534204 A Na bed should Iapptlanda any component until alter all bracing all a.Ingratiation oflwb the napmnsbi0Dame reepea'ne cent.... �l Il fasteners are wmwete and N no lime should any loads greater than s I»agn...nes mass are to he trawl in a nmtmmwe environment. TRANS ID: LINK deign Imam be applied to any component. and are for'ery mnelror erns. x Cwnpul'rua has no control over and eswmas tea responsibilityfar me S_Deep a.m.lull bearing at all supports shown.shim or wedges asary. EXPIRES: 12-31-2019 nMlaaIlan.h.mdl:g,shipment and 0 hmftnan ataamparrente. T.Design assumes adequate drainage is provided. November 1,2018 IS This design IswmiahedwbMw to the limitations set lodhby S.%Mess a.be located on both faces of truce and placed sotheir comer TPWR copies in SCSI,coes of whkh will he furnished upon request. lines coincide with)olnl center lines. B.Dices Indicate she of plate In Inca c MiTek USA,Inc./CompuTrus Software 7.6.80 L)-E 10.For basic connector pate deslonvaues see ESP-I31i,ESR.IMI8 Wert This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 41411/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=f-462) 101 4-5-1-192) 2D3 4-1=1-405) 146 S-3-( -281 266 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-473) 125 5-6=( -50) 72 1-5=1 -23) 219 3-6-1-405) 111 WEBS: 2x4 KDDF STAND; 5-2-1 0) 256 2x6 KDDF #2 A LOADING LL( 25.01+DL) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 435V -170/ 17011 5.50" 0.29 KDDF (1485) -67/ 435V 0/ OH 5.50" D.29 KDDF (1485) LL = 25 PSF Ground Snow 1Pg) °5 For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 101,3E LIVE LOAD. TOP MAX TC PANEL LL DEFL 0.153" @ 6'- 10.9" Allowed - 0.382" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.573" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI2. LL DEFT. = 0.006" @ 9'- 5.2" 4-10 4-10 MAX H0RI2. TL DEFL = 0.010" @ 9'- 5.2" f f 1 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12.00 � �12.DD 2 4.0" Wind: 140 mph, h-22.2ft, TCDL=6.0,13CDL=6.0, ASCE 7-10, IC (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Piload duration factor-1.6, j End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 Pl M-3x9 I 4� M-5x8 4 -, N I 0 i rt o A o *# es M-1.5x3 M-1.5x3 Q 6.00 6.00 . 12 12 y y 4-10 4-10 y RQED PQFFy y �� R9-08 \� NGINF �/o � Lk, :9200PE /vc' JOB NAME : RT AREA 4 ENGLISH 2 - N3 '�� • Scale: 0.35J3 � WARNINGS: GENERAL NOTES, u=Nes°theorise noted 1.Builder and erection contractor should he advised oral General Notes 1.This design is based only upon the parameters shown and i°for an ineiwiduel y OREGON kid Truss: N3 end Warningsbefore ssrse000en sommenees. bean component.Applicabiµy adadgn parameters and proper / �J� 2_a4 compression was WINN mnm be lndaaed where strewn.. inco'porahen°Icomp°nerd re the resp°n"bney a ine building designer. `� s7�f ooN 1' 1 Additional temporary bncbp is insure:WNW toning ce5ldes8wn 2.Design assumes the lop and bottom chords to be bteraA New°et O ? 1 , 4 '* is IM responsibility NW.Doctor.Addi650al permanent bracing sr w°R and at tg'no.ree)retlivett'°Neu biased throughout Melr length by 'f /tP DATE: 10/31/2018 the overact structure lathe reaponsudy of the building designer. continuous sheathing such as plywood required anatoreryrall(Bc). Ni-' 9.2x Impact bilging°r lateral bracing required where drown.. FR R 1 1-\- 'SEQ.: K5342695 4.No sad mould be applied to any component until.near memos and 4.matallation°rtroas lathe responsibilityInbesee on he re•penne°mmeaer. • 1!l astenenere tappet.and at ne One Would any bads greater Man 5.Devgn assumes trusses are le be used in a honcbnbdve environment, TRANS ID: LINK design bale be applied any component 6 andDens for tso ue1°ennt i.wsu ter mown.Shim or we d s.eamwrrus hes no control ever and assumes no responeibtly for the necegg,°ry_m°• p• supports �• EXPIRES: 12-31-2019 remk.don,handling,shipment and Detonation or components_ T.Design assumes adequate drainage is provided. e.Thledesgnismmienedsub,.nttothelimitationssetforthby a.Plates maw be located on both Deese law.and placed sa their xraer November1,2018 • TPIMTCA In SCSI,copes orvmlce WI be rumwted upon request. ones eslnade wdnloint center Ones. 9.Dlgns Indicate sae of Nate intones. Mick USA,ImlConpuTrus Software]8.8(1 LNE 10.For bask connecter pale design values see ES6I-1311.ES13-1934 WNW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9.- 8.0" IBC 2015 MAX MEMBER FORCES 4NR/fDF/Cq-1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-( -12) 144 6-7-(-2233) 2262 6-2-( -994) 744 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1630) 1361 7-8-(-2233) 2262 2-7=(-1441) 1604 WEBS: 284 KDDF STAND; 3-4=(-1630) 1361 7-3.(-1028) 1248 2x6 KDDF #2 A LOADING 4-5=( -12) 144 7-4=(-1441) 1604 LL( 25.0)+D1) 10.0) ON TOP CHORD= 35.0 PSF 4-8=( -994) 744 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" 12.0" LL - 25 PST Ground Snow (Psi) 0'- 0.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 RODE (1485) 9'- 8.0" -688/ 10D2V -2000/ 2000H 5.50" 0.67 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-T psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX Li DEFL - -0.001" @ 10'- 8.0" Allowed - 0.100" 4-10 9-10 MAX Tr, nEFT, = -0.002" @ 10'- 8.0" Allowed = 0.133" 1 1' 1 MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.382" 12 12 MAX TC PANEL 'IL DEE'L - 0.141" @ 2'- 9.1" Allowed - 0.573" 12.00 M-4x6 �12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 9.0" MAX HORIZ. LL DEFL - 0.040" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.044" @ 0'- 2.7" AC 011 Al [COND. 3: 2000.00 LDS SEISMIC LOAD. I 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(lir), 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 4411juplihmM-3x4 T /- OOIIIIIIIIIIOIIIIPIPIPII 11F..- M-5x8 Q� N N i i 8- A r_ o 0 M-3x9 M-3x4 , 6.00 6.00 .. 12 12 1-00 y 4-10 4-10 y 1-00 �(lED PFiOFFLS 9-08 ��tcp', �NGINEFq s/02 ¢ m92IOP -r- JOB NAME : RT AREA 4 ENGLISH 2 - NDRAG 'F.- Scale: 0.3531 WARNINGS: GENERALNOTES, unbu MM1em'iae noted 0 CC 1.Bubaaed erection contractor should be advised Gall General Notes 1.This design Is based only upon the Ammeters shown and Is ter an IMabual -y OREGON tt/d Truss: NDRAG and Warnings Sine construction commences. bundles component.Apploabinly or design parameters and proper y, I.Ad compression web bracing must be mutated where Mown.. Irmrysnatmn of wmponem le Me reaparclbrny ef me bidding designer. L� �tl �O`� . 3.AdditionaltempmryenemstoinsureMarsh& ngmnntuann x IMel9nauumeamemneed 5amatamamEehkmlrybreeeeel O -1 y 14 e 4. Is Me mapmlbNry euhe erecter.Aadrclenal pmanem bmtlng ei Yo.c.and a110'e.c reapedNaty unkw braced throughout their length b/ DATE: 10/31/2018 lIe er.n structure Ste reaponewut Or the buMWng designer. iii Impact Midgmning such bracing remind alershown.. ll(Se). /� -O ni�"- 9.3s Impact briayiny or Intend bnwgod sh ea whom shown • Fl fl SEQ.: K5342696 9.No bed should c beeps an m any component until amrew bracing and a.lml.getnnuehum IS the ate IcOnuM of the mroctIve cunh.ecr. fasteners are compete and at no time should any bade greater Nen 5.Desgn assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design leads be applied le any component_ erw.re for'dry mndwn.rum. S.CpmpuTm.has np control over and assumes no responsibility rot.the O.Dsslgn�um05MIMeans et al supports Mown.Shim or wedge if EXPIRES: 12-31-2019 bbdcegan,hendllcg.snlpment andinerallsfun of components. T.Design assumes adequate drainage le provided. O.Ibis design is furnished Mower to me limitations ectmho by d Plates teak be located on both tams Sites;end placed so mar cents November 1,2018 TPIMTCA In 8351,copes of which MI be furnished upon request. Ices coincide with joint center M em 9 Digits inchoate ste OWN,in indNs. MITok USA.InolCompuTrus Software 7.6.8(1L(-E to For basic connector pate design values sit ESP-1311,En3-1010(MOW() This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF p16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158( 202 4-5-(-280) 942 1-4-( -154) 69 2-6-1-193(1( 499 BC: 2x6 RODE$16BTR 2-3=(-158) 202 5-6-(-280) 942 9-2-1-1938) 996 6-3-1 -154) 69 WEBS: 2x9 KDDF STAND LOADING 5-2-1 -454) 3172 LL - 25 PIE Ground Snow (Pg) TC LATERAL SUPPORT <- 12"OC. ION. TC. UNIF LL( 50.0)+DLI 20.0)= 70.0 PLF 0'- 0.0^ TO 9'- 8.0" V BEARING MAX VERT MAX HORS ERG REQUIRED ERG AREA BC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 297.1)+DLI 257.7)= 559.8 PLF 0'- 0.0^ TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CO- 0.0" -599/ 3020V -283/ 28311 5.50" 9.83 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 9'- 8.0" -594/ 3020V 0/ 00 5.50" 9.83 RODE ( 625) e ( 2 ) complete trusses required. LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSI. nails staggered: ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. XX9" oc in 2 row(s) throughout 2x6 top chords, 8" oc n 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 9" cc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.021" B 9'- 10.0" Allowed = 0.438" MAX TL DEFT. - -0.038" B 9'- 10.0" Allowed = 0.583" ** For hanger specs. - See approved plans SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-10 4-10 MAX HOAR. LL DEFL = -0.002" @ 9'- 4.5" T 1. '{ MAX HORIZ. TL DEFL = 0.003" @ 9'- 4.5" M-1.5x3 M-3x8 M-1.5x3 1 2 3 Design conforms to main windforce-resisting f -f system and components and cladding criteria. I - - o Wind: 140 mph, h-23.3ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, 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. rr +,J A-F Mi. Cc CO m 4•• 5 e• 6 M-9x9 M-3x8 M-4x8 y 9-10 y 4-10 y F,ktO PR OFFS y 9-0B 1 �C\:� .NGIN@F9 `P/02-9 89200PE x • JOB NAME : RT AREA 4 ENGLISH 2 - NGIRD Scale: 0.3208 .