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Plans (3) R MST2019-00323-14255 SW 168TH AVE—LOT 67 ! MST2O19-00324-14271 SW 168TH AVE—LOT 68 FEB a 7 2019 MST2019-00325-14279 SW 168TH AVE—LOT 69 CITY {1M` MST2019-00326-14293 SW 168TH AVE—LOT 70 MiTek8. BUILDING DIMS k MST2019-00327-14297 SW 168TH 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. �ftskEO P R Ope ��\� �NGIN.49 /\ 2 c' 89200PE Lif OREGON�Ix ��2 /O I/ 14, 2° P+ MFRR11.�- � 1 �A 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. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ICOND. 2: Design checked for net(-2 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF 6168TR LOAD DURATION INCREASE - 1.15 BC: 2x9 ROOF 111fi BTR SPACED 29.0" O.C. r Design conforms to main wi ndforce-Yesisting system and components and cladding criteria. TC LATERAL SUPPORT C- 12"OC. DON. LOADING 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, hel5ft, TCDL=6.0,BCDL-5.0, ASCE - , BC LATEPAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 9 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), DL ON BOTTOM CHORD = 5.0 PSF load duration factor-1.6, TOTAL LOAD = 5.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 POP Ground Snow (Pgl LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL fable end truss on continuous bearing wall VON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 1' 1' 1' 12 12 I I M-4x4 12.00 12.00 3 I� en en t 0 1 ,4111L\ 3x4 M-3x y 1-00 l 1 1-00 ) ,\,'(<- GNE5 s4 o-oo 44./ 9200PE 9 JOB NAME : RT AREA 4 ENGLISH 2 — Al40 Scale: 0.4196 • WRMIINOs, GENERAL NOTES. US.,.othoritso noted O OREGON �, pi t.auger and erection nand.Gor should be advisee al all General Notes 1.'Minasion ra based any upon Me parameters Blown and Is Mr an iMWWuaI Truss: Al and Naminps lmrole construction commences. buiggErompenant Appllcadlny or deep parameters and props 23<wmpewon web baring must he inn..where clown e. Incorporation atanasthe of Me annt drs Mille nepaidsloety MenuWYgee®pner. L<0 gi+ 14 2°' �# 3.Addrcareltempnrary bnanoto Mare stability during construction L r en an atIP the gpandboname.bract<6roralybeweat r (w 0s !slim mepmolblYry of the tractor.Additional permanent Curd 1 7°e out ehe'o.n respectively as ply oodsheamoyed egc)and drywaeir gMbv N ^8o coImpacta 1ging or aucnogwooduired werc)arwor Mwoll(BC). `7eRRILA- VVV DATE: 10/31/2018 No overallmould hea»md toany cnlldynlmeemisee designer. a 9rlmpaeadrum or thMabradrom9uithe rmemmbwna. I.Na loadene Noub In applied b any Wm should aril loses g bnuno en <.Inmensdesignll°n of W truss.arepu a inty used i the espaah<wrnedw. S EQ.: K5392672 Nadr»ra.rs wmget<.nd.e nd aura any b.a.9raalmmen s.arid eo,drymfl5btara lace used in environment. design bade be applied m em oomponam. Demo ss„`mRra^ae°dnsn'al use. EXPIRES: 12-31-2019 TRANS ID' LINKrespend e.DemonNn Leming Mal supports shown.cram orweaga it 5.ebmadon.. adincontrol hipme d nd installation no mepanenis.la me Depe�pt, .l hbddeslg M1sMoirq,W addled to ie limmeo 0wmp°nby 7.Design AIM besaded on drainage is enas.d. November 1,2018 8.TNtdedonn NmlMop soiwelhwill beetueds°t spun e.knee ssialb located Center Nwabl��s,and gated wtheir cemer TPVaVfOA In 0051,wFIeaM welsh will be fum.ad upon request. 9.Oddes indiccat s sde with loni ot pM@inrIn.M. MMek USA,InCJCompuTrus Software 7.6.8(1 L)-E 10.Ft.basic connector Mee design values see ESR-I3r,EBR-1906 p0Neq 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/Cq-1.00 TC: 2x4 DF 816BTR; LOAD DURATION INCREASE - 1.15 1- 2=( 0) 89 2- 9=(-1245) 1552 3- 9=( -414) 342 2x4 ROOF N163TR Ti, T2 SPACED 24.0" O.C. 2- 3=(-1275) 628 7- 8=( 0) 0 8- 9=( 0) 65 BC: 2x4 ROOF k16RTR 3- 4=( -896) 349 8-10=( -7) 10 9- 9=( -226) 568 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-10541 1931 LLI 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1332) 619 9- 5-( -627) 989 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -304) 371 BC LATERAL SUPPORT Co 12"OC. DON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED ERG 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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. a• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 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 - -0.020" @ 7'- 11.1" Allowed = 0.808" ` ` I MAX BC PANEL TL DEFL - -0.068" @ 4'- 2.3" Allowed = 0.474" 1 9-00-05 3-10-13 9-03-09 4-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 ' T T MAX HORIZ. LL DEFL = 0.024" @ D'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030" @ D'- 5.5" M-4x6 12.00 V ' 112.00 4.0" ICONS. 3: 2000.00 LBS SEISMIC LOAD. I 4 M-3x6 S M-3x6 Design conforms to main windforce-resisting f,\\M-1.58414_3x6 system and components and cladding criteria. M-1.Sx4 Wind: 140 mph, h=23.2£t, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, M-3x6 Truss designed for wind loads M-1.Sx3 in the plane of the truss only. M-3x9 M-3x6 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 Outl oo leers must Ee cut with care and a e permissible at inlet board areas only. oI M3xw . I IIIIL� u i0k 1 w M-3x4 9 1` o . 10 6 ca M-1.5x3 -M-9x4 M-3x9 ca M-5x8 l 1 . 3 7-11-02 4-03-09 4-10-05 1 i' l Y 1-00 7-07 yl 9-06 ..,,i0 PROrt_ j 7-09-06 0-02-06 9-03-10 y �� NOINEE,9 sio� 17-01 ct :9200PE �1--- JOB NAME : RT AREA 4 ENGLISH 2 - B1 � � Scale: 0.2119 L . WARNINGS: GENERAL NOTES. unless ShetkU noted: 1.Mike and erection contractor should be advised elall General Notes I.nos aespn is based only upon the parameter.shown and is for an id'widual O OREGON 4j Truss: El and Wanting.Wore condmcoss commences. bWYling component.Apmtabiury of design pammelem ern proper /- A` /� 2 b4wmixeesian web bracing muY be installed where elwn.. Ineap ratbn of component is the responsibility of the Inking deapner. lie �A� �O`�• �` x.Addilrorel temporary bracing to insure aadiiry during coetrutlon y' nauu"'es the top and Rotten:chords to be blerally braced at /O I 1A1 isms responsibility*,the erector.Additional permanent bracing of onn50 and all0 a.c.mwpectivply plywood braced l'C)C throughout Ntpm by 't DATE: 10/31/2018 the avemlldmmureismsre oil of buddingdesigner. cnmirlsok ehealldng.soh ee plywood Mrnd stinker drywaill8C). ` � responsibility p S.ln Impact bridging w lateral bracing required where shown.. �R R I L r SEQ.: K5342673 4.No wad dwell be asked to any component until alter ant Seeing and 4.Imbibition of trues iethe responsibility of respective contmdof, Fl 'wieners are complete and at no Urns should any loads grew,then S.Design wakes Susses am to be used in a non-corrosive environment TRANS ID: LINK design wads be applied to any component .rd.re ar-ay wmddoM of use. a.DNnpm7meh..,Ncnnlrelowr.ho.,�m.,nmr.�gn.�„,.ler,n. e.Design ry_sNil bearing ataasuppad.shown.6mmor wedge 4 EXPIRES: 12-31-2019 rabroMn.Mndh„.shipment and Insta�tionOrpamponents. S.Desinas emesadequate Matte Isprovided. November 1,2018 a The design is lumiehed subject to the l'ankatina sat NM by a.Rates shell be looted on both faces elbows and planed so their center TFIWTCA In SCSI.copes of which nil be lwnished upon request. lines wnmde who ptrt osier lines. 9.Dike tMiuN size M plate In Inches. MTek USA,Inc.ICY11puTN.Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MRep 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/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 541 3- 9=(-236) 225 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2- 3=1-Bel) 223 7- B=( 0) 0 8- 9=( 0) 65 UEBS: 2x4 KDDF STAND 3- 4=1-633) 240 8-10-( 0) 5 9- 4-(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT o- 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=)-857) 179 9- 5=(-281) 207 BC LATERAL SUPPORT d= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORS BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -120/ 897V -219/ 232H 5.50" 1.43 ROOF ( 625) ** For hang er specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-] psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.808" ,( f ` MAX BC PANEL TL DEFL = -0.068" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 9-10-05 I SEASONED LUMBER IN DRY SERVILE CONDITIONS '( '( T T 1' MAX HORIZ. LL DEFL - -0.008" @ 16'- 7.5" 12 12 MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" M-4x6 12.00 17 N 12.00 4.0" Design conforms to main windforce-resisting 9 system and components and cladding criteria. e'll1144441 Wind: 140 mph, h=23.2ft, TCDL=6.0,BC0L-6.0, ASCE 7-10, (A11 Heights), Enclosed, Ca t.2, Exp.B, MW FRS(Dirl, load duration factor-1.6, Truss designed for wind loads in the plane of the truss Only. M-1.Sx3 M-3x9 M O N PCP ' a M-3x9 o ,y 7 B 10 **6 0 M-1.5x3 M-3x4 M-3x4 i 0 M-5x8 1 1 1 1 7-11-02 4-03-09 4-10-05 1 1 1 1 1-001 7-07 ll 9-06 1 ��skt.p PRPpec, 1 7-09-06 0-02-06 9-03-10 1 0%5 .NO'INEF9 /02 17-01 „4 89200PE V JOB NAME : RT AREA 4 ENGLISH 2 - B2 Scale: 0.2119 WARNINGS: GENERAL NOIER unless WMnyise naiad: .Baleer end erealenammasershoulbe advised Mall General W,en ,.rmsaesmabaaaaonyu,anMeperemMemsownandremranindiidul OREGON �� Truss: B2 and Warnings afore eonsduonan commences. hwaingumponent.pokeberry or design parameters and proper 2.he ampreseion web bracing mud s inetaled ware shown.. Incorporation el component lathe responsibe y or me building:Reigner. �g 3.Additional temPOrary bracing Co insure stabil%sump construction zlxatgn assumes me',spendas bottom snomsma laterally woes al G/0 -7� '14 20 h4y-k' a me responsibility otlhe erector.Additional permanent bracing at 7es.and al IV e.e.respeceney unless Proud throughout their length by V GATE: 10/31/2018 me oa.renmmure lemere responsibility RIM building a amnuoa.h.demgsua.a plywood snummg(rq angereywWl(Pc). V span Ry a g signer. 1?Impact Ridging or lateral bnanp required Mere Mown•• ��R'�� SEQ.: K5342674 4.No Pad soul he applied m any component until alter Pacing and 4. aoret is the reapenshi5y MAN Rap eat anaaor. �l ll %Rena%ere canplele and d no erne Mote%any Madegreder than 6.Design assumesw.es are m be used m a noneerroure environment, TRANS ID: LINK gulp Naas be Nulled to an component .m•r•ar y conalnon Drone. 6 CempgTa,aahe�ntr,IaWr.nd.aameanan,pnnNNldymrma 6.D Design PA bearing et a.supports shown.Shim er wedge II EXPIRES: 12-31-2019 Nbdaecn,handle necessary. �.ehlpmentRmlMNNansamp nby 7.Design mesadequate Rabin.0(gv5ed. November 1,2018 C.TNsdesin le tuma00a subject lathe limitations set fgmn by 6.Rates Mai be Mated en am faces erPu.s.and placed so their center TAVVVrcA in BCSI.copes of which will be%nested upon Piqued. Imes coincide winjeint centerlines. 0.Digm indicate sae of pica in inches. MtTek USA.InoJCompuTrus Software 7.6.8(1L)-E 10.For basic conneclor pate design value we ESP-1311.6SR-1968(NNW This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-Do GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 floor #16BTR LOAD DURATION INCREASE = 1.15 INon-Rep) 1- 2 (-5432) 884 1- 8-(-596) 3556 8- 2=1 -276) 1924 5-13=1-1972) 338 BC: 2x6 KDDF 81&BTR 2- 3=(-3920) 740 8-11=(-592) 3536 2-11=1-1244) 310 13- 6=( -704) 4402 WEBS: 284 KDDF STAND; LOADING 3- 9=(-3896) 750 9-10=( 0) 0 10-11=1 -82) 558 14- 6=) -230) 1456 2x4 DF 2400F A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5232( 902 10-12-( -2) 20 11- 3-1 -988) 5186 6-15=(-5822) 956 TC UNIF IL( 50.0)+DL( 20.0)- 70.0 PLO 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. UON. BC UNIF IL( 236.5)+DL( 209.2)- 445.6 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7-( -94) 59 13-14=(-486) 3166 11-12=( -569) 3902 BC LATERAL SUPPORT 9= 12"0C. MON. 14-15-(-486) 3166 4-12=1 -386) 2208 ADDL: BC CONC LL.DL= 673.0 LBS @ 17'- 1.0" 12- 5-1-3298) 582 ( 2 I complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALBEARING MAX VERT MAX MOBS BRG REQUIRED BRG AREA Attach ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I'IVr\jt/-IIIP�\f,/yVll nails staggered: 9" oc0'- 0.0" -820/ 5025V -203/ 252H 5.50" 8.04 KDDF ( 625) n i row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 19'- 1.0" -698/ 548]V 0/ OH 5.50" 8.38 KDDF 1 625) 9" cc 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. L, NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. 1-OND. 2: Design checked for net(-7 psf) uplift at 24 'sc 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 DEFL - -0.140" @ 11'- 0.0" Allowed - 1.211" 7-11-02 6-07 9-06-14 SEASONED LUMBER IN DRY SERVICE CONDITIONS I 1 1 1 4-03-01 3-08-01 2-11-02 3-07-19 2-06-14 2-00 MAX HORIZ. LL DEFL - 0.016" @ 10'- 9.5" f f / /f I MAX HORIZ. TL DEFL - 0.031" @ 18'- 9.5" 12 12 M-4x6 Design conforms to main windforce-resisting 12.00 V N12.00 system and components and cladding criteria. 4.0" 3 Wind: 140 mph, h-23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, *1114444t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertically) are exposed to wind, Truss designed for wind loads in the plane of the truss only. <4M-4x4 M-3x6 111 M-5x6 M-1.5x3 5x12 6 7 rn o M-Sx 12 `j1 i=T y� o ��4_�M III, I 9 41I_o M-3x6 Fay.a� 11 co o cam .1111.1114 ,y 910 12 13 14 M-1.5x3 M-5x12 M-5x6 M-3x8 M-7x8 M-4x6 Y y y .• *6739 j 4-01-05 3-09-13 3-00-14 3-09-10 2-03-06 2-00 j 7-07 y 11-06 .4- .,•0 ,NG NFF�s`s/O�" 7-09-06 0-02-06 11-03-10 �� ` (� r i 9200PE v� 19-01 JOB NAME : RT AREA 4 ENGLISH 2 - BGIRD ` Scale: 0.2189 • • WARNINGS: GENERAL NOTES. unless otem,.noted: O CC Truss: BGIRD 1.Suid.and ered.contactor shuudbe advised ol all General Notes t TN:de.anis based•Nrupenthe parametenalwvmand i tor an.wmidual -y� OREGON �l� and Warnings IWloe construction commemas. buSlnp mmponenl.cpgieebay M design parameterserd proper 2.2r4 compress.web bran g must be inhaled where Yrown.. Irmryeretlon of component mthe emeu ssfiu of Om builgiq desgoer. �� 3.Additional lemperam breunpm enure OMAN dung commrtlon 20eWj assumes the top end ReRem Memelo be yleyry braced el 10 -7r 14t Is Me reponmblily of me erector.Additional permanent Noting of 3'on.and at td'•.c,rep,,as 90 unless braced throughoutr5r Cy length by DATE: 11/1/2019 Ine overall wrudure is the reponeibRry•nits building 4.8 ommnuoua sheathing Well as plywood anemmee(TcjunS.a drywall/Boy ' 'R R10_ L�- • '] Ge goer. 3.2v Gip.d Nldging or lateral bracing required where shown.. SEQ.: KSJ92 V75 4.Nobed should beappied b any viol after.l Geo.and 4.Designron of truss I.the reepbne5Nydr the raspedwe contra., fasteners ate complete and el no time should any loads greater than S.De•Ign•ssumes trusses are to be used in e non-com..emb•mnent. TRANS ID: LINK design leads se apple to any component and are for dry common'of use. S.Design assumesnofor the full bearing at al supports shot.Shim or wedge if necessary. 12 31 2019 hbdatlon.handling.shipment and imblletion or components. y.Design assumes adequate drainage is provided. 8.This design KNmIhed subject t•the hWl'Imtans forth by S,Plates yml be located on both Woes of truss.end placed so melt renter- November 1,2018 TRIANTCA In 6051.copies Groh.will be(unshed upon request. Woe coincide with joint center lima, Tru¢Software 1.6.8 1 L E P.IRON indicate size delete in in..MTek USA,Ino./C •l•Pct ( } IN CO basic connector plate design veleta me E5R-1311,E611-1g98(leReo 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 'IC: 2x4 ROOF Bl&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=1-126) 112 1-4=1-431 48 2-4=1-149) 145 BC: 2x8 RODE Pl&BTR 2-3=1 -16) 8 HERS: 2x4 KID? STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LLI 50.01+0LI 20.07= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORD ERG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL) 188.5)+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/ 81H 5.50" 1.25 ROOF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0" -132/ 721V 0/ 0H 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 lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 ps£7 uplift at 24 "op spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed = 0.149" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI2. LL DEFL - 0.000" @ 3'- 2.2" 3-02-04 0-03-12 MAX HORIZ. TL DEFL - 0.000" @ 3'- 2.2" T T T 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.E, MWFRS)Dir), M-1.5x3 load duration factor=l.6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. IL O O O M 1� JI 1 o �� 4 M-5x16 M-3x12 2 .2 1 3-02-04 0-03-12 p Q PROF y 3 06 y ��GINF�c'7�/0�9 rt $9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - CGIRD • Scale: 0.5899 WARNINGS: GENERAL NOTES, unless otherwise noted I.Builder and ered�ncontractor shout headaesdof all General Notes. I.Thidesinwa,ad only upon the perm.lela shown and nywan�ldual OREGON �Q Truss: CGIRD and Wamngs before consf0so commences. bolding compohon.n 0160y ofdeatan parameters andP.P. /J I.Part compression web bracing must be instal.where shown.. incorporation of component km•reepanaWMy of me building designer. `� -�,9 20�� 1� 1 Additional temporary bracts to Insure atadlay during construction zDaagn...es me hop and venom uwraen xladrsl daces et is me responsibility of me erector_Add..permanent bracing or s'os.anaa t9•o.c.reweadery unless braced mmraMmtnee length by O 14r lye` DATE: 10/31/2018 the overall structure is Me sci one bnldln he Dr Imps continuous sheathing later ugang m9lreaminmmuxwn•ntre erywa11Bt1. MFpl fl►�.� [�J ro any Hyd B designer. 9,Almpousshheim ere lsndng00110*,egtS3)ewn*♦ it SEQ.: K5342676 4.No load should be applied to any cempon•W until alter all bracing and 4.Installation of truss is the respob,000 0,,no,paad.wmraaw. Wen.ars compete aria at no lime should any loads Brener than 9.Design assumes trusses are to be used n e nonsorwefee environment aTRANS ID: LINK design pads be applied m any component. O.Design 00cone...hon. as 900eao tu.ur...OP..shim or..B.n s CompuTrw has mcohiml over and assumes norespuneaeay for the PBBre. EXPIRES: 12 31 2Q19 ladfc.lion,naholing.shipment and lnaalMddnofcomponent.. ,_ tgraree neeadequatem.inno.isprcwded. November 1,2018 e.This seam i.manes subind to the dndayons set forth by e_Plates Mal be located on bon Inc.of truss.and Wawa se mho center TP VWTCA in SC51,copes of which will be furnished upon request. Ines coincide with join center lines. 9_rage.macaw Wee of(late in Inches. MTek USA,IncJCompuTrus Software 7.6.8(1 L)-E In Forbes.connector plate dear voile.See EoR-13l1,ESP-195E(NSW This design prepared from computer input by Pacific bomber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0^ IRC 2015 MAX MEMBER FORCES 919R/DDF/Cq=1.00 TC: 2x9 ROOF#l&aTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 1-2=(0) 0 1-6-0) 0 2-7=(0) 0 5-7=10) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL1 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SQ,IN. (SPECIES) M-1.Sx9 or equal at non-structural TOTAL LOAD - 95.0 PSF 0'- 0.0" 0/ oV 0.00" 0.00 ,@ ( 0) vertical members loon). 6'- 11.5" 0/ OV D.00" 0.00 ,@ ( 0) LL = 25 PSF Ground Snow (Pg) 7•- 0.5" 0/ OV 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been 21•- 2.0" 0/ CV 0.0 0" 0.00 ,@ ( 0) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous beating wall VON. ICOND, 2: Design checked for net(-7 psf; uplift at 29 "ec spacing.Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1./240, TL-L/180 MAX LL DEFL - 0.000" @ -1'- 0.0" Allowed - 0,100" MAX TL DEFL = 0.000" @ -1'- 0.0" Allowed = 0.133" NOTE: DESIGN ASSUMES SHEATHING MAX LL DEFL = 0.000" @ 0'- 0.0^ Allowed - 0.348" 11-07-11 TO ONE FACE. MAX TL DEFL = 0,000" @ 0'- 0.0" Allowed - 0.464" 9-06-05 MAX LL DEFL = 0.000^ @ 0'- 0.0" Allowed - 0.004" 1 1 1 MAX TL DEFL = 0.000'r @ 0'- 0.0" Allowed - 0.006" 21-02 MAX LL DEFL = 0.000" @ 11•- 7.7" Allowed = 0.706" 1 MAX TL DEFL - 0.000" @ 11'- 7.7" Allowed = 0.942" 12 12 9.007 IIM-4x9 2 Q 9,B0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-6.0,ICDL=6.0, ASCE 7-10, 11511 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ,o 77111111111111 ) h. 4 g n y 6-09-12 19-09-09 ,I' l 1 l y 1-00 6-11-08 19-02-08 l Y • ��iEp P Ft OF�CS 7-00-08 0-01 9-01-0e �\� �NGINEFR SRO k l 2 1-00 21-02 .,89200PE -yr" JOB NAME : RT AREA 4 ENGLISH 2 - D1 Scale: 0.2146 jr W<NNINO8' GENERAL 11OlE6, Linked a6nrvlee noted: • irTruss: Dl I.Budder and erec5onwMnderalwulabead0eedWMI General Doles 1.This design sbaaad only upon tepe2meteessownaMldbranindNkual -y, 4,OREGON lV and Wamirge before conatucbon commences. Wilding component.Applicability of design wrameten and grocer I.DeicampresWn web orating mut be in/Salad where dawn.. irrwryongon of component is Ow responsibility of Me Wiling&Wiper. y` 3.AdatliaMllempelary bracing Is nOw sObllily during construction 2.Tesign assumes Me lop and bottom chards le be bleralryaacea at <O '1y 14y 2°i P� Ia Merrecendbi responsibility of the erecter additional permanent bracing of 2o,and at l0 o.o.respectively unless paced throughout Ibex length by T L DATE: 11/1/2018 meewrallnmdure is the re.eeradditontry aMbmlenet hreciec commons sheathing such..plywoM xw4minmte)andlwo-gall(6C), a.Nebadeoa8beapgiedlo enywmpcnentumil eau 4.3auasesepng is bhrelbnangteyW:M MrereMewn.. MFRRII.A-P� e SEQ.: K5392677 When 4.Designesuee55ieM aralo be se plWrefpenosi PoMnanr. fasteners lode be anent no time should any loads greater Man S.Design[meanest-us/Mara Weaesare lob seed ins non-corrosive emnenmenl, TRANS ID: LINK design leaveW applied be.ny comp onent. De ere assumes gets s CanpuTnsbesnuWWpl niter aMMuni,anon..oneib,by%orMenecessa 6.a n. matillM. g.drainage p 6Wmerweged EXPIRES: 12 31 2U19 febdcatpn,handling.shYmenl and Installation of components. 7.Design assumes ry. a 6.1OsaleeignHeamiMM subject to the limbeham Set ismrby 6.PletessombeWeanedone boo f�elman.endplesedsemeltcenter November 1,2018 TPNNICA In tipsy copies of whir sill be furnished upon eequat lines colnelde with)oho center lines. MTek USA,IncJCompuTrus Software].6.6(1 L}E B.Digits MMese size olpate in inches. no,For bank mmeMr plate demon values see E22-1 Del,ESR-1666(MITek) 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, 2x4 RODE N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9=(-215) 229 8- 2=(-1083) 239 4-13=(-463) 219 SPACED 24.0" O.C. 2- 3=( -916) 189 9-11=( -2) 10 2- 9-( -105) 714 13- 5=(-207) 574 WE: 2x4 RODE STANDA 3- 4=(-1117) 259 11-12=1 0) 0 9- 3=( -461) 164 13- 6=)-245) 165 WEBS: 2x9 RODE STAND LOADING 4- 5=) -814) 270 10-13=1-178) 674 9-10=( -186) 774 6-14=(-161) 142 TC LATERAL SUPPORT <^ 12"OC. 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. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -926) 205 14-15=( -26) 95 11-10-( D) 55 7-15=(-912) 222 TOTAL LOAD = 45.0 PSF 10- 4=( -23) 226 OVERHANGS: 12.0" 0.0" LL - 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HURZ BRG REQUIRED SRO AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; .Its: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 RODE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.D" -148/ 952V 0/ OH 5.50" 1.52 NODE ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "Oct spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" 0 -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 11-07-11 9-06-05 MAX LL DEFL - 0.025" @ 6'- 9.8" Allowed = 1.012" ,I 'I MAX TL DEFL = -0.042" @ 6'- 9.8" Allowed - 1.350" 3-05-12 3-05-12 4-08-03 4-06-09 9-11-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T 1 ,r f f MAX HORIZ. LL DEFL = =0.012^ @ 21'- 5.2" 12 IIM-4x4 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" 9.00 7 a 9.00 4.0" pas ign conforms to main windfo vie-resisting `' .(f it 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), load duration factor=1.6, End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r o �rII � /rr T !4� 15 d+ 0 1 I�! �1 ° i 13 lc M-1.5x3 r N M-3x8 ti o S 9 11 12 ,y M-1.5x3 M-5x8 M-3x8 M-1.5x3 Y Y Y Y Y 1' 3-04 3-05-12 4-09-15 4-10-01 4-08-04 Y Y Y Y �Ep P ROfFS 1-00 6-11-08 14-02-08 Y Y Y �� NOINEc9 sio�Q 7-00-08 0-01 19-01-08 Y Y Y 1-00 21-02 �' ;9200PE f JOB NAME : RT AREA 4 ENGLISH 2 - D2 • Scale: 0.1972 WARNINGS GENERAL NOTES, Mess odar0m noted. O OREGON a�. `�/� t guilder and erection contractor should be advised oral General Notes I.This Design k based only upon the parameersshees and Is Mr an indsldul l^ Truss: D2 and wan:rpae.roacongnwbnmmmancea. bu0Eregononanl.npgiciNerespy of oO5Parametebuiingde 1- 4,r y 14. 201 } 2.2H compression wee bracing mutt be installed where shown+. ircoRarolbn of component is the recponaelliry Mille building dewier. z Add4brral temporary Orating la hover.stability during construction 2.Design assumes the top and hotbm chomardw NmraM Dewed at /.t> 7s.c.and at 17 yrs.rewectsery unless braced throughout melt length by fI�A y1C_ If MeaepcnNbdoy inS erector.Additional permanent bream of 0oNlnwy Martha such es ptwoodgirnd58(!C)ender drywaNlBC). 471 .-R R1 \ V DATE: 11/1/2018 the overall structure Mtn. of the budding designer. 3.2atnpad bridging or lateral Orating required Mere shown** \ Il {�1� SEQ.: K5342678 4.No load should bapgkd to any component until alter aldaangand wIrW.Ilnan of is the resloneluue^l the respective contractor. fasteners are wmplele and at ne fire should any loads greeter than 5.Design assumes Waxy ere to be used in a noncomaire environmerd, deagn bads be applied to any component and are for'dry me fug eve'of use. EXPIRES: 12-31-2019 TRANS ID: LINK S.oecgn assumes fug bearing eta supports shown.smm IN wedge 5.Comlmrw Des in COMM ever and assumes no ror me newawry. YbrkNbn tesM4rg.shipment dS MlimMhonntmmorthby T.Mates had be located adequate oth tags Is provided. November 1,2018 s This daeAAl furnished sighedwbmehmxarorewdluMM e.In Mates coincide eekmted on both lees. Um,and plead so mete center TP44VECAF BCSI,copies of which Mll%NmiahM upon requeac 0,Nits Wade all of pile iInt n Inches MITek USA.Inc.JConpuTrus Software 7.6.8(11.)