�i • WARNINGS: GENERAL NOTES, ununenae noted: 10 `r,b d //�� 1.Sunder and erection contractor should be advised or all General Notes 1.This design la based only upon gm perimeters.shownand later an Individual OREGON W Truss: NGIRD *Warnings baron mnmuceon commences. bribing mmpenem.Appa°ebiley o,aesgn parameters and proper ,( 2.WA complied...1 bracing must De Instead wereshown.. ircarpammn of component atm resperNwgM dune building desto,ler. n �` 3.Additional temporary bracing to name debility during construction zoerig^amumea the top and mdem dwmcmx memM anted al G/Q e9Y 14 MP.re MNI one erector.Additional permanent bred r Ins.and at Id oc.respectively unless braced throughout their length hi (� spo^ Mo bracing mrrmnwa Mwemng eudl ee*weed sneemin2Rgen0or dywspleC). V a DATE: 10/31/2018 the overallobuaure iothe reeponsmao sane building assigner. 3.2s Impact Onemmg or Mend bracing required where mown•• R RI�� Q. : K5342697 4.No load stem be apq'wdmany component until rider all Orating and a.Installation at truss a the response/My of the reeped5e contracted SE B.De mesmoses are to be treed n e nanwrysive emmonment. fasteners are complete she et no erne endow any edam greeter man and for-dry condition"oruse. TRANS ID: LINK design beds M applied laeMdempeneM 5.Oesgnassus lo0 bearing alelsupp0MMmen.SNmor wedge a EXPIRES: 12-31-2019 s.Com:gnus has no mmessencerai over and essence no responsibility arena necessmy. te fabric. n.hanwng.el:pmrd uandlma M co mponents. T.Design urenee adequate drainage ispravid.d. November 1,2018 5.This design is amM,ed subject to the limitations sat ado by B.Plates shall be Witted on bath aces anted:.and placed so their center TPItWTCA In BC31,copes°,wlkn will be furnished upon request. Ines coincide AT join)renter lbws. 9.Diggs Indicate she Opiate in inches. Mirek USA.InafCkmpolrus Software 7.6.8(11)-8 ID.For basic connecter plate design values we535/311,5OR-1988(MTek) This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. i TC: 2x9 ROOF 61&RTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 1COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 ROOF STAND; 2x9 KDDF Pl4 BTR A LOADING Design conforms to main windforce-resisting LL( 25.0)801) 10.0) ON TOP CHORD 35.0 PSF system and components anddcladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF Wind: 190 mph, h-loft, TCfL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. VON. TOTAL LOAD = 45.0 PSF IAll Heights). Enclosed, Ca0.2, Exp.e, MWFRS IDlr), load duration factor-1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural Truss designed for wind loads 9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (oon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall LION. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Tiuss design requires continuous Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire complete specifications. span DON. 6-09-07 5-08-09 1 1 1 12 9.00 M-1.5x3 4 Y M-3x6 ro �c o A 'O 0 at 'y ca te II/I I 1►,,,, o M-1.5x3 M-3x6 M-3x9 y y y ��ED PROFFs 6-02-11 5-10-05 y y y �N 9 sGINFF /0 1-04 12-01 . 9 ,c' =9200PE Y JOB NAME : RT AREA 4 ENGLISH 2 — P1AFW Scale: 0.2739 WARNINGS: GENERAL NOTES. Unkaa otnervaae noted O 1.Milder and ereUlon conlrapw should In advised of MI General Notes I.Tak design is based only upon Me parameters shown and is For Sr individualw Truss: P1AFW proper -9` ,�0REGON Va ,`�/ one Warnings before construction commences. hulking component.ApplbNlry or design parameters and 2.2.compression web Weal°must ha installed where shown. incorporation ofmmpeneM Glee reepwNlAy of Me WYMip designer. / 9y 20� �� 3.Additionalbmporary bracing b Inaua Weary daring...Madan 2�Design assumes the top and bottom unlechantss tab rsuglrNterellj Mewed al /\ y q r is the reywnslilly aftas anOn,.Addianal pemlanenl bracing of Sc.<.sarid at ID respectivelya,l undo braced mmugaoul their length by �/ [� 1['}t 1 continuo.ddnngsheathing such as plywood sheadwren.d watnwn rs dry.11(BC). 4/`R R 10... 17 DATE: 11/1/2 O 18 one overall structure letne responsibility any,ibiml,ma bating&Omer. 3.'lx Impact lIdgng or lateral bracing required where mown.« SEQ. : K5392698 4.No wad should de applied Is component until alter as bracing and 4.Installation of truwk the reeounsib5y elms respective contractor. fasteners are oompkte and at no time should any bads greeter men 5.Design assumes busses ere to be used m a non-corrosive environment, design loads brae iM tat and are far'dry condition'of use. TRANS ID: LINK 5.CompaTaua has no control roPo component. ma responsibility for lee 6,Design assumes full bearing al ail wppmla Glom.Shim or wedge 11 EXPIRES: 12-31-2019 'sensation. ir n.Mending,shipment andsmlklbn of...ants.pants. 'e s saarv. 'sensation. De.ignassumesadega"`d"Inageispro... November 1,2018 6.TakdeIgn Is furnish..insect to the limitations set Forth by 8 Plates shall be located on both faces altmsa and pieced author ceder TaltaadA in SCSI.comes of wean will be turn..upon request_ Fes remade with Mint ceder lines. NITeh USA,Inc/Co Tms Software 7.6.8(1 L)-E 0 Fe,tsmbena�oflt dee In igcnes. nVu ..Dm indcate ante rgekdeYgnvelues see ES18.1311,ESP-19B4(NliTeb) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0^ ICOND. 2: Design checked for net1-7 psf5 uplift at 24 "oc spacing. TC: 2x9 KID? SlaBTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. OND. 3: 150.00 PLF SEISMIC LOAD. I . WEBS: 2x4 ELIDE STAND: Design conforms to main windforce-resisting 2x9 KDDF 916BTR A LOADING sy stem and components and cladding criteria. LL( 25.0)+DL1 30.0) ON TOP CHORD = 35.0 PSI TC LATERAL SUPPORT <= 12"OC. ION. DI, ON BOTTOM CHORD = 195.0 PS? Wind: 190 mph, hts). closed,0,at.2. .x, B. WEBS BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural Truss designed for wind loads vertical members (con)- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE in the plane of the truss only. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Gable end truss on continuous bearing wall DON. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. Refer to compuTrus gable end detail for Note:Truss design requires continuous complete specifications. bearing wall for entire span DON. 1-05 9-06 10-00 T 1' T T 1-05 4-09 4-09 6-06-09 3-05-07 '1 T 1' . T 1 12 12 9.00 7 N 9.00 M-ISO -M-4x4 M-5x6 2 3 4 19-3x9 or. as /— ill M-Sx6 o o o I/\ o• iLJ1i1iIllhii1 • T e 0.25"v 10 11 M-4x8 M-3x6 IIM-4x4 IIM-4x9 M-5x8 IS) 1 06-12 9-02-08 y 6-11-13 ' 3-01-15 y O <(!_\(�' N�n s/OA- 20-11 ,s 89200PE •J( JOB NAME : RT AREA 4 ENGLISH 2 - P1BFW i � Scale: 0.2210 WARNINGS: GENERAL NOTES. mesa otherwise noted tn Cr 1.Builder and election contractor Mould reWwa of an GeneralNmea 1.This design is based only upon BC paranatre clown and is tor an Meowed OREGON ZC/ Truss: P1BFW and Warnings before cone/ruction commences. bui16ne component.Appinaalb of designpaiamelen am M.P. Ate 2 AA compression web bracing must in installed where shown•. incorporation al componsm trill naponuNlily arlet tuiwin9 deagner. �,0�� 14 �O`N�� 3.Pddtlanal temporary bracing to insure slaNlity duringconsbmtion 2.Design assumes the lop and ballom chords to MlMenly Mawd et is the wspanubilily al lM1e areGor.Mdlanal pemanenl ontYp cl 2'a.0 and at lo'o,u respe,5 It ur0essbautlt)e)OnoNmeolergmoy s /y DATE: 11/1/2018 meovealslrNGuremorerea NbiA ltlwad.. dew continuous sheeting sumlbwdrgod aheemaatrcl anuar dryau(ec). `Q ion ye p designer. 3.2almpaapiIrunlataM1relb2Gng required where shown e+ FRRIL�- SE K5342699 4.Ne lees would be aprlmm any component VIM abet al bracing and 4.nstallationumrusa la the are to Mta reepeese minimal. Q• YNeners are°ampler,and at na lime Would any loads greater than B.Design assumes trusses are m be used n a nanceoeive environment, dew9n natls b..ppFad la any comtronanL and are tor sandmen"Ouse. TRANS ID: LINK S,Domminvahacnoconbol wet and assumes roregrom'bltltykrMe B.Des gnaaumeaNAfxeMgataAwppnrbsnewn.SNmmwedpei! EXPIRES: 12-31-2019 neat,,ary. Lbda.con.hendmg.mlpmenraconIlmtI°n,lcomponents. T.Design assumesedeg1ON drainage is persona November 1,2018 It This design m NmNnadeWpd m the llmefUrna set kris by a Plates shall be located en twith,ns. was,end placed se their seam • TPW/fGA n SCSI.eV.Of WM&will be furnished open mewat. Yee coincide will pint nternces. 9.Oigba Indicate sal or piste In Inches. MITek USA,Ine./CompuTNa Softy/are 7.8.8(1L)-Z to.Far Saw connector plate dealyr values see ESP-I311,ESR-19H Wee) This design prepared from computer input by • Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF H16BTR LOAD DURATION INCREASE — 1.15 BC: 2x4 KLEE g160TR SPACED 29.0" O.C. B(3ND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 ROOF STAND LOADING Design conforms to main d cladree-resisting TC LATERAL SUPPORT <= 12"OC. UON. LT.( 25.0)+DLI 10.0) ON TOP CHORD = 35.0 PSF system and components arid cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD — 10.0 PSF Wind: 140 mph, h=15f t, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow IPg) load duration factor=1.6, M-I.5x9 or equal at non-structural End vertical Is) are exposed to wind, vertical members (non). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. bearing wall for entire span UON. 3-06 T i' 12 9.0o V M-1.5x3 -a, 0 0 0 re o Mt T' o I 4 M-3x9 M-1.5x3 1 (� ED PR OFF �(�y y 1-D9 y 3-06 y r�4 GIN E`L1.V�Q� „Lt./ � T 89200PE- �I • JOB NAME : RT AREA 4 ENGLISH 2 — P1CFW • Scale: 0.6263 /'� WARNINGS: GENERAL NOTES. unless otherwise noted: ©�/ CC - I Truss: P1CFW 1.guider and erocEon contractor sncuW be advised of an General Notes I.TNc design is mare only open me peremeterssmwnam is for an Individual 57 OREGON �Cti end v2minga before mnsludton commences. bulking eomponem.AppieadFy al design parameters and proper {� 2.b9 compression web nradrg mu.m installed where shown., Aloof paragon of componeM®Ina responsibility rime miana assigner. �J ,4 i D.Additional temporary bracing to insure stability during mnamufion s.Design assumes me lop one mnomtl crap be Laterally rimers at /O �r 1'#s 2� Q� N Me reaponsiblliy el the meow.Additional pemanenlb2clnp of Ya.0 and al lit os.reNepNely unless Mated throughout their Nlpla by 4a wMimrouaNying or such as plywood quired herec)aw dryxalIRel. �r�RRILL ' DATE: 11/1/2010 is erespoSOcxeismereeponnrrpx,f flee 1peranntbreelwr S.tn Impact uoueshathingalemmredfprtgNreewneuMewne. CC SEQ. : K5342700 A.Ne load should be applied m any component unlit after an bracing and S.mmin'wn or truss le me See stead ae respermemnnemr. Npe:mm ere co no mei el lime should any toads ts ho ads greats.men 5.Deign assumes noses:no ID In e to te used In a nontelms:ye emimnmenl, TRANS ID: LINK &solos:Dim apples be am component. and are fur"dry wnunotr of use. 5.CompuTrva has no control even and assumes no responsibility kr Me O.Oeagnauumes Nll beafnpn al Wpporn Clown.shim arweeoen EXPIRES: 12-31-2019 eebdcalkn,harvN Decemrv. bantam shipment and installation of components. 8.Design assumes adegleNbalnala is wretched. November 1,2018 6.This design codesorife tMlmMmna setbds by a.Pates shall be located on both laws of truss,and placed se their center TF4WICA in SCSI,copies orwhisn wig be fuminhed upon request. Fiineswnd&wig]pint center linos. 9.Digits Indicatesae ofplate in Indws. MTek USA,IncJOompuTm s Software 7.6.8(10-E la men connector For ector pate design valuers..ESR-ISM,E5R-1954(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37•- 0.0" 'COND. 2: Design checked for net(-7 pat) uplift at 24 "oc spacing. TC: 2x4 NUDE N168TR LOAD DURATION INCREASE = 1,15 BC: 2x4 RODE N168TR SPACED 24.0" O.C. FOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 RODE STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)iDL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCUL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD - 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL 25 PSF Ground Snow (Pg) load duration £actor-=1.6, Truss designed for wind loads M-1.5x4 or equal at non-structural in the plane of the truss only. vertical members (Son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss an continuous bearing wall UON. No te:bears design requires continuous UON Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 1 1 1 1 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 1 1 1 1 1 1 1 12 12 9.00 M-5x6 M-3x9 M-5x6 �9,00 4 5 6 11100 M-3x6 M-3x6 � 'IIIIIII+P .+1 / \ \ .- o / \ 0 Ini 1a - I � 0 S7A \_„ lg to0.25 0.25 M-1.5x3 M-1.5x3 0 M-4x6 M-5x8(S) M-5x8(S) ' 1 . D PR'Pe 7-00-11 6-10-01 9-02-08 6-10-01 7 •I NQ%NEF-00 y l 1-04 37-00 :9200PE1-04 -9� JOB NAME : RT AREA 4 ENGLISH 2 — P2FW . ' �� • Scale: 0.2251 III",.• WARNINGS: GENERAL NOTES, unless otherwise noted'. I.Budder aid wagon contactor should be WNwd of al General Notes I.This design is based only upon the parameters dawn and is tor an lMNW.I -y OREGON 4/ Truss: P2FW and Warnings before sonebm:llon commences, bulling component.Applicability W.VA....las and WWI A�{ [ 1.2a4 wmpaawn web bracing must be installed where shown.. imuNerabon of compmaM'n the nepnreibgily faith.building designer. Y ` ��,` 3.Additional temporary awing .acre WNW during cenebudan I.Design assumes the lop and bottom Worts to be lateralydecedal •� is Ilse nepomioifry of the eredor_Additionalpelmarcnlb OWd di Yo.c.and at10'ow.resspectively unless deed throughout their length IN ,O �1 00 DATE: 11/1/2018 the overall structure h me re rid of baldin de 2n!wadcontinuouaangimnr NNWbrayweeaahind wheT..wan rdrywen(Bc). 4*/ ••• L• agora lyo g signer. 3.2n lmpad bilging or NNW tending lequind when decors.. I' 4 •SEQ.: K5342701 4.No wed should be eptYd to any comp:sa until alai all bracing and 4. t m on°lama Ow porradby of respective w eNadar. Whiners an complete and at no lime Muriad any a th an greater S.aag Designnaawmes Waves are d be used In a nommrrodve environment, TRANS ID: LINK design wads beeppled m any component. end are fw'dry lei b.s Ouse. 5.Omni-rushesno«ntmlp overassumes no responsibilitymr the O.Dedgn assumes fell bearing d el swpeda shown.shim or sledge X EXPIRES: 12-31-2019 newseary. n sailors,handing,shipment and IMdlllon of components. 4.This design is k ISsed staled to the lmn.upne set NMT.Design assumesbe based onate both iapmssed. November 1,2018 by e.Pints,anal ceWrinert of Miss,and psi«d anfMn«der • rplmTCA In SCSI.codes prwnkh con be furnished corn request. bnea«made with lad Opaemnronec MINK USA,Inc/Co muTrus Software 7,6.6IL E arn,bgdkabeneagaten ignnal p ( )' IO.For cask connector piste design values see ESR-1311,ESA-1980(WTeN) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 01aBTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-4356) 432 1-10=(-274) 3326 10- 2=) 0) 230 7-14=( -650) 3654 BC: 2x6 RODE k16BTR 2- 3-(-3954) 500 10-11=(-274) 3324 2-11-) -366) 194 14- 8=(-1042) 222 WEBs: 2x4 RUDE STAND LOADING 3- 4-(-3780) 544 11-12=(-228) 3072 11- 3=1 -94) 228 8-15-( -116) 1304 LL - 25 PSF Ground Snow (Pg) 4- 5=(-3000) 446 12-13=(-302) 3600 3-12-) -450) 270 TC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6-(-4048) 63B 13-14=(-534) 4856 4-12=) -286) 2086 BC LATERAL SUPPORT <= 12"0C. VON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7-)-5074) 782 14-15=(-720) 5674 12- 5-(-1476) 328 BC UNIF LL( 95.8)+DL( 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6204) 930 15- 9=(-722) 5690 5-13=) -224) 1206 8- 9=(-7396) 1010 13- 6=( -428) 2858 e ( 2 ) complete trusses required. ADDL: BC CONC LL+DL- 2819.0 L05 @ 25'- 9.0" 13- 7=(-3330) 660 Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA XX9" o n 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. O.- 0.0" -273/ 2962V -235/ 235H 5.50" 4.74 RDDF ( 625) 9" ccin 1 row(s) throughout 2x4 webs, 37•- 0.0" -718/ 5272V 0/ OH 5.50- 8.43 KDDF 1 6251 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-1/180 MAX LL DEFL = 0.087" @ 25'- 11.0" Allowed - 1.804" MAX TL DEFL = -0.211" 0 25'- 11.0" Allowed - 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIS. LL DEFL - -0.022" 0 36'- 6.5" MAX HORIE. TL DEFL = 0.061" 0 36'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-06 10-00 13-06 1 4 1' 1 Wind: 140 mph, h=l5ft, TCDL=6.0,ECDL=6.0, ASEE 7-10, 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 T 1 I 1 1 1 T load duration factor=l.6, 12 12 Truss designed for wind loads 9.00 17 M-5x6 M-3x4 M-5x6 Q 9.00 in the plane of the truss only. 4 5 M-3x4 M-3x6 3 M-3x9 +' + +( M-3x9 9 0 -�/f0 C Y- d n 1- . -Ya O I. 10 11 12 T 1. 13 • 19 15 9 0 I of -M-4x4 M-1.5x3 M-3x4 0.25" 0.25" a' M-7x6 M-1.5x3 M-3x8 to M-7x8(S) M-7x8(S) 1 <cQ,Ep P R O,0 y 1 y y y 628190 y y ram, _`DINE- s/ 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 `v y 1 ti� R 29 37-00 Q :9200PE D JOB NAME : RT AREA 4 ENGLISH 2 - P3GIRD 4001111'.001... Scale: 0.1789 , WLRNINOs: MINIM NOTES, antes,otew.e noted: 0 CC I.Bolder arealnntencontnaarsheadbeaaasedel all Gene�Nate. I.TNede.gnia based onyupon the parametenshown and ia for anllnmdual OREGON 40 Truss: P3GIRD an Warnings Were construction commence, wilding component.Applinabty of design parameters en proper IZ A t I.Yx4compnc*n web bracing must be instated whom shown.. isoomerallen ofcomp"nem bina reapowibilay elBnbuiIing deNglw_ IA `� I\ 3.addalsnal temporary bracing to insure BaNNs dunngwnabuctan X-Gasipnawunl the top end bottom unless b,le he leluaV/Naced el <O -TY 14 f5Q b the recpenchiley silhe erecter.Methanol permanent brag ofcontinuous Sheathing Yo.c.and a111Y o.c respectively uNeR braced throughout[nee.tke b/ (� �� DATE: 10/31/2 018 the overall shudure is me meponeallly elite bulling designer. 3.2x Impact bridging et lateral Woas oing gyred where shown SEQ. : K5342702 4.No lead shoube applied to any com component yta4a FRR1l.�- paten bracing 4.DN141lanonume.niemene to use'm a respective contractor. fasteners are immobile and at no lime should am Dada greater than s.and anawumeawewn'du be ueea me nonaorraana environment ew Ieadebea d1e.n m. an are brdlywndibon grata. EXPIRES: 12-31-2019 TRANS ID: LINK a" ° ycompone e.Desianamumea lure bearing mat wppoM mown.smm orwedeel 5.GompuTm9 has no canna over and assume ea recpemiblay ter Mereere wry, NNiwibn,handing,ahnmenl and inaalnbn or components. 7.Design assumes adequate derange is provided. 