-E 10.For bass connector plan design values sea 53R-1311,ESR-198e(wiet) 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 ROOF W16BTR LOAD DURATION INCREASE = 1.15 1- 2-1 -843) 171 7- B=(-203) 218 7- 1=(-916) 200 3-11=1-441) 214 BC: 2x4 ROOF M16BTR SPACED 24.0" O.C. 2- 3=1-1078) 25B 8-10=( -2) 9 1- 6-(-108) 689 11- 4=1-204) 557 WEBS: 2x4 ROOF STAND 3- 4=1 -7991 269 9-11-(-173) 849 8- 2(=(-485) 164 11- 5=1-247) 165 LOADING 4- 5=1 -802) 288 10-12=( 0) 0 8- 9=(-174) 729 5-13=1-157) 141 TC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=( -914) 203 11-13-(-123) 677 2- 9=( -46) 222 13- 6=(-106) 691 BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD - 10.0 PSF 13-14=( -26) 45 10- 9=( D) 56 6-14=(-901) 220 TOTAL LOAD - 45.0 PSF 9- 3=( -14) 202 ee For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M-3x4 where shown; Jts:1-3,5-6,13 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -224/ 224H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRO 2015 NOT BEING MET. 20'- 11.0. -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) 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 = 0.023" @ 6'- 6.8" Allowed - 1.000" 11-04-11 9-06-05 MAX TL DEFL = -0.040" @ 6'- 6.8" Allowed - 1.333" 1. 1 1( SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 T 1 4' I ,' 1 MAX HORI2. LL DEFL = -0.012" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 IIM-4x4 9.00 Q 9.00 NOTE:Desi gn assumes moisture content does 9.0" not exceed 19% at time of manufacture. f 4 II. jY Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFR3(Dir), load duration £actor=1.6, End vertical(s) are exposed to wind, 3 Truss designed for wind loads 44 in the plane of the truss only. 44 O O 2 0 /- _ I 9 ; 11 ; 13 •.t9 �o I_ I 101 o T�� i-i N M-1.5x3 12 0 bin ti 7 +* 8 M-1.5x3 M M-3x8 e M-3x6+ M-3x6+ M-3x8 M-1.5x3 M-3x6+ M-3x6+ J J' ,l' l .1, J. l 3-01 3-05-12 4-09-15 2-05-05 2-09-12 9-08-09 y 6-08-08 y 19-02=08 y • � ED PO 13-10 7-01-08 7-01 ��c s �GNGINEc- /per 1 zo-11 cr :9200PE vr- JOB NAME : RT AREA 4 ENGLISH 2 - D3 • Scale: 0.2047 I.BNINGS; GENERALurIES, unWomae,palwlea'. O OREGON /��I.Builder and Bream commmr.noaa be advised gran General Notes (Iris EL.gn a band only upon the parameters uwwn and mar an'ina+idual "C7 Truss: D3 and warnings betme consbuneonomm.nces. banding component Applicability of design pmambare and plower 2.M4 wmmasslon web bmang mum be metalled where.hewn.. incorporation&component Is the respowbiay or the building dedpnar. ,l N 3.Adaitwnal temporary tracing to insure•.lablldy during construction 2.Design warm.me top and bottom cantle to be therapy bated m GAO 4T 14 t 2O �� is thw loll al emclar.Adaidonal permanent kabala I Toc.and at It o.c reepeWive6'unless baud lMouphoot their length be Y responsibility re° continuous sheeting suchlaplyvmoa.M1ese.5e1eCO aoNer dyw°IIBC). [. el DATE: 11/1/2018 the ove.Eswcturem the reeponabity et the building designer. a.ar Impact Waging or Wend bracing revoked when mwn•• RRite,\.- SEQ. : K5342679 4.No load snow be embed to any component andl alter all bmeing and a.Installation attune lobe renlon.a ct wty orthe rostra*contncto, fasten..are comp Design complete and at no time should any beds greeter man B.Design assumes mimes ere to be used In a nm.corroWe en.ironmenl, deep bent be applied m am component_ and are NI''Pry wndnion•paw. TRANS ID: LINK 60bmpaTm.��sheebntralevar.rwaswmeanare.pon:bildyarthe B.Design assueatdlbearing ataiwmpans shown.Wmat wedge II EXPIRES: 12-31-2019 my m Mule/Wan.handinhed11 entandirwl.11alianofcamponent T.necessary. aign.awdnasadawatedrainag.ultrOwded. November 1,2018 i,Des decgn'is NrniIMdes oteho Me!P anion set form by B.Plates shall be located on both bwsot M.,and paced so mob tenter • TPVWTCA in BC41,cope.°hellion doll be NmIWd upon reveat lbw coincide with Joint center Imes. P.For nilume We al pate in'este, MTek USA.Inc/Compuims Software+7.6.9(1L} For E 10, basic connecter pate design values see ESFPI 311,ESIPIEDB(mlTeb This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" boND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 234 ROOF 111611TR LOAD DURATION INCREASE — 1.15 BC: 2x4 RIDE 1116BTR SPACED 29.0" O.C. Design conforms to main wind£orce—resisLing system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 10.0) ON TOP CHORD= 35.0 PSF Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(lir), TOTAL LOAD= 45.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. 9 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 IRC 2015 NOT BEING NET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. { 1'5-07-09 5-07-04 12 12 lilt in ill h I 9.00 I IM-4x4 2 Q 9.00 4 f 0 0 I 0 0 N N ��\c' NFFs/oc� � R y '' ' y �� 89200PE -Pr1-00 11-02-00 1-00 JOB NAME : RT AREA 4 ENGLISH 2 — Fl Scale: 0.9255 WARNINGS: GENERAL NOTES. unlewathew5e name. Q 1+ ,.Wider and emdbn contactor budioshould bences. at ell General Notes ,.This designco la bawaany apon live yold..hem Shawn and ismren individual yG' �' OREGON b �lvl• Truss: Fl she Warnings before oondmNlon mmmencea building component,Apgwminr graesign parameters and proper 1 2.2.compression web nmdry mad ba installed where sheen.. incomoratwnorcm^ponent'wihe(mamba('(Abe buyrm designer O 74a 2.r Syr 3.NaaYlenaltenponTbwcinp,o^sure NadFy Miring cmdrvd'pn 2.design assumes Me lop and Whim cMmam de laterally Maces et C Is Me 2saansPmy abbe elector.Additional permanent bxlrq of 2'o.c.aMN10'o.c.respectively unlit.lashed iM1ouphuN melt length by DATE: 11/1/2018 the ore.dmdure lama responsibility Mho bnleing e.eyn.r. eon...sheathing mochas pip..eheebring(T0 anal dyrreu(Rc7. a.Primped bridging or lateral bracing(squirm(where allows.. eOF�'1 SEQ.: K5342680 a No load should be applienda.ny component until loadsalter l bradrth and a.Instillation Mtn.w is the ras is eueh oil.meepemows.eleaor. Il fl L remrers are compete and at no line Nu.any greeter Gan s.Design mutes wewsme to be used In a wneorrePte environment, TRANS ID: LINK sand mad be applied to am component and Pr condition.of use. 6. mppTrvreammnrdlaerand.wmeanampmbildymrm De eew�mea lull he.rngdalappeedsshawn.Shim ar wedge if EXPIRES: 12-31-2019 rebncswn.handling,shipment and Installation Nmmpanenm necessary. 6.This designimmidwaaub;eclam.limit.tipnaeelto. I.Dads5=5on bsel caedonbothuate eeiepmsta. November 1,2018 by e.Mal.shalla wit Mint cemmrawsorww,am pbceawmso-monist rpmvYreAlneem,wmeeolwhich wNMmmahad upon ragued. Doe laser wit of fpae In lines_ 9.Far sb mauls mnnsoor pin to m mMa MRek USA,IncJCompuTlua Software 1.8.8(1 U-E 10.Far hallo connector plate design values see ESR-1311,E$R-19816(MRek) 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 TO: 2x4 KDDF #148TR LOAD DURATION INCREASE = 1.15 1-2=1 -9) 109 6-7=1-210) 22D 6-2=(-630) 172 BC: 2x4 RODE #14BTR SPACED 24.0" O.C. 2-3=1-600) 116 7-8=1 -60) 83 2-7=1 -40) 360 WEBS: 2x4 KDDF STAND; 3-4=1-600) 133 7-3=( 0) 306 2x6 K0OF #2 A LOADING 4-5=1 -9) 109 7-4=1 -40) 405 LL( 25.0)aD1,1 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-6301 228 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BUTTON CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 663V -184/ 184H 5.50" 0.45 KDDF (1485) 11'- 2.5" -80/ 663V 0/ OH 5.50" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net)-7 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" B -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.002" B -1'- 0.0" Allowed - 0.133" MAX TL DEFL = -0.015" 5 5'- 7.3" Allowed - 0.686" MAX LL DEFL = -0.001" B 12'- 2.5" Allowed - 0.100" 5-07-09 5-07-04 MAX IL DEFL = -0.002" R 12'- 2.5" Allowed - 0.133" I 1 1 MAX TC PANEL LL DEFL - 0.062" 8 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 IM-4x9 Q 9.00 MAX HORIZ. LL DEFL 0.009" R 10'- 11.8" 4.0" MAX HORIZ. TL DEFL = 0.016" 8 10'- 11.8" 3 �, 1_1 Design conforms to main windf once-rasis Ling system and components and cladding criteria. iiiimi Wind: 140 mph, h=22.2ft, TCDL=6.O,ECDL=6.0, ASCE 7-10, IA11 Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3 x 9 �� M-3x4 7 i O. M-5 8 111111111111111t*kr., v. 1 `r 0 0 1 o A II o I N MI M-1.5x3 M-1.5x3 ,.6.00 6.00 C . 12 12 ..1. ,I.,I. 5-07-09 .J." 5-07-04 y y 1-00 QED PROF. y 11-02-08 y ��\�<�NGINFFt 6/00 92 0 v[ JOB NAME : RT AREA 4 ENGLISH 2 - F2 Scale: 0.3505 WARNINGS: GENERAL NOTES, unless uteraso noble ICI I.Builder and tirecdoncontraamshould beadvlmdof all General Poles I.This,ewnleba.edenlu,enmmpammerersshownandisfaanln'lmal OREGON tx (u Truss: F2 and waminge before conarucrwn commend. building component.AppguNny of design parameters and proper A_ 2 Irecommeemon win bracing must De metaled where shown.. ineorpomr nermmpdnem Nlne recpanstdmy aloe budding designer. �� y^ 201 �� 3.Ado°ionalMummerytacineminsuastawuyduringao^urumon z.wstim.emmeatro top aMbondmeMNeroMtemmlhbmwdm 4 Y 14a Ia inert u5a of lM1e eregor.Atldnuna ICncinp of 7p.c.and at lP o.c.respectively unlace braced throughout their leglh by (l� pon pmmarvn eeMlnmus sheathing such as plywood Meething(TC)aeWor Nywallaiel. /: 1 �`JJ DATE: 10/31/2 018 the overall Muck.a ie the reepcnelbllh of the budding dewier. 3.2e Impact bridging or lateral bracing required where mown e e• ER R i l.�- SEQ. : K5342681 4.No bed should be applied to any component until alter all bracing era 5.installation Mimes Maio rra oronmee:tth ion wow.environment, fasteners ere complete end et no Mae should any bade greater than con assumes Imams design loemheapplies to any component. anal eremr"dry condition'of use. TRANS ID: LINK 6.designTndDeaagedManycomponnm.enere.ppmlb yrorlh. 6.D.wn assumes mll bearing atalapmda shown.gNm'rwaFFM, EXPIRES: 12-31-2019 sn fabrication.handling.Alumni and rnefalle6on armmponents. ass .°aw^assumes adequate both N proms° November 1,2018 a This design is furnished wetofll the limitations am rams by 6.plates ahabw spates on eoml mealruas,and awed mob miner ImmrcA in SCSI.copmefwhih will he furnished upon newest lines coincide win joint center lines. P.MTek USA.IncJCom uTms Software 7.6.6 11 E 10 8:,b indicate of des in ignvel p ( } IO.For basic ae plaawpnveluaa sea E4ft-1311,E5R-19981N?eY) • This design prepared from computer input by o Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 419R/DDF/Cq-1.00 TC: 2x4 KDDF k168TR LOAD DURATION INCREASE = 1.15 1-2=(-601) 195 4-5-1-184) 191 4-1-1-468) 165 5-3=( -41) 393 BC: 2x9 KDDF $168TR SPACED 24.0" O.C. 2-3-(-601) 165 5-6= 38EB3: 2x9 ROOF STAND: ( -57) 82 1-5=1 -41) 362 3-6=(-468) 188 2x6 ROOF k2 A LOADING 5-2=( -3) 306 LL( 25.0)+DL( 10.01 ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORT BRG REQUIRED BRG AREA TC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.39 ROOF 11485) -76/ 506V 0/ OH 5.50" 0.39 ROOF (148$) F. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL POND. 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 lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFLs 0.072" @ B'- 2.7" Allowed = 0.396" • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" 0 2'- 11.8" Allowed - 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.8" 5-07-09 5-07-04 MAX MORTZ. TL DEFL = 0.016" @ 10'- 11.8" 1 1 1 12 12 Design conforms to main ind£orce-resisting 9 00 II M-4x4 Q9 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.2ft, TOOL=6.0,BCDL=6.0, ASCE 7-10, 2 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Diload duration factor-1.6, End vertically) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3 x9 ii,diiiigIIIIIIIIIIIIIIIIIIIM-3x4 i `y M-Sx8 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiimm >� I 0 0 o A o 1 N N ql j! M-1.5x3 M-1.5x3 .Q 6.00 6.00 p 12 12 b l l 5-07-04 5-07-09 J. y . ' '''Cl‘ . PRQF� 11-02-08 ��\N�,INEFR s/0 • ' 2 :9210P ter" JOB NAME : RT AREA 4 ENGLISH 2 - F3 _! f�:✓'J/ +Scale: 0.3528 NARNIN08: GENERAL NOTES, unless Miaow.mtet'. O I.Builder and erection contractor stoup be advised or all General Nobs I.This 0ealgn Is based arty upon to parameters shown end Isar an individual w Truss: F3 and Namtngs before sonmudbn commences. building component.Applbably O design parameters and proper y OREGON N �(/' 3.2:0 compassion web bracing mum be iwarduEere shown.. mcommmon at component atho responsibility of the boomng designer. G 2�\ �' *3.Additional bmpow/bracing to insure stability during mnawnion a.Dasign assumes me lop and bottom derdero be laterally dared at �O "/Y 14 athe responsibility afna ermine./aeaonal permanent bracing of Ya.c.and al oa ps.rc®Sus pI)ely unbu bath5g(Tced uynd),,&$Nrpb by 1 ,a� DATE: 10/31/2018 tieoverall sinaure is the reaponeibery slow bulldog dasi004,. maintainbridging such as phweadahaamagrrc)and%or mammocj. NV 3.Ie Impact bribing w Weal bracing required where shown•• �C1 r3�1 SEQ. : K5342682 4.Na lead should be applied to any component unlit after Si balls and 4.ba,Eegon or truss is Om reopened:My Otte reapedbeconbador. nfl l� fasteners are mmpae sadist no time should any bade greater men S.Oman assumes t roes are to be used In a non<oemsiw envemment, TRANS ID: LINK amagn lased be sppged roam wmpongm. and are fer'dry carnelian"or use. 5.CampaTas hesng control ova and assume.ng responsibility for me e.a mmery.assumes„rllbe.mgalaEng�td.d.awn BNmar,.edgaif EXPIRES: 12-31-2019 bblcshon handling,shipment and installation of components. 7.mummery. adequate drainage is mantled. November 1,2018 d.This design is famished mama to the smeaigna set form by O.Mates Mel be band on both aces amass,and placed so thee center TPIWTGA In KM,copies of when w,E be mmianed upon request. lines cobdde well join am,,coed. 0.Dines bdiab size Mplata in Indies. MITek USA,InoJCompuTrus Software 7.6,8(1 L)-E 10.For bask nomads,pleb design values sae EMS-1311.E3R-1968(array: This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x4 RODE 816BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-2246) 2275 6-2=( -959) 636 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-1787) 1415 7-8=(-2246) 2275 2-7-(-1615) 1804 WEBS: 2x4 KDDF STAND; 3-4=(-1787) 1415 7-3-1-10397 1303 286 KDDF 82 A LOADING 4-5=( -9) 109 7-4=(-1615) 1804 LL( 25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF 4-8=( -959) 636 TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. 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) 0'- 0.0" -581/ 960V -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 es. For hanger specs. - See approved plans REQUIREMENTS O1' IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, '1L=L/160 MAX LL DEFL = -0.001" @ -1'- 0.D" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFT - -0.042" @ 5.- 7.3" Allowed = 0.666" 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 1 1' MAX TC PANEL LL DEFL = 0.062" @ 0'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 M-4x6 Q 9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 4.0" MAX HORIZ. TL DEFL = -0.059" @ 0'- 2.8" 3 al 1=0N0. 3: 2000.00 LES SEISMIC LOAD. I 1000011111%.1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=6.D,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 'iM-9x9 � 1mimmi •�M-4x4 7 /- 4p M-5%8 71 -/ v 0 0 I I 111 o All o I N N M-3x9 M-3x9 .4 6.00 6.00 I . 12 12 * y y y 1-00 5-07-04 5-07-04 l-oo P R ,I. ), �QN ogs ll-oz-oe �cT� �NGINEF9 cS/02 ¢- 9200PE v" • JOB NAME : RT AREA 4 ENGLISH 2 - FDRAG -, Scale: 0.3505 WARNING&: GENERAL NOTES, unlessalnenrise noted: .10 � 1.Builder amereaonmdraaeranemebe advised of all General Notes 1.This a.lgn9 based only awnthe parameters shown and lemr.nlndlrlm.l y OREGON �(/ Truss: FDRAG and Warnings afore conarudlon commences. building component.Applicability of design parameters end P.P., G /�. � 2.NA commewon web bracing must be instaped where shown.. incorporation ion ornponem nos,.aponsibairy ofm.Wilding spnr. /� ^ A� 3.Additional temporary bracing to meting stability during nenawctkn 2'os.a 2.Design assumes the top and bottom chords to be laterally braced at /v }- 14, ° C- IstherespenNelliNbfrbeandgr.Additional permanent bracing of m at10'co.respectively unite.Maned th Mamugbeot thee length by �y coNlnmua sheathing such as plywood Meahing(4C)and/or drywalk5D4 MER RII^\- V DAME: 10/31/2018 the overall Wordy".is Me reeppmibilD pNhe Wading designer. 3.2e Impact MON or lateen Waning required where shown.. 4 SEQ.: K5342683 a No aameuN be apNenm any component until after all bracing and Aelalldon is the responaeirdy or respem.e contractor_ fasteners are compete and al no nme enant De d any loads greater than S. sign assumes Imams are to be used in a non-corrosive environment, amiss Inge be eppliM to any component. are For'my common'or use. TRANS ID: LINK 5.campeTmamapa control ewer and aawmesno responsibility rarthe IADeeigneuunesnillbeamgnapwprodsanown-snimnrw.eg.n EXPIRES: 12-31-2019 necefabnn.tion.handing,ahipnanl and installation of components 86 ign Sal e.This design iemishedsubpdtodmliritatlon»llodhb T.DetesMalaeMutes edon othtagebpmss,aed November 1,2018 r s.Plane ben be Muted on bone lows eltmu,.nd placed so new nente, - TPWRCA in SCSI,copies of which will be mobbed upon request aims celnsoe v,nn loin center lines. Nits inkete Wm el platein Inches. MiTek USA,Inc./ ForCwnpuTrus Software 7.6.80 LME to. bask connector plate design values see 5544311.E5n-19811(Mimic) This design prepared from computer input by_ Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 MONO HIP SETBACK 2-02-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF N1613TR; 12-01-DO GIRDER SUPPORTING 11-02-08 1-2=(-2601) 630 1-5=(-502( 2010 5-2=( -233) 1267 7-4=(-193) 134 2x6 KDDF (116BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3-(-2010) 525 5-6=(-6191 3037 5-3=(-1081) 348 AC: 2x8 KDDF 616BTR 3-4=( -29) 33 6-7=(-819) 3037 6-3=( 217) 1024 WEBS: 2x4 KDDF STAND LOADING 3-7=(-3217) 895 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 24"0C. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 2'- 2.0" V BEARING MAX VERT MAX HORT ERG REQUIRED ERG 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( 0.0)+DL( 20.E1= 20.8 PLF 0'- 0.0" TO 12'- 1.0" V 0'- 0.0" -436/ 1896V -29/ 58H 5.50" 3.03 RODE 1 625) BC UNIF LL( 115.11+DL( 92.11- 207.2 PLF 0'- 0.0" TO 12'- 1.0" V 12'- 1.0" -496/ 1800V O/ OH 5.50" 2.88 KDDF 1 6251 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 21.1)+DL( 8.4)= 29.5 LBS @ 2'- 2.0" I-OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/360 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.059" @ T- 1.9" Allowed 0.558" M-1.5x9 or equal at non-structural MAX TL DEFL = -0.106" @ 7`- 1.4" Allowed - 0.744" vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS Single member as shown. MAX HORIE. LL DEFL - 0.011" @ 11'- 9.5" Hangers attached to the bottom chord MAX HORI Z. 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-20.2£t, TCDL=6.D,0CDL=6.0, ASCE 7-10, 2-05-05 9-09-13 4-09-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 1 1 load duration factor-l.6, End vertical(s) are exposed to wind, 2-09 Truss designed for wind loads f 1 in the plane of the truss only. 9.00 12 1 M-5x12 +29.50,1 0 45 m M-9x6 Aligil 1,tr 0 1 �i M-1.5x3 MMEilli- 01MIN AN O 1 5 6 7 0 M-5x16 M-3x8 M-7x10 M-5x12 � �Ep PRpFFss y 2-05-05 y 4-08-01 y 4-11-09 y ,Sa ��'NEFR /-2 Y 01 y ''41 92 0 9l JOB NAME : RT AREA 4 ENGLISH 2 - IGIRD Scale: 0.2320 -� WARNINGS: GENERAL NOTES, unless aheruke noted: 1.Builder and ereWmwntractorshoulbeaaviseaof all General Notes 1 This design is In only uppnMepammetersslpwn and!s tor aniMNMua: OREGON Cr Truss: IGIRD end Waning,before construction commences. Wilding component,Applicability of design parameters and proper 4/ /l_ y�y, [� 2.2a4 esmpess'en web waning must be Baled where shown.. incorporation of component n the responudlny oldie Wilding designer. 4 s7 A l ,,` 3.AddNonal temporary bracing to more smnlhy M8ng construction 2,Design assumes the top and bottom chwda la be celate99 braced at �O �� 1Ys 2.13N 1O P+'rc the nsynubilAy oiled manor.Additional permanent bracing of 7 o5o and at IP me.respectively unless braoed throughout their length by /\ �S DATE: 11/1/2018 [ire overall mud,se MM.responsibilityof PA desigmr. aImpctbridgngous or wchaeping re aired where show •dryw.n(se7. ��R1��NV ° '!ne 9.Installation al o,I.Nnlbnalgnaurea respective in.on,•a• F7 SEQ.: K5342684 4.No load should be applied to any component until alter al 62Wq and 4.Installation al bun o me responsibility oflmnspane contractor. fasteners are odmplete and at no tuna should any loads Fervent,. S.Design assumes trusses no to be used In a noncorrosive environment, design loads Wiled lo.nroe4 assumes and aren•dry condition-of are, TRANS ID: LINK dp 9.DompuTrush.easno control over endaawmesnoreaycrremlNnrMe 6.Deagnaswm.abllb_�neat.Iwppp,�.hpwn.6Mmar..�.il EXPIRES: 12-31-2019 hbecation,handing,shipment and Installation of components, 7.Design lsnen adequate drainage a pmv!ded. November 1,2018 B.This design is furnished sublimity the Imyworn set forth by 6.Plates am be located on Rom faces of Icon.and placed so Me!.center TPLN/TLA In 8061,tomes elwhich mill ba mmiabed upon request. lines concede with joint center lines. Flccn size«led in ccefr.MTek USA,Ino/CompuTrus Software 7.6.8(1L)-Z to. ro barts sk onect°plate es values see E5WI311,E5R-1998(MITeF) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 11-02-0B IBC 2015 MAX MEMBER FORCES 9W13/DDF/Cg=1.00 TC: 2x9 ROOF 41613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1943) 259 1-6=(-324) 1937 6-2=( -95) 859 BC: 2x6 KDDF R16BTR 2-3-(-1061) 188 6-7=(-322) 1920 2-7=( -818) 192 WEBS: 2x9 ROOF STAND; LOADING 3-9=( -222) 252 7-8=(-199) 736 7-3=( -226) 1478 2x9 ROOF 51&BTR A LL a 25 PSF Ground Snow (Pg) 4-5=[ 0) 0 3-8=(-1398) 309 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-9=( -234) 199 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 115.1)tDL( 112.1)= 227.2 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. VON. BCATIOG MAX VERT MAX HORZ SIG REQUIRED ARC AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTION3 SIZE SO.IN. (SPECIES) REQUIREMENTS OF I8C 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0' -250/ 1795V -169/ 334H 5.50" 2.87 KDDF ( 625) Single member as shown. 12'- 1.0" -397/ I796V 0/ OH 5.50" 2.87 KDDF 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. an For hanger specs. - See approved plans ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/290, IL-L/180 PROJECT ENGINEER MOST APPROVE ADEQUACY PRIOR MAX LL DEFL = -0.023" @ 9'- 0.0" Allowed - 0.558" TO FABRICATION OF TRUSS. MAX TL DEFL = -0.092" @ 4'- 0.0" Allowed = 0.794" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-01-12 3-10-10 3-08-19 0-03-12 MAX HORIZ. LL DEFL - 0.006" 0 11'- 7.5" T f f f f MAX HORIZ. TL DEFL - 0.011" @ IV- 7.5' 12 9.00 F7 M-1.5x3 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7Et, TCOL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, ;OURS(Din), load duration factor=1.6, End vertical Is) are exposed to wind, Trues designed for wind loads in the plane of the truss only. M-3x6 3 IA O A. u) 1 M-3x6 2 It IIN: 1'' 6 1 •e 8 o M-5x12 M-3x6 M-5x6 -M-6x6 r'�� D PROF�ss y 4-00 .J.. 3-08-19 y 9-04-02 y � �NOINEFq /may y 12-01 y 89200PE • JOB NAME : RT AREA 4 ENGLISH 2 - HGIRD Scale: 0.3154 ... WARNINGS: GENERAL NOYES. unless emenwee notes: O I.Builder rineerenaon wMredo.should ha leased Wall General Notes I.This design is bawd one upon Ito parameters shown end isle an bo Truss: HGIRD yG �OREGON �[[� one Warnings Mtge conewdion commences. bustling component.AppleeMby et demgn peremxarm ens props. 2.269 pomp*web bracing mum be trusted where taros Incorporation or component m the responsedr Mee Wilding edgier. �E �� 3.Additional temporary bracing to encore smEXhy during cerhwudbn 2.Devon names Me top and bemm Ywwue be Laterally braced at �O -7r 1ag O Nate reponxhBiy or Me erector.Adtlllbnel lamranenl[sung al 2'o.c.and at lP o,c,respediiely unless ba¢e mmupllout MO length by Y continuous sheathing such as plywood sheaminp(TCn eon drywall(BC1. MFgR��{VA DATE: 11/1/2018 Ileoverall xry to Is me responsible alter Inking Olb bracing 3.2s Impact[edging or lateral Meng required where sawn a♦ /\� SEQ.: K5342685 A No mat sMutl be eppeed b am component uny eMr el bracing and 9.Inge ran alines is me respo be 05y ,5 respective contractor. fasteners are complete and al no dme sage any loads greater man 5.Design memos homes are to be used in a nonwmes environment, TRANS ID: LINK design loads be replied to any component. and an For nn condition'maw. 5.CompuTns has mcpn4ol over and assumes narerpanpbililyCagle S.Design"acmes MO hearing al all supports elem.SemorwecNeIt EXPIRES: 12-31-2019 ta[M tbn.handing.N now. shipment llo a limitations components. P. Patessab beeeadwaon bath is provided.and November 1,2018 6.That design is SCSI,mceed wbledm Mee11 be nn ns set fore by 9. tees 05155 be located on cam hcaa artnuu.eta placed so me.tamer TPNMCA In SCSI,copes eluded)we be emend]upon repute. Ines shade we joint centerlines. Inc./Co9.Olgits Indicate one m pale in incl... M[TekUS A, IrpuTrus Software T.6.6(1L)-E le For bask connesor pale design values see ESP-1911,ESP-I889 Wed 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/Cg=1.00 TC: 2x4 RODE#16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-7338) 1200 1- 7=1-1062) 5482 7- 2=1 -408) 2440 10- 5=( -220) 1270 BC: 288 ROOF#100TR 2- 3=(-4852) 808 7- 8=1-1048) 5396 2- 8=1-1688) 342 5-11=1-4976) 882 WEBS: 2x4 KDDF #10BTR LOADING 3- 4=(-1886) 380 B- 9=1 -724) 3698 B- 3=1 -518) 3312 11- 6=1 -84) 28 LL = 25 PSF Ground Snow (Pg) 4- 5=(-14081 348 9-10-1 -230) 904 3- 9=1-2996) 602 TC LATERAL SUPPORT <= 12.0C. UON. TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( -1621 202 10-11=1 -230) 904 4- 9=( -178) 826 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+0LI 209.21= 445.6 PLF D'- 0.0" TO 15'- 5.5" V 9- 5=1 -634) 3588 ADDL: BC CONC LL+DL= 1801.0 LBS @ 2'- 3.5" BEARING MAX VERT MAX BORE BRG REQUIRED BOG AREA . ( 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 D.