6.This design is bmkhed subject to thelilimitations set forthh by 9.blabs%halba baled an both!aces ul buss.and placed wmeir center November 1,20.l1(J TPLWnRA In Des:,copies elwhicn will be furnished upon request. lines coincide wren Dirt maw line, 9.Digits indicate.'aat or pate in incites. MiTek USA.lnc.1CompuTrus Software 7.6.6(1 L}E 10.Foe basic connector plate design values we EIR•191 I.ESR-1I88(MITaq ' This design prepared from computer input 9 P P P P by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 NODE 816BTR LOAD DURATION INCREASE - 1.15 1- 2=1 -21) 17 8- 9=(-405) 389 8- 2-1-1238) 360 6-11=10) 273 BC, 2x9 RIDE 816BTR SPACED 24.0" O.C. 2- 3-( -410) 280 9-10-( -99) 623 2- 9-1 -298) 1035 HERS: 2x4 KDDF STAND) 3- 4=( -307) 253 10-11=(-170) 1051 3- 9=1 -89) 131 2x4 KDDF 8158TR A LOADING 4- 5=( -684) 307 11- 7=(-168) 1052 9- 4=1 -766) 287 L1.1 25.01+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=( -997) 322 4-10-1 -99) 393 TC LATERAL SUPPORT <= 12"0C. UON. DI. ON BOTTOM CHORD - 10.0 PSF 6- 7-1-1484) 274 10- 5-1 -68) 256 BC LATERAL SUPPORT <= 12"0C. VON. TOTAL LOAD - 45.0 PSF 10- 6=1 -509) 249 • LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA •^ For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -175/ 1145V -343/ 209H 5.50" 1.83 KDDF ( 625) LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2015. 25'- 3.2^ -179/ 1198V 0/ OH 5.50" 1.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net 1-7 psf) uplift at 24 "oc spacing._ i 0-04-09 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 03-04 9-06 13-06 MAX LL DEFL - 0.039" @ 11'- 7.5" Allowed = 1.218" MAX TL DEFL - -O.058^ @ 11'- 7.5" Allowed = 1.629^ 1 "1 T 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11 4-09 4-09 6-06-09 6-11-06 f f ( f MAX 110R/Z. LL DEFL = -0.014" 8 24'- 9.7" 12 12 MAX HORI2. TL DEFL - 0.024" 8 24'- 9.7" 9.00 17 Q 9.00 Design conforms to main windforce-resisting M-5x6 M-3x9 M-5x6 system and components and cladding criteria. 3 9 5 ap 14. Wind: 190 mph, h=15f t, TC➢L-6.O,BCDL-6.0, ASCE 7-10, M-3X9� load duration, Enclosed, Cat.2, Cxp.B, MWFRS(Din), load duration factor=l.6, Z End vertical(s) are exposed to wind, f f Trans designed for wind loads in the plane of the Truss only. M-3x4 6 •n ti i co • risi 8•< 9 10 11 7 to M-1.5x3 0.25" M-1.5x3 M-3x4 M-3x8 M-5x8(S) 0 PRQF it' 2-05 y 9-02-08 y 6-10-01 y 6-09-11 j �''' GIN4F16 dj�AA� 25-03-09 ___ -_ _ .�C/ "!/9 9200PE x JOB NAME : RT AREA 4 ENGLISH 2 - P4 �� Scale: 0.2198 WARNINGS: GENERAL Nnw&, unless amervw noted ,.Builder and erection esMxoonteui be wined of all Genera Notes ,.TNS doebra is based only upon the parameters Hewn ark k for an Individual O OREGON �� Truss: P4 and Waning,before construction commences. nNmng component Apgmboky of design parameters and proper / A- b, 2.2s9 compression web bracing must be installed whet.shown.. meoryorafkn of<orep^nem la the respensinia6 of the miming designer. , '2. 4'` 1Addilunal temporary bracing m insure Gadfly during conawAbn 2.Cealg^aesunes me top and bosom dromare 6e laleralH graced at O Y 14, is me reynm.Wry of the erector.Addm'I en permanent busing of zo.c.aM at 10'e.c,rasPedtusry unless eawtl throughout Weir length by �P DATE: 10/31/2 018 ma overall etmaerebme b< of building designee. capouow.he.ming Wm as Wwned alw.g9ng(TC)and/or mywegl8q. q re^P^n®i p^ a sigrme 4.2e lensed bridging or lateral bracing required where shown.• e^O h'f'1 SEQ.: K5 3 4 27 0 3 A No load should be appaed Is any tine.8 em until after.a bracing and A Inetalnfwn of hula b the ren to be of the respective nenseam. '�I fl L fasteners ate compleN and a no time should any Nadi greater man 5.Desgnamine,Mame are to be wed in a^onKonoave emiranmem. TRANS ID: LINK design beds be applied to any component. and are rotary condition'or g:<. 6.tanpn7menos ig<mm�l over and ermines no responsibility forme 6.Design.,banes hill Waring al supports Wow,Shim or wedge if EXPIRES: 12-31-201$ cart'i lahIndesn,handll^Bempmen andinaadetbn of components. 7.Design assumes Wiwi...on dninew is So..,an November 1,2018 S.This design pNmishM subject to the limitations sin forth by 8.Plates Ned be located on both bow of truss.and placesw mrir whirr TM/MA In BC51.copies of whole will be lumNhed upon request. Imes coincide with joint center Urns. 9.Mats indicate ste Opiate in etches. MMek USA,Ino.fG9myuTfus Software 7.6.8(1L)E 10.For task connects pate design wawa see E9R•1911.ESN•1968(MiTrM This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37•- 0.0" rCOHO. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 239 RODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE #16BTR SPACED 24.0" O.C. kOND. 3: 150.00 PLF SEISMIC LOAD.WEBS: 2x9 ROOF STAND Design conforms to main windforce-resisting LOADING system and components and cladding Critetia. TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.01+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, LL - 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non-structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Note:Truss design requires continuous Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span SON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. --- 13-09 9-06 13-09 '( r 1 T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T I' 'f 4 of 4 4 12 12 9 00 M-5x6 M-3z9 M-5x6 Q 9.0D 4 5 6 M-3x6 /All 8 +8III ,N-3x6 o AU ^�yNo. / o 10 1'0.25" 0.25•'12 13 1 1/- M-1.5x3 M-1.5x3 M-4x6 M-5x8(5) M-5x8(5) y y y ). y ��ED PR!rex, 7-00-11 6-10-01 9-02-08 6-10-01 7-'l GIN / y r\j (Gl`� y�R 02 1-04 37-00 �� 89200PE9 9r • JOB NAME : RT AREA 4 ENGLISH 2 - PSFW • .4Scale: 0.2251 ' 1ymssINOs: GENERAL NOTES, unless otherwise noted: O `r, • /'� ,.MillernPriaand ern505nwNmMr Mould be.deiced OM General Notes ,.TMs desgn Alased nary uponfora parameters Nwxn era kbren lMNldual 9 OREGON W Truss: PSFW aniWamines before construction We%gnarPenenLApeiupo%mdesgn Daeretera and proper 3.2z4 an�mexun web bnwp mind be ingaped wire Mawn•. incorporation altempenem lathe reponsibily of me Waling designer. L/ Z�n�Og+� 3.AddWonal temporary bracing to bare stabil%aping construction I.OeWnaaumee the teD entl aaOem cbNste Era blenall/dexdN y 14 P is me reeponeEil%of lie credo,.oaaac al gnnanerubraurO nl Ta.a.and al1Itetc nepeNNely noise bracW 5MeuglmullheY length by ` /s DATE: 11/1/2018 me overall structure m mare lA Ithe build) de 2x Imps teminsoueeheamat1 eucneaungre plywood meewhere tune 4mywalRecl. '�EARI1.�-Nv apenst ry e building designer. 9.3ImPaN Wdgine or blerel Mating required mere Promo•• SEQ.: K5342704 4.No load should applied m any component until alter al erasing and 4.InstallationDonut ten»mepeml1se onhe respective mnvada. MNene'sare complete and m no fine should any roads greater Man 5.Design assumeswws am m be used m a nommrteRee environment TRANS ID: LINK declgn Mods be applied to amnomwnem. and Mr dry condition'olaM. 5.nampuTmshesneaonlroloverandassumesnareponsbl„MM. 6.�;�ea;aain .=mIIW.INg.t.laPPaIM,hNm.shmarereap.n EXPIRES: 12-31-2019 Iabdeenen,handing,shipment and imlalben N mmponama. ry um tes Mai bees ailed o na oth eaves k yrussM November 1,2818 6.TPkdTCenk Nmbcwes of wMlmlme rumsed upon e.15=5mOle wilt DileeWMkwsoftue,and ptendwmei�water TDIMTCA In eras)cvPle.of which vdll be rumiaM1.d upon reyuaN. fete iedos:web iomlwM.rnche. 9.rut b iss con ecto of pile's inches.. MRek USA,IncJCOlryuTru.Software 7.6.8(1 L)-E tS.Far basic connector plain design values tie ESR-tall ESP-Ignn(Mirak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KIDS' k16BTR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 95 2-10=(-270) 1790 10- 3-1 0) 279 BC: 2x9 ROOF 8166TR SPACED 29.0" O.C. 2- 3=1-2317) 402 10-11=(-271) 1789 3-11-(-508) 240 WEBS: 2x4 ROOF STAND 3- 4=1-1821) 435 11-12=(-235) 1493 4-11=(-133) 707 LOADING 4- 5-1-1326) 417 12-13=(-271) 1711 11- 5=(-255) 112 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-1-1326) 417 13- 8=(-270) 1712 5-12-(-254) 112 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-1821) 435 12- 6=(-133) 707 TOTAL LOAD- 45.0 POP 7- 8-1-2317) 402 12- 7=(-508) 240 OVERHANGS: 16.0" 16.0" 8- 9=( 0) 95 7-13=( 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1825V -269/ 26913 5.50" 2.92 KDDF ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50^ 2.92 RODE ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.007" @ -1'- 4.0^ Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0^ Allowed = 0.179" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.809" MAX TL DEFL - -0.192" @ 18'- 6.0^ Allowed - 2.406" MAX LL DEFL - -0.007^ @ 38'- 4.0" Allowed - 0.133" MAX TL DEFL - -0.008^ @ 38'- 9.0" Allowed - 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HDRIZ. LL DEFL - -0.045" @ 36'- 6.5" MAX HORIE. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 Design conforms to main windforce-resisting 4 I 1 T 7-02-07 6-06-09 9-09 9-09 6-06-09 7-02-07 system and components and cladding criteria. 1' 1' 1' 1 1 '1 1' Wind: 190 mph, h=15ft, TC13L=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-5x6 M-3x9 M-5x6 6 Q 9 00 load duration factor=l.6, 4 5 Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 + + 0 0 1 10 11 1' 1 12 133 t _M-4x9 M-1.5x3 0.25" 0.25' M-1,5 x3 -M-4x90 M-5x8(5) M-5x8(5) `ccEO PRpFFas 1 1 l 1 l Y ',..o ,,t,+ �FR /O* 1 y 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 y 1-0 9 37-00 1-09 9200PE I"" JOB NAME : RT AREA 4 ENGLISH 2 - P6 Scale: 0.1626 WARNINGS: GENERAL NOTES. unless otherwise Soled I.Builder and enaronmwedershewdbe advised Well General Roles t,this desgnrcroaedeny upon Meparamelels shown and R�r.,ledbidual 7 If OREGON to Truss: P6 and Warnings before eensweron commences Wilding component.Appl&NNy of design paearreNre and proper .c 2,h4 compression web bracing must be metaled where mown.. innrnnibn of component is Ow reconsblAty of the Welding designer, + 3.Addldonalbmperery daeingb insure VINO during mat&ndbn 2.wain assumes the top and bottom crams b be laterally braced al / " " tlo �'� es be responstsley of theerectar.Addganal permanent bracing or continuous end et lQ ecrea such as p5)unku braced throughout they forged). O �T' 14, L DATE: 10/31/2018 the overall structure Sitrerc bN line Wiling de em^act MUNm or sa<^^spyng requledood here own,arywegl3c). 