- 0.D" -955/ 5808V -174/ 344H 5.50" 9.29 KDDF ( 625) nails staggered:9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1 D09/ 5760V 0/ off 5.50" 9.22 RODE ( 625) \/�` REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. /X\/x\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR lOPSF 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, TLL/180 MAX LL DEFL = D.035" @ 6'- 3.6" Allowed = 0.727" NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX IL 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. LI. OEFL = -0.008" @ 15'- 2.0" MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 12-01 3-09-08 1' ' fDesign conforms to main wi ndforce-re si sYing 2-OS-09 9-01-13 5-05-15 1-05 1-11-08 system and components and cladding criteria. f 4 4 T T 4 12 Wind: 140 mph, h=23.7ft, .0,BCDL=6.0, ASCE 7-10, M-5x6 M-7x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.O, MWFR51Dir), 9.00 4 5 6 y load duration factor=l.6, Qi_iimi 11171 End vertical(s) are exposed to wind, L !V! Truss designed for wind loads in the plane of the truss only. / !114111 M-3x6 ea rat o 1 o. M-3x9 M-5x16Ilk. rr o 1 - 7 6 9 10 I � 1 M-3x12 M-9x8 M-7x8 o M=3x12 << p PROFF2cP M-9x9 /// Y *1801# 1 y 11796# l ,; NG•INEFh /0 2-03-08 9-00-01 5-11-03 1-03-091-11-08 ., 'T L9 y J. CC 92 0 15-05-08 JOB NAME : RT AREA 4 ENGLISH 2 - GGIRD Scale: 0.2506 WARNINGS: GENERAL NOTES, unessathenese noted. Iri Cr I.Bolder and erectlon contractor should be advised of all General Note. I.Mills design is based only upon the parameters snow"and Isla an lydBkud O REGO N Truss: GGIRD and Warnings before conuldduon commences. building component.nppbabily al design parameters and proper , �E A, C.2•4 compression web bracing must Sr:GROG Shore Mown.. incorporation or component utM responsibility of building aealg'1ar. 4/ '1 2� P'�- 3.,leetinnellemp5Rgb2emplolnsumaradlnyauntgwnurvabn xD.Ngn assumes Me lop spess nceGordo lebelalually braced at O Y 14, Is me respoesbilily GIG onGae Additional Ve'manai bracing or roc.and at l0'o.c.respectively unless hate.tnrvuglwWiM:length by f� nirbnueuesneamin°won ea ptywoad lnp(TC)andbr dryeral#Bel �J DATE: 11/1/2010 as etfucNre IS Me nspareibiy Wee balding designer. 3.3lmpact bridging or lateral bracing requiredaired when Gown•• !�R R'�� SEQ.: K5392686 a.No load should be applied le any component unm after all bracing and 4.Installation al truss 1st,.reams:Wiry ante Gewdwe wninaor. fasteners are complete and et no time should any weds greater men s.Design assumes trusses are w beaded In a noncarrasive environment eeagn leads be applied to any component. ern are foray conamor of use. TRANS ID: LINK B.ComYurruenesnemntrol over and assumes noreswnsitay for lG d.Da .:NnGanngmaewpponsMowm.snimcrw.agex EXPIRES: 12-31-2019 gyam fabrication.tending,shipment and installation W components. I.9eegn eawmea adequate drainage is provided. B.Tlisdeagatiafm464$5blsomUTMGan000aetkmtby B.PNkaeGlbe located an both taws of boss.and placed so their center November 1,2018 TPVMCA In 6C9,copes of Which WI be Nrniehed upon request Tines coincide wM rain!center Ines. 9.Digits indicate to.or plats in Rehm MTek USA.Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector date design values sea ERR-Ill.ESR-1908(Mite)) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- TC: 2x9 ROOF N16BTR = ICON❑. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BC: 2x9 ROOF #168TR LOAD DUSPAIED I24R0"SE = 1.15 SPACED 29.0" O.C. Design conforms to main di claddingrc.riteriq system and components and cladding criteria. TC LATERAL SUPPORT <= 12^OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.01 oDL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 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.R, MINERS(Dir), UnbalUnbalanced live loads have been TOTAL LOAD 45.0 PSF load duration Pactox=l.b, anced 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Complete specifications. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 9-10 9-10 1' 1 f 12 9.DD 17 IIM-4x9 12 2 Q 9.00 f y 1004111111111 10 o O r O ,, 4 5 < c,O PR©FFs l l-00 J. 9-08 J. 1-0o b �� NGIN�F9 �jp.0. 9200PE If JOB NAME : RT AREA 4 ENGLISH 2 — L1 ` Scale: 0.9870 • WARNINGS: GENERAL NOTES, unless elnerwl°e noted'. Cl) Truss: L1 1.Buber and ereglmconractor should beadsaessAA General Notes 1.This design is based only mon the peremekn shown aMIsar aninaMNuel -y4 ,7OREGON 4� enn Wamupe before wnseocion commences. building component PpPIInaIM olae°gn Ikmmelem and proper t� 2.DO compression web bracing roue be lmtaSed where shown., UM.thegner. �� 2 N�a& a Addabrml temporary bracing to!more mamas during construction 2.Design assumes the top end bottom tlwNsle Y laterally bread al 'O 14r is me respensibibly of the erector.Addilbnal permanent bmtiy al 3'ox.and al l(l o.c.regradiv°ty unks MaeW throughout their krgP by /� DATE: 11/1/2018 the arena structure sn•r•aponablfiry aNlk building derived continuous sheathing win as plywood sne°mmp(re)ewer nryw°nIBCR y1 S.! tmsil.oruorlalenlbmdrNlyorIh required wnenNownt° RRIL�. V SEQ. : K5392697 4.fbkad Nmubxlete an al any.omwn•m any ants getettend a Dekxlbnanmssls thees are to eused Inla onult we aemmm. rael°mlds complete and al nonme°Ipub any bedaSmbrinen s.Design assumes busses are to be ucedlne noniamYrs environment, TRANS ID: LINK design iota.be aeee m.m dampon.m. rya ate tor MI or use. s.CompnTrveNasno mei-Mover and assumes no reapeneb�lny Mrlho B_ °Nn..as��,N,lb..rbge.lwppod„Imwn.Sam pr wedge n EXPIRES: 12-31-2019 b. mbdnelkn,Penciling,shipment and lnam laBon•I components. ^ecesSu 7. arHeassumes d. B.TillsdesbsammiMMsunp th e B.Noess alPebmlaeduon both buss ate drainage lolltruseeaN placed somebouter November 1,2018 TPIANTCA In BCSI,copes el wfikn Mil rye furnished upon naueM. Imes coincide men isv centerlines. IriTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10 Fro�cotM�rpSteclean ss mime we E5ft-1 DI1.ESR-t 9B8(Meek) 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 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-681 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PIE BEARING MAX VERT MAX BORE BIG 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 0'- 0.0" -55/ 317V -21/ T]H 5.50" 0.51 RIDE ( 625) 1'- 11.2" -25/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 2'- 2.0" -23/ 52V 0/ OH 1.50" 0.08 KID? ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IrROVIDE FULL BEARING;Jts:2,4,3 ICOND. 2: Design checked for net(-G psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.9" Allowed = 0.062" MAX TC PANEL TL DEFL = -0.002" @ 1'- 4.2" Allowed = 0.208" SEASONED LUMBER IN DRY SERVICE CONDITIONS -,, MAX HORIZ. LL DEFL = -0.000" @ 2'- 1.3" MAX HORIZ. TL DEFL = -0.000" @ 2'- 1.3" 12 Design conforms to main windforce-resisting 9.DO system and components and cladding criteria. fib Wind: 140 mph, h=20ft, TCDL=6.O,BCDL=6.0, ASCE I-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads 0 in the plane of the truss only. o Cl A- O 1 o i- 11 4�_ -/ r M-3x4 <,,ilsED PROFFs ca� NAG IN4. Si ...1„ J., j �I � � O �1-00 2-02 R :92�OPE JOB NAME : RT AREA 4 ENGLISH 2 - IJ j Scale: 0.9979 WARNINGS: GENERAL NOTES, unless omerv,im noted. O OREGON CC 1.Builder and erection mMnaar Noun be advised Wren General Notes I.This design w based only mien me parameters shown and Is for an individual t •� Truss: IJ and wsmirgs before wnuruclen commences. bulging component.AppliuMlay of design parameters and proper f` 23+a compression web Maarp mud be Metaled where shown�. nicoNcraEm ortumpenent tithe responstilily of the building designer. 9.244Add corpressinal webbreinglond be Metastabililedwiershown 4. 1 ceaign awaneame lip and baton chards m be laterally Maws al L/46 r 1(�, Zo'� ,Q-i" k me respanubilty of the erector,Additional lxmunent limning t Toc and at t0'e.a respectively unless MawdlleiugYwultMirbpm by M �e' en continuous sheathing such es pywood eheammglTO)endlw 6pvall(nOt C(,n`\ DATE: 11/1/2018 tiw overall Nudure kite respnns/MO if ma bnming designer. 1 Tr Impact bridging or lateral bracing required where shown•4 `n rl 1 SEQ.: K5342688 4.No load should be applied to any component until Ow albracing and 4.Inuanatpn of truss is me responsibility ofgw respedlee contractor. fastened are complete and at no time should any Wads greater ter 5.Design assumes Misses are to be used S a ncmmnioSee environment. TRANS ID: LINK design bads be applied to am wmwnent. aedegrearum fuln ldRw. 6.ConfpaTms has no cirAW aver and assumes no reapomibgay m,to d.neesary foubeemgm al supports shown.sNm sir wedges .t EXPIRES: 12-31-2019 M1dkalbn.handing.shipment end tseKton of components. 2.Design assumes adequate dranaga is Minded. November 1,2018 8,Ills design isfumlNee subject to the Ilmnmmna set role by 0.Plates shall be located on both fides of truss,and placed so Moir center TPIAVODA in BCSI,nodes*,which will be furnished upon request lines coincide with joint center lbws. 1.Digs Indicate size of plats In inches. Mifek USA,Inc./CompuTms Software 7.6.8(114E 10.For bask connector platy design values see ESR.1311.EBR-192b(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 96R/DDF/Cg=1.00 TC: 2x9 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9=(0) 0 BC: 2x9 ROOF 9116BTR SPACED 29.0" O.C. 2-3-(-67) 33 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. MON. LL( 25.01iOLI 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA uL 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" -99/ 315V -18/ 67H 5.50" 0.50 ROOF 1 625) -21/ 95V 0/ 0H 1.50" 0.07 RODE 1 025) LL = 25 PSF Ground Snow (Pg) 2'- 2.0^ -25/ Z3V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP 'CONE. 2: Design checked for net(-T psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DE FL = -0.002" 9 -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" 9 -1'- 0.0^ Allowed = 0.133" MAX BC PANEL LL DEFT. = 0.001" @ 1'- 0.9" Allowed = 0.063" MAX BC PANEL TL DEFT = 0.001" @ 1'- 0.9" Allowed = 0.0E3" 1-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS I I' MAX HORI2. LL DEFT = -0.000" @ 1'- 10.9^ MAX HORIZ. TL DEFT, = -0.000^ @ 1'- 10.9^ 12 9.00 7 Design conforms to main windforce-resisting system and components and cladding cr1 ter a. Wind: 190 mph, h=l5ft, TCDL-6.0,BCOL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp.3, EWERS(Dir I, load duration factor=1.6, 3 -/ Truss designed for Wind Scads in the plane of the truss only. Yo cn i 0 1 m i 0 li 9 y M-3x9 y 1-00 y 2-02 y H. �C1/4E) PROFFd' k�\� ,CNGINF4,,4 di° cc :9200PE of JOB NAME : RT AREA 4 ENGLISH 2 - IJ1 / - Scale: 0.6E62 /� )w/-- 1 WARNINGS: OENEML NOTES. unless:themese rated. Q Cr Truss: IJl 1.Builder and erection cam2per should be advised of ail General Notes 1.This design k based only upon IS.parameters shown and is for an indNisml 1) and NSmlnps before corn:Wotan commence., Lookingmmponent Applicability of design parameters and proper JL �J-OREGON �� z.Dla compression web hradrN mud be installed whore.lawn.. incorporation M componem Petray respomCillly 011ie building designer. ✓✓ a AMilarel temporary bracing to insure stability during wndudpn Y.Ceagn assumes me by and bottom cbNatpb laterally brava of /O 9y 1^s 2° �� lathe napandblly el ltn erector,Additional permanent bracing of 7'au.and Y 10'a c.respectivelys , rnkas Naced throughoutor n.!webby Y !� ^ 1 continuous meaning such as plywood emathim(rc)ander aryvnnlBC). /1'46 ��- NV DATE: 10/31/2 018 the overall structure lame responsibility of the building designer. 