41E-R n I�� Rienl rya re amber. 3.2v ling.a bregmg amrcrolbrodre re9ukee omen mown.. fl e SEQ.: K5342705 9.No load should applieam any component nt Meer all bracing and s.Insallaro bun mine of b mine responsibility el reepeene connector. fasteners are complete and al no fin should any loads greater than 6.Nov assumes troves are to be used in a nen<erreuve emironmene, TRANS To: LINK a..gn km,be applied to any n component. and are for'Pry w 5ee . p",ma has nnmmlwar and.oumnnrepnmdurymme 6. agnassumesfulllEnl Drub mgatal m suppa shown.smmor wedge if EXPIRES: 12-31-2019 nece moral ton,vending,shipment and i:wellatan et components. ssary 7.Design assumesmesadaquamethWoo is provideduns..a. November 1,2018 6.This design Is mmnhedauSI e m the limitations net fern by 6.Males coincide Be bond on both moos of truss,and paned m their senor ` TPLV✓fUn8E39 copies of which will be furnished upon request Imes coincide will pled centerlines. s. Wei(USA,InnJCo uTrus Software T.B. it E 9.Fe,n,o nteecor pie?. coign vat r^p I- 16.010s VnnnMerpem deem Tres m¢ESfl-1311,ESR-1969(MRek) This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE#16BTR LOAD DURATION INCREASE = 1.15 . 1- 2=(-304) 267 7- 8=(-464) 473 7- 1=(-1153) 401 9- 5=(-269) 225 BC: 2x4 RODE#168TR SPACED 24.0" O.C. 2- 3=(-255) 233 8- 9=(-186) 492 1- 8=( -391) 1028 5-10-(-403) 188 WEBS: 2x4 RODE STAND; 3- 4=(-500) 266 9-10=1-149) 524 2- 8=( -94) 206 10- 6-(-150) 703 2x4 RODE #1*BTR A LOADING 4- 5=(-754) 264 10-11-( -44) 62 8- 3-( -654) 335 6-11=(-921) 215 LL( 25.0)•DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-650) 143 3- 9=( -113) 303 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 9- 4-( -25) 155 BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD- 45.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 KDDF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) `• For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED HY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oR Sparing- VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1-05 9-06 10-00 MAX LL DEFL - -0.021" B 6'- 2.0" Allowed = 1.000" 4' •( 1 1' MAX TL DEFT. - -0.037" R 10'- 9.3" Allowed - 1.333" 1-05 9-09 9-09 6-06-09 / 3-05-07 / SEASONED LUMBER IN DRY SERVICE CONDITIONS T 4 1 '1 MAX HORIZ. LL DEFL = 0.007" 0 20'- 9.3" 12 12 MAX HORIZ, TL DEFL = 0.011" R 20'- 9.3" 9.00 7 Q 9.00 Design conforms to main windforce-resisting M-5x6 M-3x9 M-5x6 system and components and cladding criteria. M-3x6- 2 3 4 M-3x6- et jV -/ Wind: 140 mph, h-15ft, TCDL-6.0,130DL=6.0, ASCE 7-10, (All He ights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), _- M-3x4 /r�r� IiI1lIi . End vertical ls) a exposed to wind, Truss designed for wind loads in the plane o£ the truss only. IIAIIIII M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins M-3x9 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. m Outlookers must be cut with care and are 0 I l A permissible at inlet board areas only. o A oN o, rilf M-3x4 ri � /- V '.. EISlR rl -/ -/ 7 8 0.25" 9 10 �• Il M-1.5x3 • M-3x6 M-3x9 M-1.5x3 M-5xS(0) GFig PROF 1-06-12 9-02-08 20- 1 6-11-13 y 3-01-15 1 ��\.. v-- 'IN�F,g ti'�DA_ (///,,c• ' 92 OP "i-- JOB NAME : RT AREA 4 ENGLISH 2 - P7 y..-f_____, Scale: 0.2295 WARNINGS: GENERAL NOTES. amino otherwise noted: I.Buiker and ertConwntragar E^and be advised of all Genera Notes I.TNsdw9n is bawd only upon me parameters shown and isrx anindnidual o OREGON (Cif Truss: P7 and Warnings before...den commences. building ammorient Malleability of design parameters and pro., tx- 2.YM compression web braana must be metaled where shown.. Iricorvoralwn atwmponem istM responsibility of Me Wilding designer. a'/ Ll'I �O� �� 3.Additional temporary bracing to insure etelaily Minna conefruebn 2.Design awumas me top and bottom chords loblalxaMe baud at O 7/ iylt �s N the responsibility of lire Cede,.Additional permanent bracing or 2°.c.and at10'°.w respeISet Wens braced throughout the*length by ai DATE: 11/1/2018 theRresparvaurerem,r. bE nalwbaai a. ztlmpawxreathng such as plywood sheathng(TC)wNxdrywalR6q- epona ty0 re sane, 3.2yimp°C NAG.or lateral Mauna requlnd wham pealoen«• ��R�1 SEQ. 4,Ne load should a appled b any component until alter el bndne and a.IrWllatl°n*Itmw ielhe ree non9bary or the respearve centred°r. V fasteM compete end at no tree should any bads greeter.. 5.Design assumes Purees ere to be used in a noncennslve environment, design beds be applied t°any component. and are for"dry coeditor Muse TRANS ID: LINK s.ebmpuTres has nowmrol over and assumes noresponaelltyfxmp e.Dezianawameamllb.oho,°t.laupRMs,h°eT.Shreerwedged EXPIRES: 12-31-2019 very. (1101.10011.ls.design hmdlnd ehipmxi red irWlYa'lb W wmpenmd. 7.Design grimes adequate drainage is provided. B.This design'i furnished subject to the l*neetbm set forth by a.Plesosarm be located on bar meet f truss,and pleced so their tenter November 1,2018 TPNMCA in 0051,copes of which sell be fuTlNed upon request Nee comet.nab lolly center Ines_ 5.ogre!WWI%see Opiate in Inches. M7ek USA,Inc./GoipuTrus SORxere*7.6.9(1L)-Z 10.For bvc connector Gete design vetoes nee E SM13.n,PSR-IPBS(mmeq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" :Be 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1uRTR LOAD DURATION INCREASE - 1.15 1- 2=(-304) 267 7- 8=(-464) 473 7- 1=(-1153) 401 9- 5=(-269) 225 BC( 2x4 RODE #1LRTR SPACED 24.0" O.C. 2- 3=I-255) 233 8- 9=(-186) 492 1- 8=( -391) 1028 5-10=(-403) 188 WEBS: 2x4 RODE STAND: 3- 4-(-500) 266 9-10=(-149) 524 2- 8=( -94) 206 10- 6=(-150) 703 2x4 KDDF#166TR A LOADING 4- 5=(-054) 264 10-11=( -44) 62 8- 3=( -654) 335 6-11=(-921) 215 LLI 25.0)*DL) 10.0) ON TOP CHORD- 35.0 PSF 5- 6=(-050) 143 3- 9=1 -113) 303 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 9- 4-) -25) 155 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD - 45.0 PSF REARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.0" -146/ 941V 0/ 0H 5.50" 1.51 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CONE. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 1-05 9-06 10-00 MAX LL DEFL = -0.021" @ 6'- 2.0" Allowed = 1.000" 4 ' 4 T MAX TL DEFL = -0.037" @ 10'- 9.3" Allowed = 1.333" 1-05/ 9-09 9-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS / 4' 1 f / MAX HORIZ. LL DEFL - 0.007" @ 20'- 9.3" 12 12 MAX HORIZ. TL DEFL - 0.011" @ 20'- 9.3" 9.00 V Q 9.00 Design conforms to main windforce-resisting M-5x6 M-3x9 M-5x6 system and components and cladding criteria. 2 3 4 M-3x4 lip a' Wind: 140 mph, h=15ft, TCDL=6.0,5CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Y load duration fearerexpo, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 0 $ A 0 rn M-3x9 1 N O M L i :i a ** 8 9 10 *e 11 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x8(5) L l y Ep PROF 1-06-I2 9-02-08 6-11-13 3-ol-Ls @'C'GINE& 6"/ 2 20-11 44 :9200PE 7r" JOB NAME : RT AREA 4 ENGLISH 2 - P8 1 dgIP �: Scale: 0.2258 WARNINGS: GENERAL NOTES. unlessotnerMse noted'. 1.Builder and traction contractor should he advised clan General Notes 1.ids des4gnis based only upon the parameters shownandisforan.dNidual y OREGON 4j Truss: P8 and Warnings before construcencommenres. budding component AFPdmmlily al deeghpenmelen empmcet L. � b X 294 tempresson web Wang must be mtleaed whore shown.. incorporation of comporemis Stine rcaro chords to of me building designer. q 2pti Q+ s.Ademm�allempdnry bndnpm mauve stability author wnsimdion S.Dawn assumes the moan bottom chordstc be laterally mated al O Y 14, IS Mo raapana15119 or ender.Adeitienel immanent Sauna cl 2 au,end at ler as nuns plywood utters braced throughout tnen length byn DATE: 10/31/2018 me asanll Yruduw is to nsb &Ile buidi designer. temipart diming sneaking atehl brace re aadwhere Mown•antler&erywe1118CJ. V respn iuy nga.Meditation tio bneg a laurel pa bitty orirea where anem 55 FR R i L�- 'SEQ.: K5392707 a Noead s ere c be leianat to so mmy howl�ntil o elbme than a.Do "Poamis es are tone usede In a respet,5eceenviron ntoe fastenersere complete and elronme Mouse any loads greater Men s Donn deimeawaees.&use.are to In enonmrrWve environment, TRANS ID: LINK design least be applied m any component. e.end em°aa zonation. at al brown.snlm or 5.Camparms has na control over enassumes ncnsponslbenydrthe necessary_ EXPIRES: 12-31-2019 tahMalun,handling,shipment and lneleeeton&components. 7.a;,gn assumes adequate drainage is provided. November 1,2018 8.Uusdesifn is banished sugect to the limitations set tone by 8.Plates Mal be located on both races of truss,and placed as their center • rPIMTCA In SCSI,copes or which will be furnished upon request. lines colloid,with joint center Ines. 9.Digits indicate ape Opiate In inches. MTek USA,Ine.IConlpuTnos SAMwue 7.6.8(1 L)-E to.For bask connector plate design values see RIB-1311.E5R-1988(Mired) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8`- 2.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 RODE P160TR LOAD DURATION INCREASE - 1.15 BC: 2x9 ROOF k1613TR SPACED 24.0" O.C. NOTE:Design assumes moisture content does ABS: 2x9 KDDF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <- 12•OC. VON. LLI 25.0)+DI,1 10.01 ON TOP CHORD - 35.