9.a,Imam waging or towel mean ly of the where moan•. \A •SEQ.: K5342689 A No road should be applied to any component until alter al bracing arid a_Installation assof.sn a me responsibly once respective contractor, fawners are wmpkle and at no time should any bade grader lien soesgnassumes trusses ere to be used in a non-corrosive environment, TRANS ID: LINK design loads be appliedtomy component and are tarYhycondition'dam. B.LpmpuTms has m control over and assumes ne responsibility brme B_DesignaemmmsAmbearingatelsuppelemown.shimor-edged EXPIRES: 12-31-2019 Iabnafon,handling.mlgnent and lnsrpdb a n ofcempenes. my .Design assumes a adequateu geieprovided. &rlia asgn it furnished aubjaclb lie nmiat'lana set bum by 9.%meshall aad Wm N Os on both truss,and maned seiner center November 1,2018 • TPNYICA In scat copes ofwnich will be lunhahed upon request. Imes coincide wet joint easel!Ines. 1: 8.Dlptte Indicate eke of plate In melee. MiT0 V.W,IncA(:ompuTlus Software l.6.8(1L)-E 10.For basic connedm pate design values see Esnd311.ESP-I988 WIT/0 • 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 204 KDDF 61613TR TOP CHORD LL = 25psf TOP CHORD DL = 10pef TOTAL LOAD = 32psf 12 6.36 M-3x6— M-3x6— # Ifra,.. ' M-3x8 1 o D PRope. QE - 1-08-09 y 3-00 j ��NGINFFR `r/0�9 :9200PE x JOB NAME : RT AREA 4 ENGLISH 2 — IR 440011P/ „ Scale: 0.9665 WARNINGS: GENERAL NOTES. unkx otherwise noted. 1.Baler and nreollOfl caranactor should ho 00:50 at all General Notes 1.This[Reign a based only upon d»parameters shown and laloranindNMael OREGON ZQ Truss: IR and warnings before conmumlpn commences. wading component.Appnpabilty otbe*n Parameter.and Proper /, 2.SI4 compression web braew must be installed where shown•. inwmnnebon of component ielw responsible/dew lwlNiq designer. G/�"qi 74, 2°�� `9.Additional lam%2ry bracing tonsure arability dung contraltos 2 Design assume Me Deaner bottom chards be laterally Gabbier lathe responslblfry of lM ereceor.Addemnal permanent bracing al 'So.c.and sheath.gsuchac. rvey unku dated lhrorghoNlMM1krym ty p (1 DATE: 11/1/2018 Me overall manure amens responsibility iae balding designer, Se Impact lateral awingreMee where owner dywadBn). MFal R11..\- Tel aeon 9yo B 4.lnlm00000heingor ashes aunglOsnrM WgrIGI andre G 1l SEQ.: K5342690 4.No load should w applied to any cmponent until aim an bracing and 4.o alatkn ofbusiawM'n,teSs�„a nespectiv.»acasenvironment, fasteners are complete and at no lima should any bads greaten Men esidn uwrrea TRANS ID: LINK era beds w espiwm any component. e.and b0ewnkdn:full e..a�g el.�mpppna moon.Shim or S.CompuTms has no control over and assumes no reyawbgTy ter that wes„N_ EXPIRES: 12-31-2019 bnealion,Waging,shipment and Installation oroompdnenla. 7_Desgn assumes adequate drainage is madded. November 1,2018 S.This design Isrumlmed subject to the Imdelise set adh by a_Dates shall he loaded on horn aces of suss,and placed so their center TPIIWICA in SCSI.copies or which will be Nmahad upon request. Imes node wen lea ceder tines 9.Digits Indicate we replete in inches. MTek USA,Inc./CoupuTrus Software 7.6.B(1 L)-Z no.For bascoannectar pled design values see ESB-1111.ES19-1ot8(RITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— B.0" ICONE. 2: Design checked for net(-7 pad) uplift at 24 "oc spacing, I TC: 2x9 KDDF elCBTR LOAD DURATION INCREASE = 1.15 RC: 2x9 KDDF %16BTR SPACED 24.0" O.C. Design conforms to main windforce—res'sting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. ICON. LOADING BC LATERAL SUPPORT is 12"0C. UON. LLI 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 190 mph, h=15ft, TOOL=6.0,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, RICERS(Dir), UnbalUnbalanced live loads have been TOTAL LOAD — 95.0 PSF load duration factor—l.6, anced Por 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 and truss on ontinuous bearing wall DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1%2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuT rus gable end detail fox complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-10 9-10 ' T 12 I IM-9x4 12 12.00 2 N 12.00 INglissis f —/ ul I O ti 4 ��E J P R opF. 0AGINEF- //, y 1-00 y 9-08 y 1-00 J. '�� '-92 0 �9V JOB NAME : RT AREA 4 ENGLISH 2 — Ni � . • Scale: 0.9295 .4 II 1 WARNINGS: GENERAL NOTES, unless otherwise note¢ d Truss: Ni I.Bawer and erection soneeetar should bead.aedatal General boles I.This dedpnis based onyupon the patamel<menmm and is for anIndiidual 74. 4"OREGON A.and Wamhga before when:den commences. building component.Applicability sfeesign parameter and proper 2.Roe compression web bracing must be maeled where eyawe, incorporation of component SIM nespnwbllby et the euwirg deaylner. A A 3.Additional temporary bracwI to Insure stability during wntlrudun I.Design ea ai lc Me lop and bottom eeu w b M laterally Merced at /O '7 Y 1 4 20 l �� intro respensmury wine erecter.Additional permanent bracing at. Sec.and tG o.c.reweaN.y area.Sewed throughout their by t 4 DATE: 11/1/2018 the q, structuretsthe reepaaeary of ewldlre anger. contowusrk iRsralaas!Arnowmr.duhiTcl anew my..11lec). S.In tmpwl bridging or lateral bracing required N.m shown.. FR R I O�- 'SEQ.: K5342691 eh No load should be appliend any component atr resr arw.dn1 aria A. xnn of cow is Me Iswneuse of the respective nenitaetts fasteners are complete and at no lime should any bads greater than S.Design assumes bores are la be used in a nenwnwlve environment. TRANS ID: LINK deems Debase applied to any component. and ar<ror•dry condition' . 5.ComWTrua has w bonnet over and assumes no seponabihy tor the B.Deggnexumes full bearing supwda grown.Shim per weepeH try. EXPIRES: 12 31 2019 fabrication s handling. romemahal ie,tbn.rwngpn<n . I.newassuma.adewmeafagaisi,,.a d. November 1,2018 d.this Cosign is fumlgwdesat.to the i be(ulu set forth by O.aelesnal be located on both faces of we,and placed ea their center • TPIANTGA in SCSI,copies or winch Ml furnished upon request. Drier toilworn win lost center Ines. P.Digits Mica%see of piste in inches. MTek USA,IneJCompliTISS Software 7.6.80 L)-E to tor beak domed r pets design values see ESR-IfIL ESP-IgIS(Wep 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 ROOF R16BTR LOAD DURATION INCREASE = 1.15 1-2 ( 0) 71 2-4=10) 0 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. 2-3=(-61) 33 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF D'- 0.0 -52/ 319V -18/ 67H 5.50" 0.51 KDDF ( 625) -34/ 24V 0/ DH 5.50. 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (PS/ 1'- 11.1 -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Sts:2,9,3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-I pnf) 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 = 0.003" @ -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 - 0.054" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 9.0D 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. I y Wind: 140 mph, h=15ft, TCIL=6 Cut.L-6.0, ASCE 7-10, (All Heights), Enclosed,, Cat.2, Exp.B, MWFRSIDirI, load duration factori1.6, Truss designed for wind leads in the plane of the truss only. 0 o o 4 M-3x9 . 1 1 1 1-00 2-00 ��Ep PRpFFs �,,c.o• LNGIN�FR cS'/0�9� 9200PE JOB NAME : RT AREA 4 ENGLISH 2 - ISJ1 i,,,!/ Scale: 0.6862 WARNINGS: GENERAL NOTES, unless oterwiae noted' 10 1.&alder andew-0an contractor should be advmed Mall General Nines I.This de age ie hosed only upon Me parameters shown and ha lei an individual OREGON �� Truss: ISJI and Warnings before construction commences. Sulam component.npplcaNliry al emir parammmand proper �I- ^ z /` 47 I.A4 comgesaien wall Mooing must be hashed where shown v, irrwryoraeon at component is the reepontl,Wty of Ms bulsln9 designer. / •l,J ^O` 3.Additional temporary Naclnd to Insure aGdgry dump construction S.Design assumes Me top end bottom ebMste Me laterally baud at O / 74a •G A Is Me responsibility of erector.Addiaenel mMocln h 2oc.and al lG a c.respearvehy unless braced throughout length by (jC- Mye germane po centlnueus Mending arch as plywood sheeming(TC)andlor drynaXlBC). �`E `- v DATE: 10/31/2018 tine overall amtlue Nam responsibility of the building designer. 3,Sx Installation merging or lateral Mains required where Mown.. Egl R' " SEQ.: K5342692 it.No load should be apples,to any component cent,firer ea bodre end a. lmron of trusslaths are responsibilityhee of the in a norlpective=eoa��r.m, fealemn.re compleN rind at no tow Mond any loads greater Man and Nesare assumes mMllion'of use. TRANS ID: LINK design weds!.applied to any component. B.Design assumes ram bearing supports Mown.sdm or wedge e 5,Comma-rue has no control over and assumes no responslbllry Mite ysq, EXPIRES: le0Metlne.handling.shipment and irehllaticn of components. I.Cresl.gn assumes adequgle drainage is posded. November 1,2018 6.This asgn is Muddled subpcl to Ile Irmildi0ns sal NM by B.Plates dal be located on both taus of Sun,and placed sa their center TPIMWCA In SCSI.copes clench Mil be furnished upon request lines coincide with joint center lbws, 9.Cigss indicate sive olplala in inches. MINK USA.Inc.ICampuTeus Software I.6.8(1 L)-E 10.For basic conned.,pkla design values See 1SR-1311.ESP-1986(Mired) This design prepared Trout 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 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-2518) 362 4-5=(-1890) 2094 4-1=(-2324) 312 5-3=) -572) 2434 BC: 2x6 RODE #lOBTR 2-3-(-2518) 362 5-6=(-1890) 2094 1-5w( -572) 2434 3-6=1-2324) 312 WEBS: 2x6 RODE 142; LOADING 5-2=( -350) 2208 2x4 NUDE STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)iDLI 20.0)= 70.0 PLF D'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. VON. BC UNIF LL( 297.1)+DLI 257.7)- 554.8 PLF D'- 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 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -479/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. )0( 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /�(1'`�\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL - -0.009" @ 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 = 0.333" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL REEL = -0.004" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.004" @ 0'- 2.7" 9-10 4-10 f 4' 1 OND. 3: 2000.00 LBS SEISMIC LOAD. I 12 12 Design conforms to main wind£orce-resisting M-4x6 9.00 V Q 9,00 system and components and cladding criteria. 24.0r' Wind: 140 mph, h-15ft, TOOL-6.0,BCDL=6.0, ASCE 7-10, v� (All Heights), Enclosed, Cat_2, Exp.B, MWFRS(Dir), �r load duration factor=l.b, 411111111111111114118 End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 1 Ail cc 11-388 M-7x10 M-3x8 y 9-10 y 4-lo y 'SIN PROFF�, y 9 08 k r.,N �NGINEF� cSj02 9200PE �r JOB NAME : RT AREA 4 ENGLISH 2 - LGIRD • Scale: 0.4288 WARNING. GENERAL NOTES. unless othertaa worse'. Q Cr 1.Budder anderedlon contractor should be advised of all General Notes t,This design is based only upon the ten shown and la car an lMNtlual Truss: LGIRD and Warnings betma construction commences. building parameters 'yL A_ RE N ��(/ pa 9Wm.,FFF .FFMMNM resPonsi parameters ortenamlpmpx a7 2.hC ebmpes WW atV braorrp mud he tasln4E Where abwn♦. Desgoratlanol 5t tap aniFott ma chords to be hat ely hi designer. 1' 3.Additional temporary bracing to more stability during Construdlen 2.Design aswmes Me by and bottom cMNaloM WlaRly paced at /Q �j 1 A• AO is the raepamib111y el Me erector.Atltlilnnalpmgmni bradnp of lox.and al ltl o.c.respectively vrbss Pieced throughout lb.length by Y') 1L` � Y�• DATE: 10/31/2018 the overall structure is the responsibility of Me bulMin designer. wMipact eggmNng euchabgyngreuired*(TO)ann•ror OryrmIllBC). M��PI'Lv �J 9 9.9ilmplclbMgingwlalonlbradn9regheathiberedrewn•• (` SEQ.: K5392693 a.No toed9wuM he appliedto any component until abr all bradng and 0.Installation of truss is me resinSUly of tMnpdiv0wnbadar. mde*are complete and el no Pma should any made greater than 5.Desgn assumes busses ere m be used in•noncpnoaea environment TRANS ID: LINK design bails be angled to any component am are for corrtlitiurr alas.. a.Dompurrush•s no control over and es..*no repnaulity rorMe aDnb^;�w�••ro• ••^'�•la•Wnpod••^^w^.5^Impn•.dgetl EXPIRES: 12-31-2019 necessfabnrcelbn,candling,shipment end installation ofcomponents. 