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <- 29^0C. UON. DL ON BOTTOM CHORD- 10.0 PSF system and components and cladding criteria. TOTAL LOAD•• 95.0 PSF Wind: 190 mph, h-20.Bft, TCDL-6.0,BCDL-6.0, ASCE 7-10, LL - 25 P9F Ground Snow IPg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Not 8tTru5s design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 9-01 4-01 1 T T 4-09 9-09 T T T 12 12 9.00 7 IIM-9x4 N 9,0D a9.0" N O N N O o O M M f PM I M-3x4 14-165x3 M-3x4 y j y 9-09 y 9-09 y y y tkEO PROFF6., 0-02-03 8-02 0-02-03 ��`0 .NG�NEF9 1Sj0'L y 9-06 y Q' 9200PE 9Y' JOB NAME : RT AREA 4 ENGLISH 2 — PCAP • Scale: 0.5058 • j/-�� `` WARNING& GENERAL NOTES. unless omet550 noted. O • 1.Builder and erection contractor Mould be advisee Mar General Notes 1.This design R based only upon me parameters Blown end is for an individual Truss: PCAP and Warnings before construction commences. bulging component./topleagy or design parameters and proper /� �./ice y 2.3a compression web bracing mud he installed where shown e. inroryaminn orwmpenerf Ntle reywwbiey of me Milano designer. ✓/ '/1f l �e\ a.Mdnroml temporary bracingto Insure ganllrty during...Minot I neegn aewnes metop and bottom shortie to be laterally Prated St 1 y ,1 O Is thnyw1,518 or the erector.Adllenel pemmnent teeing el Td.s.and et l0'o.c.I.Wa 0el)unYu based llnosOonul tan length by O 1Ys �� continuous Meeting wen ate plywood Meemingrrc)anger drywet(aC). /'wf^L)0 I1� DATE: 11/1/2018 the overall structure bole reeponeleey pits building despner. J.Zr lipped Meeting or lateral bracing required Mere Mown s+ r'C SEQ.: K5342708 a No mad flout M applied to am component mill agar al Mooing and d.Installation°Museat,,esponsbiutlaite respecieeenueaor. fasteners ere compete end et no nee should any aria greeter bran S.Design assumes trusses are to be used In a nminnn.Ne environment, aea9n bade be applied a any component. and are for'dry condition'or use. TRANS ID: LINK 6.Gdm Trvs has coconl dear and.,cornts no re 6.DesgnasWnes lull bearing at al supports Mown.Shim or wedge d EXPIRES: 12-31-2019 pall aponsie y for the nets retinal-ion,handling.shipment and Installation of components. necessary. O.This deagniagmngmd subject to the limnetioseel fortby a.Pu`t'esehelbelocateeden`wmncesargues,and placed sotea-center November 1,2018 rPINfTCA in SCSI,copes of whin will be amifwd upon realest, lines coincide with joint center lines, g.MiTek USA,Inc.ICompuTrus Software+7.6.9(1 LFE IS.For og basic conneicate ctorm of iwMa. pa n vahws rive ERR-1911.E6R-190e Weld This design prepared from computer input by I B,.. Pacific Lumber and Truss-BC LIM BER SPECIFICATIONS TRUSS SPAN 8•- 2.0" COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF pliers LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N15BTR SPACED 24.0" O.C. COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND NOTE:Design assumes moisture content does LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.Ol+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 24"OC. UON. DL ON BOTTOM CHORD - 10.0 POP TOTAL LOAD - 45.0 PSF Design conforms to main ree-resisting system and components andd cladding criteria. LL = 25 PSF Ground Snow (Pg) Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, M-1.5x Cr equal at non-structural vertical members (don). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BETNG MET. load duration fforo wind l Truss designedpine for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note/Truss design requires continuous bearing wall for entire span VON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 T 1 T 9-09 9-09 T T '1 12 12 IIM-4x4 9.0U 7 Q 9.00 9.0" f N O I O I O 40101- ILI i M-3x9 M-165x3 M-3x9 1 )' 1 y 9-09 4-09I. )'y !!''��11,EB PROF- 0-02-03 8-02 0-02-03 '`4` C ss ), y ��5 NGINEFR /��9 9-06 JOB NAME : RT AREA 4 ENGLISH 2 - PFWCAP /- . •�� Scale: 0.5047 a_v I' WARNINGS: GENERAL NOTES. unless othenuSe now: CC I. 1.sumer end eruLen contractor should be advised of all General Notes I.This design is based only upon me perimeters!Mown and lc Ire an lndNkual OREGON W Truss; PFWCAP and Warnings before construction dominances. balding component.Applicable"Of design pammetenand proper -G e&q x 2.L4 compression web bracing must be metaled where soown a. InMmaralwn orrompenen is merespaMieip of me budding designer. 2�1 3.Addmnal temporary bracing w mare smelly during constructionI Design assumes m.apart bottom chords In be laterally braced at 4 Y 14, �. is nvre anti ameerecmr.Aedmdnal taadn 1 2'dc.and m ran.n.reapeaereN unless braced taCand/t their lentil,by (y epu eyo permanen go continuoMMnmmg such as stria sheal,lnscrOland/or drywal(1302 1 ) DATE: 11/1/2018 the loaemg structure nthe reapamlbllry M em budding aeeigner. 3.L Impact widow or lateral bracing required where mown e e FR RILL a SEQ. : K5342709 4.Ne Mad should be appl'iedw any Mee and SMr sl brawn era s.0051.n since n m90asp bar used„mnrnaceearvvese era, anent nmmnare complete andel no brae should any wade greeter con sign assumes ition.'of use. TRANS ID: LINK design loam be applied to any component. s.oeddan sasunfor tdea hilconl hearing Thal wpponssMwn.3Mm or wedge 3.nampulme has M control over end assumes na response*terum necessary. EXPIRES: 12-31-2019 ,,brinebran.handling.shipment and Installation olcomponents. 7.Design aemanes adequate drainage leprovided. November 1,2018 6.This Wragn la furnished rubies to Ma tinnations sal forth by B.Platte dud be located on both gases of and placed co their center IPIW TCA in BOB.copes or Wien will be banished upon request. Ives Mine with laird center lines. 9.Ceg0e indicate size of pate F Inches. MTek USA,Inc./CWnpuTlus Software e7.6.9(IL)-E to.For Ms,connecter plate Malan veluva see nSe.nl1 I,E3R-I988(Mlrak) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE 815BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=10) 0 BC: 274 KDDF 6158TR SPACED 24.0" O.C. 2-3-(-40) 12 IC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LLI 25.0)+DL( 10.01 ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0•' 0.0" TOTAL LOAD - 95.0 NSF 0•- 0.0" -60/ 321V 0/ 28H 5.50" 0.51 RODE ( 625) 1•- 8.2" -35/ 23V 0/ OH 5.50" 0.04 NUDE ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.0" -20/ 44V 0/ 0H 1.50" 0.07 floor 1 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. .. (PROVIDE FULL BEARING;Sts,2,4,3 LL BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 100ND. 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/240, TL=L/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- D.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 0'- 11.6" Allowed - 0.040" MAX BC PANEL TL DEFL = 0.001E @ 0'- 11.6" Allowed - 0.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX H0R12. LL DEFL = -0.000E @ 1'- 10.3" MAX HORI2. TL DEFL = -0.000" @ 1'- 10.3E 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=6L=6.0, ASCE 7-10, (All Heights), Enclosed,, Cat Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 0 in the plane of the truss only. 1 { .NI o I - m - M-3x9 y j j 1-00 1-11 ��Eo oFFss \cp 0NGINER /0 89200PE 9< JOB NAME : RT AREA 4 ENGLISH 2 - Z1 � Scale: 1.0196 WARNINGS: GENERAL NOTES. umesaomerwbe noted: O A+ Truss: zl I.Bolder and erection contractor Mould he advised rat all General Nobs 1.Tlis design is based only upon the panmeten&wwn and la for anthralls.( "Fe .OREGON 4[/ and Warnings before conanuction commences. building component.Amin:nifty aideapn panmetem eM proper ].ha compression web bracing must be instahawlrenanmvne. Incorporation al component is the responsibility orally Wmlrg designer_ O A� 14 20\ �� 3.Additional temporary bracing to insure stability dump censtWin a.Design assumes the lop and bottom OioNCNMbIbaY/bmded at _] inn responsibility of the enema.Additanal permammlbracing of Ton.and al IN o.c.reapdively unless braced throughout their length by . DATE: 10/31/2018 the oveallstructure Ismereeponetouryar the buildnpdulpner. wmimwumMeagorAteheaalyroadMredwhershovm•0 and/or•drywe6(Bq. �FRRII_t844 - a.'lxImwnmimingormeresponsibility epaaipagrot e.so Maranon S EQ. K5342710 a.No load racemeshould meomplete an at any lime until amratlbnangand A.Design minestrones i Wes lame are to be sedinherewacOveandanw. b9en.n.ie complete and.I no time should any bads greater than s.and an horny condition. rube used ins mnw�oaiva.mirvnment. TRANS ID: LINK design Nam he applied to any component. and an Nr dry conalMn'a use. B.Corn TashasnocoNralosxandassumeamre B.necessary_assumes adng.t.,supportsMpwn gNma,wedge if EXPIRES: 12 31 2019 pu eponslebay For me necessary_ r bnpGn.handling.shipment and ImMOtlnn of eompanees. I.Design assumes adequate drainage Is conned. November 1,2018 O.This design is fumbhin subject to the imitations set MNn by 8.Plates anal be wined on Wm laces Minns,emplaced so their center TPOWTCA in Boo:,copes orMkn will be furnished upon requeq, Inn Made with loin center lines. a.Onto imiran arse of pate In males MiTek USA,InCJCompuTNY Software 7.6.8(1 L).E to For bean connector pate design sabres an ESR'ISI I,ESR.l9at(Mick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF )I16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 37 2-4-10) 0 BC: 2x4 RODE 616BTR SPACED 24.0" O.C. 2-3=(-411 13 TC LATERAL SUPPORT <- 12"0C. NON. LOADING BC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)4DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -54/ 313V 0/ 2BH 5.50. 