'I.DeStgnassumee adequate*MP*p,0l„.4. November 1,2018 • 6.This design is furnished subject to the mentions set an,,,by a.Rate,Shall be hotted on both face,of Wes,and placed era their center TPWdrCA In B251,copies Of...III be rum..upon request. lees coincide iv.pint canter Ones_ 9.DlghN indlate sae of plate n inches. MiTek USA,InolcompuTrus Software T.6.8(1 LIE 1O.For lack connector gate demo emcee see ESN-1311,ESP-1289(MReq 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/D0r/Cq-1.00 TC: 2x4 KDDF @16BTR LOAD DURATION INCREASE - 1.15 1-2=( -12) 144 6-7-1-230) 245 6-2=(-592) 175 BC: 2x4 KDDF g16ETR SPACED 24.0" O.C. 2-3=(-461) 99 7-8=1 -531 73 2-7=1 -22) 217 WEBS: 2x4 KDDF STAND: 3-4-(-477) 99 7-3=( 0) 256 2x6 KDDF #2 A LOADING 4-5=( -12) 144 7-4=( -57) 282 LL( 25.0)+DL( 10.0) ON TOP CHORD 25.0 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 HORS BRG REQUIRED SRC AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) 0 - 0.0 -72/ 615V -204/ 204H 5.50" 0.41 KDDF (14851 -72/ 615V 0/ OH 5.50" 0.41 ROOF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O• For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-] psfl uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT, - -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFT. - -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed - 0.100" 9-10 4-10 MAX TL DEFL - -0.002" @ 10'- 8.0" Allowed 0.133" 1 1 f 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" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 '12.00 3 4 0" MAX HORIZ. LL DEFL - 0.006" @ 9'- 5.2" AK MAX HORIZ. TL DEFL - 0.010" @ 9'- 5.2" VVDesign conforms to main windEorce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 OXIiimumm M-3x4 2 /- '* M-588 IIIIIIIIIIIIIr1y -2 0 6'. sI 21 *# .. M-1.5x3 M-1.5x3 ..6.00 6.00 12 12 ..1, )9'1 4-10 y 4-10 y1-00 y QED PR QFF s 1 9_0H y -::2.Co NGINFFR/02-1-- 89200PE JOB NAME : RT AREA 4 ENGLISH 2 - N2 Scale: 0.3531 WARNINGS: GENERAL NOTES. unless process noted. 1.MINN and erection contractor should be advised afell General Notes 1.This design is baud only upon the parameters shown and is kr an individual y OREGON tV Truss: N2 and Wamnas before construction commences. budding component,Applicability or design parameters and proper ys 2 bdEu56t ewn web Mang mug be metaled where dawn-.. Incorporation or component Is the mapomiblity of Me building designer. L� 9� �(�N �'• 3.Mderorel temporary bracing to Mute statelny Outing wv'mdnn 3.Design ess'a^ealM hop and bongo chords to be kbraly brava et ,7 'V all*overall osa airy ahtM eretlen_Additional I permanent bracing pt 2.o.o.and at lO o.c.mono ic*ticks MnedoMouOhout Migrkromny 14, continuous Mullane such as plywood ehnmingoci antra drvnn(ac). IiI BRIO_ Nov DATE: 10/31/2013 the overall structure k the responsibility Dale building desbrcr. 4.2amood Magma or lateral bracing requited harem hownn•a SEQ.: K5342694 4.Ng red eoulabe applied to any component until after al bracing and a lnarwlwn of ume,US the resp^nsnilay nett.mamas.c.M.413. fasteners are complete and et no time shoed any bade greater than S.Oeegn aeumaewws are to be used in a nomconddre environment, TRANS ID: LINK design bade be applied r am component. a .re rorNry condition"of use. S. puTmenesndmmmlaverendsssdmesnorespongNlitym,the ['man assumes beefing at pp etromStem drwad,ad EXPIRES: 12-31-2019 necessary. lubrication handling.ehipmem end in imitations set m^p,nbMs. ].Design assumes adequate drainage is pmened. November 1,2018 B.This design is Natio-ad Weld tona imitations set NMl by aPIMaannd be located anb^m taus agues,and paced so their outer TPIMTCF in 2231,copes of whisk coil be NmiMed upon re West. less coincide with joint center Inca. e.Pips indicate Otte of in Inches. MHeaUSA.Ind/CompuTrua SoMrare].6.8(1LWE to.For bean connector,Mee values see ESN-1311,ESA-19e3(artep This design prepared from computer input by Paclf iC Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/ODF/Cg=1.00 TC: 2x4 ROD?#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-462) 101 4-5=(-192) 203 4-1=1-405) 146 5-3=1 -28) 266 BC: 2x4 [CODE #13BTR SPACED 24.0" O.C. 2-3=(-493) 125 5-6=( -50) 72 1-5=1 -23) 219 3-6=(-405) 171 WEBS: 2x9 HDDF STAND; 5-2=1 0) 256 2x6 ROOF #2 A LOADING LL( 25.0)+17L1 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 45.0 PSF 0'- 0.0 -67/ 435V -170/ 170H 5.50" 0.29 KID? (1485) -67/ 435V 0/ OH 5.50^ 0.29 KID? (1485) LL = 25 PS Ground Snow (Pg) *' 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 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed = 0.382" BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 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 HORI Z. LL DEFL = 0.006" @ 9'- 5.2^ { 4-10 4-10 / MAX HORI Z. TL DEFL = 0.010" @ 9'- 5.2" 1 12 12 Design conforms to main windforce-resisting M-4x6 12.00 V. N 12.00 system and components and cladding criteria. 2 4.0" Wind: 14D mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ACp (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �1load duration factor=1.6, 1 End vertical(s) a e exposed to wind, ,Iiiiiiii Truss designed for wind loads in the plane of the truss only. M-3x9 �� M-3x9 M-5x8 ul al c• A c2 0 M-1.5x3 M-1.5x3 Q 6.00 6.00 � 12 12 ( f� ,90 y 4-10 9-08 4 10 j �\Gj'\V GNEFA tS> V 7 /L x� 9200PE 9, JOB NAME : RT AREA 4 ENGLISH 2 - N3 • Scale: 0.3533 WAmdP192, GENERAL NOTES. unless atomise noted: 13 1.WMMmand emeeanamteedarMedbe advised olal1800MreiNotes 1.ThisdesinIsbasedonSt n:the parametele shown and iemtanindelduel OREGON 4/ Truss: N3 and Warnings before condmdwn commences. !weans component.Apocemity&design parameters ern peeper 9G ��L 2.2a4 comerem[91 web pacing mud be installed where drown". irmponen or component is the responsibility 011ie eiMing designee 9 2� �1 2 AddApnel temporary bracing to insure strawy being mmM1udnn 2.Design assumes the[op and bottom tlwMsle be laterally braced at Y 14, }"- ISMe resperuiMlt/el the ere&er.Additional permanent bracing al 2'o.a.and at 10'op.respectively toilets brad throughout their length by �j DATE: 10/31/2018 the overall structure Melia respenelbety of buuing designer. x continuous IIm sheathing orlaterale gremeae where show wo•erywell(BCR MCa�n1�� v O.be load MouM be applied to o component+.ell alter ell brae and l Installation of is Me ti ty ttte re aNa contractor. /"(R • ponan bracing a are to sed ape 'SEQ.: K5342695 Wieners are wmpleleand.lco oree should any Mads greater than s.oesqn fo be used Ella en<drmme environment. TRANS ID: LINK design wads be applied t any component. e.oedgn wwr n�,e;nu cond of ition- supports shown.Shim or 5.cormnTnsMs no control aver and asawmee no responsibility for the K,saary. EXPIRES: 12-31-2019 en,hmrBag.shipment and Installation StsompaneMs. T_oesign assumes adequate drainage apresided. November1r2018 B.This design Is fomb subjectthe biect Is limitations set forth by e_Plates shall be located foe.aal both foe.el Posit-ceder-ceders and placed so eeder , TPIMTCA in SCSI,copies of which will be furnished upon request lines tOSdde with old centerlines. s.Diges Moats size of plots In inches. MTek USA,IncJCompuTrus Software 7.6.8(1L)-E la_Far east armada,plate design values see ESR-1211.ESP-I066(VITk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 NUDE 616BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-7-(-2233) 2262 6-2=1 -999) 799 BC: 2x4 RODE 171513TR SPACED 29.0" O.C. 2-3-(-1630) 1361 9-8=(-2233) 2262 2-7=(-1941) 1604 WEBS: 2x9 NODE STAND; 3-9-1-1630) 1361 7-3=1-1028) 1298 2x6 NODE 92 A LOADING 9-5-1 -12) 144 7-4=(-1941) 1604 LL( 25.0)+DLI 10.0) ON TOP CHORD= 35.0 PSF 4-8 ) -994) 749 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. 00N. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED DRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 RIDE (1985) 9'- 8.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 RUDE (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-O psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 MAX LL DEFL = -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'- 8.0" Allowed = 0.100" 4-10 4-10 MAX TL DEFL - -0.002" @ 10'- 8.0" Allowed - 0.133" I 1 MAX TC PANEL IL VEIL - 0.152" @ 6'- 10.9" Allowed = 0.382" ' 12 12 MAX TC PANEL TL DEFL = 0.191" @ 2'- 9.1" Allowed = 0.573" M-9x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 V 712.00 3 4.0" MAX HORIZ. LL DEFL = 0.040" @ 0'- 2.7" Vq MAX HORIZ. TL DEFL = -0.049" @ 0'- 2.7" • A ICOND. 3: 2000.00 LBS 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(Dir), load duration factor-1.6, End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 411riiiipplIMILIM-3x9 11111111111111 1 f y M-5x8�� .y N r A " h o i o M-3x9 M-3x9 4 6.00 6.00 p 12 12 1 1 1 1 1 1-00 1 4-10 9-10 11-00 r � �D PROF 61 9-08 N/ tits E 9 0/O 2 JOB NAME : RT AREA 4 ENGLISH 2 - NDRAG _! '�: , .�_Scale: 0.3531 pa WARNINGS: GENERAL NOTES, unless emwme noted: Q Truss: NDRAG 1.Guider and eroronn«n„.dprMould beem,-dof all General Notes I.This desgnis based arryupon the parametereshown end tamran:rumoual ' ,�OREGON a 4,and warnings before construction commences. Wilding component rpplluaircy et eeu@n parameters one proper ,l �k 2.a4 compression web bating mum be lnaalrea vmere sham. incorporation Ml«mponere is the reapdnshary or Ow nip braced aesper. GAO �r �41` a.Additional temporary bracing to insure saMlay auntN«nmaabn 2.Design assumes the toy and bottom Mends to he!Waey braced at Q is ma mponabmy albs eredom Additional permanent baring or 2'ma and ally au.respectively unless Mooed throughout their len9mM ss Imwebsdsis inr such sepywoodul.,nM. elver drywegrx;). ' 'RRtl- DATE: 10/31/2018 the overall 5549,awmuremm.rtaponadyR of Melding designer. 3.a"tags: biidging«!Mend padtNaqulreewnee Moan rd SEQ.: K5342696 4.Na lead should be applied to any«mpeeent until eeeral bating and 4.Installation VS.*is Be reepan,tie Mlle as«ana«Samar. fasteners Sr.complete and et tie lime ahead any loads greater man 5.Design assumes Misses are to be wed in a nonaotroLW environment des beds he appliedh 5O wm and are br' venation'or use. TRANSID: LINK �' •""•� 6.Deegn assumes lelbearing aalsuppod.aaam.Shim Or wedge If EXPIRES.. 12-31-2019 5.CemWTua has no control ever end assumes no reshonsibilly for me neces«,y tim n b.n h.ding.shipmentcowman. end ofcomponents. 7.oesego assumes adequatedrainageismosla.d. November 1,2018 6.This design a furnished rattiest bthe limitations set mob by 9.Plates sal belated on both races atm.,,and placed so their millet TPIMTCA In Ben:,copes of Mach will be haa,hed upon request. Imes wmdtle with poet centerlines. 9 Sigma Indicate she of plate in inches. MTek USA,lnc.lCompuTfus Software 7.6.8(1L)-E M.For bask connector plate deggn values see E98-1311.ESR-1955 Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-DO GIRDER SUPPORTING 25-09-04 Inc 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x6 KDDF 111613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158) 202 4-5=(-280) 942 1-4-( -154) 64 2-6=1-19381 444 BC 2x6 KDDF 1110BTR 2-3=(-158) 202 5-6=(-280) 942 4-2"(-1938) 446 6-3=( -154) 64 WEBS: 2x4 KDDF STAND LOGrIun 5-2=1 -454) 3172 ll LL = 25 PSF Ground Snow IPgI I TC LATERAL SUPPORT <= 12"CC. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 9'- B.0- V BEARING MAX VERT MAX HORS BRG REQUIRED BEG AREA BC LATERAL SUPPORT <- 12"OC. UON. BC VNIF LLI 297.1)+DL( 257.7)- 554.8 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -594/ 3020V -283/ 283H 5.50" 4.83 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -594/ 3020V 0/ OH 5.50" 4.83 KDDF ( 625) ' ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. nails staggered: 'COND. 2: Design checked for net(-] psf) uplift at 24 "ou spacing. X] 9" oc in 2 row(s) throughout 2x6 top chords, /X`/�\ 8" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.021" @ 4'- 10.0" Allowed - 0.438" "6 For hanger specs. - See approved plans MAX TL DEFL = -0.038" @ 9'- 10.0" Allowed - 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10 4-10 MAX HORIZ. LL DEFL - -0.002" @ 9'- 4.5" 4 1" 4 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 system and components and cladding criteria. COWind: 140 mph, h-23.3£t, TCDL=6.0,BC DL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. � m IllArr1111 Ifn I a1111 -a IINI 4" 5 6 M-9x8 M-3x8 M-9x8 y4-la 1 9-10 ��G NE D RP F�`rn 9-08 �,�-5 �N F9 p2-9 89200PE T • JOB NAME : RT AREA 4 ENGLISH 2 - NGIRD • Scale: 0.3208 WARNINGS: OEUENAL NOTES, unless nmemise notes: r CZ- 1.Builder and erection onbadon Mould be athlete of al General Notes 1.ills designnk baseda me parameters shown an la for an owstluel Truss: NGIRD end Wamlres before wnmucbon commences. Pudding component PpW�elh of design parameters and proper �` i7_OREGON �/ 2.244 campeuNn web cramp must be Metaled where shown a. Inwrporalkn el component k lm reapami:41y or ma Wilding designer. ."0 -e7/I y D.Pdlblorel temporary bracing to Insure=day during ronMuaion 2.Design assumes the lop and beeem dude to be bterery ensue at O -T r 1 4 a 13 P is the naepomlblHy aliM erector.Additional permanent bracing or Yax.and at lV o.c.respectively unless braced throughout melt length by DATE: 10/31/2018 the ovenn structure is the reapoeanlWy of building wrmmuoueabeng es ateneapryroreuired wereshwn+Ing(TC)and/or drywanlac)- MFRRII- SEQ.: K5342697 a.No load tbduld be applied m am component and seer el bracing and 4.Innnletwn°Mum ie me reaporeibYly°lbw respectie°engager. msienera are template end al re Imo should any loads granter than 5.0ea'gn assumes bases are tonc be used In a noouenve environment, TRANS ID: LINK design loads be@piled to any component. end MO Mr ry ppnabon ogee, 5.nmmpaT .h.awonlralu.r.m.wmwnpreporebrinymrthe 11Dearena.