0.50 MODE ( 625) -20/ 47V 0/ OH 1.50" 0.07 MODE ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 4.0" -15/ 20V 0/ OH 5.50" 0.03 MODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING(Sts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-] psf) uplift at 24 "on spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCORRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, Tb-LITe0 MAX LL DEFT. - 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFT. - -0.003" @ -1'- 0.0" Allowed = 0.133" 4 1 MAX BC PANEL LL DEFL - 0.001" @ 1'- 1.7" Allowed = 0.053" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.9" Allowed = 0.071" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15fi, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirl, load duration factor-1.6, Truss designed for wind loads S in the plane of the truss only. M `i , O M 1 4 O M-3x4 1 l 1 1-DO 2-09 :,r „ .0 P R of-4- .NGINFFq >, '4 :9200PE 9T JOB NAME : RT AREA 4 ENGLISH 2 - Z2 � . Scale: 0.7118 '- ' WARNINGS: GENERAL NOTES, unless othere.wooer O Q I Balder and erection contractor Mould be advised of NI General Notes I.This design is bawd only upon Me PeremeNla dawn and lain'an Indmdw.l 7, OREGON �4/ . Truss: Z2 end Wam before construction commencer grading component,ApplicaNWy of design parameters and proper 291i compression web tracing mud be lndaMd where drown+. incorporation or component Nth,.responsibility MIN.biking designer. �S� 3.Additional temporary bracing le insure Nobly during consrvcibn 2Desip^assumes the tope and bottom chords lob Morally baud al , 1 2� �"� isMsreepondbEAy is erector.Additional permanent ass':,bracing of �°•4 arWatloO6nl.ape�lreryunb H0os,ubroueoRa,ghout trenbngm by O 14, continuous sheathing such as plywood eMeming(TC)arWor drywanl6c). MFR R 1 Lv. DATE: 10/31/2 D 18 the overall structure ro the responsibility of Me building designer. 4 In Inroad bridging or lateral regared w where loon.. 'SEQ.: K5342711 a file w d load he to my component until after al Madry and a Installation or truss la the responsibility of the respedse cmwador. m fasteners ere=some and amen,.should auld any been greeter than S.Design m to Nesse,are be used In a non-wimdye environment, TRANS ID: LINK least bade be applied to any component, and are for"dry conlid.w far use. S.CompoTrua Ma nommrcl over and assumes no responsibility ter the d Design°ssrmes sill b.amg.l.a supports drown.Shim or Wedge it EXPIRES: 12-31-2019 5 IeOrsowawa atnmlu,shipment and inWllMbn of Smponen. T.Design wanton.legit..drainage is provided. November 1,2018 S.This design Simi-sshed subject to thellbe 51,6 set forth po by S.Plates Mal be nted an bath Hanoi truss,and placed m their tamer TPVWrCA In SCSI,eagles et which will be formatted upon request caineMe wan mint center lines O.pegs.indicate arm replete in ACTA USA,Ine/Compuirus Software 7.6.8(1L)-E to.Far bask*sweater plate design ign values sat ESR.tits ESR.MS4(Mireln • This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFTCATTONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 SC: 2x4 RODE k168TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 37 2-4-(0) 0 BC: 2x4 RODE kl6BTR SPACED 24.0" O.C. 2-3=(-40) 15 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL) 25.0)♦DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DE ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 P5F 0'- 0.0" -54/ 316V 0/ 32H 5.50" 0.51 BODE ( 625) 2'- 1.3" -14/ 23V 0/ OH 5.50" 0.04 !ODE ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -26/ 5BV 0/ 0H 1.50" 0.09 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING,3ts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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/240, TL=L/160 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed 0.133" MAX 0C PANEL LL DEFL - 0.001" @ 1'- 1.7" Allowed - 0.053" MAX TC PANEL TL DEFL - -0.002" @ 1'- 5.3" Allowed = 0.147" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI2. LL DEFL - -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL - -0.000" @ 2'- 3.2" 12 4.00 G.- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCOL-6.0,BCDL-6.0, ASCE 9-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(D1r), load duration £actor=1.6, Truss designed for wind loads I • in the plane of the truss only. • 2 q L111113M4 y l 1 1-00 2-04 PR� � �Fss �� tiNOIN�F'9 /�?� cc. 7.92 0 9r" JOB NAME : RT AREA 4 ENGLISH 2 - Z3 Scale: 0.9725 WARNINGS: GENERAL NOTES. unless agencies rested: 1.Balder and erection contractor should be addaea of all General Notes 1.This design.a based only upon ge PeNcINNAanm.n and ism,an ineadd y OREGON <.j Truss: Z3 end WarningsPalm.conor5000n commeelced bugling component.App6u0My of design parameters and proper P. mmpeewn web bracing mud be inland where shown.. inoorporelon of component is Me respamgnrty or the building designer. 2, '\�Ar a.Atltl.n..Ronal temporary badrromgwre stability clueing mnawalen 2.Desgn assumes the top am bottom Noma to be late.iff c.e.t L<O 9y 14, O ' is Ong re Ili ells u,of the erector.Additional permanent bating of 7 o.c.and at m'o.c.respectively dnleea bread throughout emir length by �S DATE: 10/31/2018 impwrellamaure Cage reponagllyonm mamdgdeaaner_ continuous sheathing such as plywood eheagmglTC,ands syvmg(ee). `41 a 2r berm,badgmg or lateral Maws required.here drown., �R`L� SEQ.: K5342712 q.No load should he applied to any component mai aftersod al bracing and l lnae9elbn of truss is me reeponeuised afltspMke winMlteo fasteners are complain and at no Dna should any Made greater than s Design assumed trusses are m be used in hMrmtroave environment, TRANS ID' LINK design loads be applied to any component. and.re for Miry full fla or use_ 5.tepTm hesncw rota ,,n„am,anerePmNl For the a Desggnassumesfulbearngnxsuppensshown.ShimnowedgeIf EXPIRES: 12-31-2019 N feer<auon handling,shipment and installation of components. 1.Designeasumes adequate drainage is provided. b.This design is fumIhed eub)eel totini be furnished set loan by 9.Plates shal plan be boated en bog faced of MUSS,and ed ao glen reins NOVBfIIb Of 1,2018 TPIMTCA In SCSI,copes of which w11 be umished upon requeM. Ilnescoinade wN)aim center Ilnes. MiTek USA,Inc.Com mTms Software T.6.81L-E II earDigitbmd�teruler plate manures. P ( I 9.Porbesmconnecieof plate ededgo es. see ESR-1 sit.ESR-t IM6(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF f166TR LOAD DURATION INCREASE = 1.15 1-2-1-101 3') 2-9=10) 0 BC: 2x4 KODE ft16BTR SPACED 24.0" O.C. 2-3=1-52) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)1-DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ TOTAL LOAD = 95.0 PSF D'- 0.0" -81/ 377V 0/ 22H 5.50" 0.60 KDDF ( 625) 1'- 1.3" -90/ 33V 0/ OH 5.50^ 0.05 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -46/ 22V 0/ OH 1.50^ 0.04 ROOF ( 6251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;.Tts:2,4,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-y psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL PEEL = 0.003" @ -1'- D.0" Allowed = 0.100" MAX TL IFen = -0.003" @ -1'- D.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.000" @ 0'- 9.6" Allowed = 0.090" MAX TC PANEL TL DEFL = -0.000" @ 0'- 9.6^ Allowed = 0.060" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI Z. LL DEFL = 0.000^ @ 1'- 3.2^ MAX HORIZ. TL DEFL = -0.000^ @ 1'- 3.2^ Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 17 Wind: 140 mph, h=15ft, TCD1.=6.D,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MltFRS(Dip , load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 1 N f _ I - o O / 2 4 M-3x4 00 - 1-04 <flCC�p pR p�'(�Cn �` GNE�9VVA /�� 9200PE 9r' JOB NAME : RT AREA 4 ENGLISH 2 - Z4 • Scale: 1.0987 WARNINGS: GENERAL NOTES, unbar Whereas noted'. Ct 1.Builder end meteencontractor should be advised of ail oeneoNotes t.This design re based only upon the parsmeten shown and is for enindividual �-y A-OREGON i.cf Truss: Z4 and Wamlrpe before cnnetrucnen wmmenmc building component Appkatllly of design parameters and proper / � 1.h 4 compression web bracing must be metaled where shown• incorporation of componentla me reapendbibly of the bulking designer. 3.Additional temporary bracing to Insure staidly w M lny during , ,✓�Ln 2.Design assumes the and boll..chords be laterally berod at O 1 2P` k the reaponWYry or!he erector.Additional pertnaneN bracing or Tee and al 10'an rerpeGWYy unless braced lMeugnow their length by 1 Y DATE: 10/31/2018 Ina overall Cincture is the nee tea or Melding designer ,impact caging or wmaapywnneaueemmere shneroraywen(Rel. pmd po n, abrasn a.�lmpteflsf truss is lwmlersdrgtVslearm92wmm1m £`R I'^/ 1 a SEQ. K5342713 4.No load nwJc Pe mplete an atany component ens.deraeatelhaM <.Design Installation lame are to use In ananpaaN.nomad ]l L fasteners are wmpNie.nd.inw(me should am Dane grealenlMn s.and anassumes wa2eaere no be used ln.non mtmweenmmnmeN TRANS ID: LINK &sun bade be applied m any companam. and ere nor^dry donamor of use. 5. ammTmh.an�nrelp.er.m.�m no responsibility 8.M� assumes mllbearingatalsuppoltswpwn.]mmorwedgeIf EXPIRES: 12-31-2019 y lwncalbn,handling,shipment end Installation el ncmponenta. 7,Devon essence adequate drainage is provided. _ 8.This design is furnished aged to the l0nndkne rat forth by 9.Plaice shall be located an both feces ofnwe.and pbced as Oleic center November 1,2018 TPVWTCA in SCSI,carless,which will be furnished upon request. lnee coincide with joint center lines. wa MiTet USA,6mJGo Tnua Software 7.5. 1 E II FDor 8ew indicanector ted-we do oflate design in viol n4u U- N.Dd,indcated-weHtin c values see ERR-1]11,E]R-f B]B(Perak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KODF #1613TR SPACED 24.0" O-C. 2-3=(-90) 12 TC LATERAL SUPPORT < 12"OC. UON. LOADING BC LATERAL SUPPORT <a 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" O.J" TOTAL LOAD = 95.0 PST 0'- 0.0^ -67/ 319V 0/ 30H 5.50" 0.51 KDDF ( 625) 1'- 9.2^ -30/ 23V 0/ OH 5.50" 0.09 ROOF ( 625) LL = 25 P5F Ground Snow (Pg) 1'- 11.7" -21/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- 'PROVIDE FULL BEARING;Jts:2,4,3 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 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/240, TL=L/180 MAX LL DEFL - 0.003" @ -1•- 0.0" Allowed ^ 0.100^ 1-11-11 MAX TL DEFL - -0.003" @ -1•- 0.0" Allowed - 0.133^ T 1' MAX BC PANEL LL DEFL - 0.001" @ 1•- 0.1" Allowed - 0.043" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed - 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL .. -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=1.6, Truss designed for wind loads in the plane of the truss only. M I o M o y 0 4 M-3x4 J' 1 1 1-00 2-00 ��0 P R o,te ��-, �NGINFFR /02 ¢ 89200PE vC JOB NAME : RT AREA 4 ENGLISH 2 - ZH1 � s_. Scale: 0.7197 WARNINGS: GENERAL NOTES. unkes anemia.noted: (II Cr 1.Builder end erection contractor should be advised or ell Genera,Notes I.This design la based any upon the parameter.grown and Is loran Individual y OREGON 4.,/ Truss: Z111 and Warnings before construction commences. building component.Applicability dl design parameters end proper a b 2.2a4 compression web bracing must be Installed where elwml• Incorporehon elmmponent q the reasonablllry done bulling designer �/ .1ON 1'` 3.Additional temporary beading to Meuse stability during°pnq,uq'pn 2.Design assumes Me lop end bottom chords to be laterally baud at b ) 14, 4V1� I.me rtalnngblAy°tnesnctar.0.ddlonal m^namm Draciry of c7eae and at 17a..respectively unkm Maud lhroutenre met length by v 1 M as DATE: 10/31/2016 w theinnmmave iene unpinning," rznDenree de ^nnu°uesheenng such as plywood sneeming(rc)anwor dryw°Iquq. {VA the '°°Finn pen 'N eper. 3.N Impact MF5Ing or lateral bracing teguired where Mason r♦ FR R I��- SEQ.: K5342714 4.No load Haulrnpl.t espied w any component Intl alter ap bracing and 4.m#allation&Mis Is the ree tobe used In reapedoemntradm. fasteners ere complete and et no time should any loads gremlin Xmn 3.Design asumesWms are be used m a noneenome environment, TRANS IN: LINK design lads he applied to am component. i,o:°mgn are!orrery raalmd es Donation' pa en supports snows.snlm or wedge 6.DmmpuTmahoanominoloverandassumesnoresponsibilyforthe EXPIRES: 12-31-2019 neceasary. tabssaten.handing,element end lnstatapn of°mmpneents_ 7.Neon aalbeNad.dse drainage buss n November 1,2018 N.Ills design m CSI. subeect when d))6 Notations set upon e.Ines Nailed mb°tnkm of buss.and placed se thee meaner TPWNCA In BC41.copies of wM1M will be furnished request. lies coincide with If Reinr lines. g.Digits indicate 8¢°opid in mdnha MNak USA,Inc./CeI1IpuTma Software T.6.8(1 L}E Io.Fw basicmnrwctar pile anger values see ESR-1311.ESR-t gli(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-9-0 FROM END HALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"cc 2119 RUDE N16BTR TOP CHORD LL = 2bpsf TOP CHORD Di = 1Opsf TOTAL LOAD = 35psf 12 2.83 v M-3x6- M-3x6- M-3x8 N ` I � l 1 y i .ED PROpeo 1-D5-12 3-02-19NAG '��•' s/o, VV:9200PEE/ Y9" JOB NAME : RT AREA 4 ENGLISH 2 — ZR Illar°11111111r Scale: 1.3649 WARNINGS: GENERAL NOTES. unless Whew*molad: t.Builder and erection csadoneMuld be advised Call General Nabs 1.The design is based only upon she parameters shown and IS For an individual -9 OREGON Truss: ZR one Warnings boles,unuon comm ences building component Applicability of design ramelers and proper bs 2.ado compression web bracing must he bnakee where shown«. incorpamon ofcomponent is the responsibility of me budding designer. � D.Additional tempamry bracing to haws stability during wnpnudnn 2.Design assumes the top and bottom chords to be Mersey braced at 1 is Me repo ot,ctu .s the erector.Additional permanentbracing al continuous and at l9'es.respectively mesa Gaud throughout their length by ,O •�s O� DATE: 1 1/1/2 018 the overall structure is there obi fend building deli Impact waging sacs asPreoneae quirshee Amara somas•wywelllBcl. c ay n W a m designer. 4.2v lmpen nrppmm a st.re beorg required Where ionan«« `R' p`0_ SEQ.: K5342715 4.No lose should beeppeee to am.corona until after as bracing anal 4.Installation enmnlsem reeponsibity of N reapuMHsunhaaec fF-l91 fasteners arocompkb and at no rims should any loads wearer than S.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be append b any component. and are Mr^ery condition"clues 9.DamyuTms has nocontra over andaewmesnor.spandbliylorthe e.� .namnryllM.nmg.t.awppdds,mdwn.9nimdrw.<g.If EXPIRES: 12-31-2019 necessary. fa n handling,shipment and installation of components. ,.Design assumes adequate drainage Is provided. November 1,2018 8.Thisis design is furnished wbfect to me nmsatiem set forth by 9.Plates Llal be boated an bath faces ramps,and placed eo Neu canter • TP W.TLA In SCSI,sieges of welch mil le furnished upon request. Ones coincide with joint union lines. 9.Dlgba Indicate sibs of plate In more. MRek USA,NIWCompuTN55pMaafe 6.2.3(1 L}Z 10.For bask canna-oar plate deaden values see ESR-1311,ESR-1998 Week) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings"°tto scale) Damage or Personal Injury r�M Dimensions are in ft-in-sixteenths. ii� Apply plates to both sides of truss 1 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �'�1fi r 4 2. Truss truss bracing must be designed by an engineer.For widespacing,individual lateral braces themselves ❑ may require bracing,or alternative Tor I 311. 111.11- K 0 16,11101;111 bracing should be considered. �_� O3. Never exceed the dnade loading shown and never d stack materials on inadequately braced trusses. H 0_ p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cva csr cs-s designer,erection supervisor,property owner and • plates 0- ',A'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. • 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSUTPI 1. connector plates. THE LEFT. • 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that //� Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracingsection of the by AWC inthe ALSC2 approved/new SP represents 05/2012 NDSw 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. l ft 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/I-PI-I: National Design Specification for MetalMi 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. snot sufficient. BCSI: Building Component Safety Information, M'Ts k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL PIGGYBACK (MAY BE USED FOR DRAG TRUSSES UP TO 150p1f) DRAG (150p1f) 9/10/2016 PAGE 1 OF 1 SPANS UP TO 20'-0" MITek USA Inc. �� GENERAL NOTES: 1.LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2.MAX MEAN ROOF HEIGHT=30 FEET 3.MAX WIND SPEED NOT TO EXCEED 140mph. 4.MAX TRUSS SPACING NOT TO EXCEED 24"oc. M ITekm 7.6.PITCH MAX NOAP T TO ES SPAN 1�12OMAX 5.CATEGORY II BUILDING, RE B OR C.ASCE 7-10 8.MAXIMUM LATERAL LOAD TRANSFER BETWEEN PIGGYBACK AND BASE TRUSS=150 PLF 9.DURATION OF LOAD INCREASE=1.60 STUDS TYPICAL AT 48"oc MAX 2 x x 6'-0"SCAB.SIZE TO MATCH TOP CHORD OF PIGGYBACK.MINIMUM GRADE DF#2.ATTACH TO ONE 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB) FACEG NAILSOF ILSP CHORD WITH 2 "oc ROWS RF UGH X T. GUSSET EACH SIDE AT EACH BASE TRUSS LONG STAGGERED AT 6"oc THROUGHOUT. JOINT OR MAX.24"O.C.ATTACH W ITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD I FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) A ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-0.131"X 3" 6Ap LONG NAILS TOENAILED. / STRUCTURAL BASE SEE STRUCTURAL TRUSS BELOW FOR PURLIN 1 TRUSS BELOW REQUIREMENTS-NOT TO EXCEED 24"oc. 2x4(MIN)SPACED PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE STRUCTURAL TRUSS BELOW(SPACING NOT TO EXCEED 24"0.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH WITH 2- 0.131"X 3"LONG NAILS, IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS 2 x x 6-0"SCAB.SIZE TO MATCH TOP CHORD OF PIGGYBACK. MINIMUM GRADE DF#2.ATTACH TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 0.131"X 3"LONG NAILS STAGGERED AT 6"oc FROM EACH FACE REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. 0 7"x 9"x 1/2"PLYWOOD(or 7/16"OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX.24"O.C.ATTACH WITH F MILS X 3"(TOTAL NAILS INTO EACH ORD) FROM....j EACH SIDE(TOTAL-4 NAILS EACH CHORD) 2x4(MIN)SPACED PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE STRUCTURAL TRUSS BELOW(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH WITH 2-0.131"X 3"LONG NAILS. t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE iHL7473 BEFORE USE. str WDesign valid for use only with Meek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M T®k® fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/ti11 Qualify Criteria.DSB-89 and Ball Bolding Component Safety Intormallon available from Truss Plate Institute,583 D'OnoMo Drive,Madison,WI 53719.