�m.arolbearirealalsuppore shown.Shim or wedge 1 EXPIRES: 12-31-2019 rsbruslGn,handing,shipment and installation of components. wary. e 19 The de is banished subject to 'neatens forth by T.Plattes shalbeeaeded on bothllacenage Is bush. November 1,2018 NT of e.Plates coincide touted ouWnl laces el hose,and pieced wmeirwmer TPYN?LA in BC51,oogy or wTM wylbe furnished upon request. Ilenecoindb poi joint unite e.ch 9.web:indicate sin delete In Inches. MiTek USA,InelGOlnpuTrus Software]b.6(1L)-E to.For weir onnsdprphte eavgn values sea E50.-1 dti EBWlcea(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ICONS. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF A16RTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1#16BTR SPACED 24.0" O.C. IrOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x4 KDDF 4+16)3TR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD 35.0 PIE' TC LATERAL SUPPORT <= 12'CC. DON. DL ON BOTTOM CHORD = 10.0 POE' Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12-0C. VON. TOTAL LOAD= 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor-1.6, LL - 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 or equal at. non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:bears designrequires continuous Refer to specifics gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span VON. complete specifications. 6-04-07 5-08-09 l l 1 12 4.D0 M-1.5x3 4 —' M-3x6 so a rf . A to 0 o. .,y e I- rr cu II/I 1►. o M-155x3 M-3x6 M-3x4 1. , 1 -ei 5 PROFFS 6-02-11 5-10-05 5 :_`GINE 9 Sip. y 1-04 12-01 y ,F ` Ov9 :9200PE C JOB NAME : RT AREA 4 ENGLISH 2 - P1AFW --.7e4 .. Scale: 0.2739 WARNINGS: GENERAL NOTES, unbm°ter„is.noted. I.Bullerand erection contractor soul be ed.ised W all General Notes 1.lids desbn is based only upon the pommel,abown and k for an Individual y A...ttt-OREGON f*.,� aQ Truss: P1AFW and Warnings before condmcdon commence, building compere.,Appseabtley°Ideates parameters and proper L y *~ 2.2v4 mmpreaslen web bracing must he inOased where Ywvm+. nikn of thnlop andnt Nthe t°ynieda to°r me building designer. / 2. 'r S.Addnianal temporary bneing toBcore SaIn t5 during own&rvapn 2.Design assumes Me top EotmmessMan be lateralybtawa at 4 Y 14r lathe responsibility niche onager.Additional permanent of Tee.and att0'o.c.respectively unless band throughout their length by jL germane^ °oninutes sheathing such as plywood geatomMcC)renn,n well(SC). I ``' V DATE: 11/1/2018 the overall structure n me any component al the building designer. 3.2v Impact waging or lateral bracing required where down.+ �R R ILA, SEQ.: K5342698 4.No wad should belowted to any component unto atm al amens and 4.installation el mss ise,re.poneibs et the rented,.eomtsam. 'esteems are complete and at no time would any bads greater than S.Desgn assumes wan are to be used in a non-corrosive environment. e tleNan bads be applladto any component, S.Design andsee for'dry fl bearing 'Muse. TRANS ID: LINK ,.gqp,p„Tre,has rmmdrel over.�.,am.an°w=wn.miliyforNe al nassumea ldFbearingatetiempedsshown.gamorwedgeil EXPIRES: 12-31-2019 nacesSer, abnctlbgn faring.shipment and installation or components. .Desgn.um.adequate drainage is provided.6.This desyn is is hum s hammed subject the limitations set forth by .plates shall be located faces on both s alnusa.and placed so their centerNovember 1,2D18 rPIMTch in SCSI,Copes of which still be furnished upon respect lines condo with joint center lines. 9.D:Ma inked Mee of plate in inches.es. Rek M USA,IncJOompuTrus Software 7.6.8(1 L}E 10.For basic connecter plate design values see ESP-131I.ESP1988 Ta nip This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" ICONS. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 REEF #16BTR SPACED 29.0" O.C. =ONE. 3: 150.00 PLF SEISMIC LOAD.- WEBS: 2x9 KDDF STAND; Design conforms to main ree-resisting 2z9 REEF#1aBTA A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Sc LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 95.0 PSF Wind) 190 mph, hts),t,Enclosed, Cat.L=6.0, ASCE 7-10, (All Heights), CaL2, Exp.B, EWERS 1Dir), LL - 25 PSF Ground Snow IPg) load duration factor ex 6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Truss des one tl for wind loads Gable end truss on continuous bearing wall UON. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. in the plane of the truss only. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Refer to CompuTrus gable end detail for complete specifications. hite:Truss design requires continuous bearing wall for entire span UON. 1-05 9-06 10-00 1' f . 1' 1-05 9-09 9-09 6-06-09 3-05-07 1' '1 f T T T 12 12 9.007 Q 9.00 M-5x6 =M-4x9 M-5x6 2 3 4 M-3x4�011, �� rlM-3x6 rck0CV � M-7x8I'Re49 ._.i� 111* i._, lIIIIIU4rlI f T m ee Y ] S 0.25"9 so 31 M-4XB M-3x6 IIM-4x4 M-5x8(S) IIM-9x9 b y y y r <( %ED PRpFFss 1-06-12 9-02-08 6-11-13 3-01-15 ?,5 NG►NF9 /O l 20-11 l _c 2 89200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 — P1BFW • Scale) 0.2210 W<RNINGS: GENERAL COTES, unless MMwlq rwled Q Tx'u ss: P1Bew 1.Milder and erosion contractor should be addeed of all Genurel Nun I.This design is baud only!pane»per.melere wimp and is re, Individual " �OREGON �t i as Admires wore construction common., Wilding component AyplcabNy of design parameters as proper 4 2.3ea.eal men wee bracing mud be Installed war.shown.. Wporvoreanor.manent lets reapoaeW aloe PAPP)aeaignq. 4y . P' 3.Additional temporary bracing to Insure tleyRy donee mnaM1upbn g.Design assumes Me tip and eenam tenet.toe laterally braced at /O r 74 L Is me responsibility area erMw.Additional permanent bracing Of 2o.c.and aSl o.0 ngwgrvdy crmessess biased eheupbeUteywaalNby DATE: 11/1/2018 row overYl mnoture is m.rea.ngby lithe deals ds &Maous shingling sue a plywoodated segle)en&or diymll(Bet. h g taper. a.a<Impact bridging sr leee&aarereel Ins seers Mown e. ��^R t�II—� SEQ.: K5342699 4.No load Mould be aped to any component untilearl maang and 4.0.eaaeen oreues is la rea.ne used In reapeeee&risen �l rf madman are complete and at no lime Mould any Weds Male than 3 assign assumes trues.era to be used In a andnrrosive environment, TRANS ID: LINK design loads be applied to any componentone.re a^an condition'pros. 5. cap Tm ion N.n plenr and.�m.and rap namilylorm. BDesgn meamnhllaadng at rig%lppdde shown snmerwease it EXPIRES: 12-31-2019 hemmed handling.meant and Installation&component.. Deign assumes a S.„dadsM nlelumiMn.ub T.D.,gnuwnua.ay.tedNn.gateppyged. November 1,2018 g act to lineations setae by a noes seal be boated on both face of hues.and placed m their caber ypWJICA In SCSI.memo/MUM wee be furnished upon regime lines mince*wed mint center llrhe NTek USA,Ino./G0111 T.us Software].E. 1L 9. e Indicate size al pate in Inca.. ROB( }Zrot no.For asic&enactor plate design values see ESR-1311.nswifia9(NITek) EW 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. I TC: 2x4 KDDF 8168TR LOAD DURATION INCREASE = 1.15 �COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF p16BTR SPACED 24.0" O.C. WEBS: 2x4 KID? STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. 00N. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PUP BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD- 10.0 PSF Wind: 14D 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(Dir), load duration factor-1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non-structural Truss designed for wind loads vertical members (con). 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 1 12 9.00 V M-1.5x3 -,0000/(1 m o t 0 A y O 4 M-3x4 M-1.5x3 1 ��tio PRofFs y l y ,:,-, �NCa NEAR sigh. 1-04 3-06 `r 89200PE- C JOB NAME : RT AREA 4 ENGLISH 2 — P1CFW Scale: 0.6263 aj.�� „KINGS: GENERA,.NOTES. millets dmemesenoted O OREGON ��C/� 1.Budder and erection contractor should be advlsed of all Galerel Notes 1 Slob design is based only upon the parameters shown and is w,an individual Truss: P1CFW and wamlepa betas sonatalmen commences. Ruling memenenl.Aplicabbhy of design parameters and proper 2.2xa mmprtesan web bracing mud be inaalled where dawn._ rporetwh of component is the mspolaibHly or the Wilding designer. L/Q yy 74s 201 _1 1 Pdlhbrellempamry bracing la rare ebdliy alone wnamdwn 2.Demon assumes ee lop and botlam chards to be blenly Ernwdm / [�.- ialMnaptnabl al to .M dedli permanent Te.a.end at Id sc.repectivey unless leased 111rou0hrul their length by �c- Ey permanen continuousAxed/lin:such as*weed MxmintlTClandbrdrywall(BC). 4 'R R 1 DATE: 11/1/2018 tin swam structure brie reponalee of the balding*gr.. 3.2x!mead pidgins or lateral bream!required where shown.. F7 1� a.No wad should ire applied to any component until OW all bracing and 4.Ina.11atwn oftrus'is the response/Ply ellee reewd,.e e.t.dor. SEQ.: K5392700 fasteners are mmplme and at no time should any loads greater than B.Design=Burnes Masse,are to be used w a men.onosse envlmnmem, and are for design bad be applied to any mmpanem_ combed'of use. TRANS ID: LINK B Cempurlushashvmlmdoverandasvmeenoreslmmibiliyform. Design assumes "dry» llle.ml.t.ti lie n,amw Shim or togs! EXPIRES: 12-31-2019 pare plekatlun,handing,shipment andmdaealw w n grmponaele. I.Design assumes adeguafe drainage b provided. November 1,2018 O.Thle design is mmMwsailedsed to the linballpm set forth by S.Plates sled be bmlee an both lams el ass,and piped w their center TPNMLA In BC5l,copes of which will be furnished upon request Ones coincide web mint renler lines 0.Deis lMkele sae of in inch . MITek USA,InpJCompuTrus Software 7.6.80 L)-E 10.For Sam connector date m deagnwmes see ESP-1311,ESP-1M(maw This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 pot) uplift at 29 "oc spacing. TC: 2x9 KODF 1416BTR LOAD DURATION INCREASE = 1.15 ONO. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 ROOF h168TR SPACED 24.0" O.C. WEBS: 2x4 ROOF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 Par Wind: 190 mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 Par (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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 IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall 120N. Note:Truss design requires continuous Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span VON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 f 1 f 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T 1' f T 1' . T 12 12 M-5x6 M-3X4 M-5x6 Q 5.00 9.00 q 5 /// \\\4 M-3x6 41 M-3x6 . \ // \ 13 of t/ M-1.5x3 1'0.25" 0.25"12 M-1.5x3 \ o 0 M-4x6 M-5x8(S) M-5x8(S) ' 2 8 l fC'it,E1) PR FFS ..1( 00-11 6-10-01 9-02-08 6-10-01 7- oNGINFF�4 �'6, 37-00 c4 1-04 p 10 4i 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 — P2FW • Scale: 0.2251 WARNINGS: GENERAL NOTES. nnle.,«nemwnoted: CI4OREGON rr I.Bugler and erealen ceMacmr Meum be advised Mall General Netea 1.inn design is based airy open the parametentlwwn•nd is kr an Individual A� t. I Truss: P2FW and w.rrrroenelwe conewaion wmm.nass wining women).ApplmNNym design pemlrwMm end Props t x v4 compression web bradng must b*inwlled where snows.. Incorporation of component Isms responstMq afore Paging dedimr. ��"y�1� �4 ^O _L^ 1 3.Additional temporary brining to inure malwby dam.wmtnraion 3.Ensign assumes me cop end Worn awmamx laterally braced al I i n(�T ism.ra.Porrdbilty of eremnAedcorral brad f sou.and at fa e.n.respectively unless braced throughoutMe ingth by ` V pemnnem brining ceminuooaaneerMnpspasm plywood sheenng(TC)ember aywanlec). MFRR►�� V DATE: 1 1/1/201 a the overall structure lame ond aeirp of lie v Inning Were sa bending designer. 3. Impact erases or lateral ng required ere mown 4.No bednd.Pe*pi t,led to any until agar al loading a.ading and Imtabtkn of truss is the respandbitydI respecter*contractor. K53927D1 fasteners are compete and at no um*should any loads greater tocontractor.r man 5.Design assumes Misses arebe used in a non-corrosive environment TRANS ID: LINK design loads be applied le any component Sefor..� oonanon�ays, �e s.<ammTman.a control r.m.wme,nenymnefallymrdm B. full!mann at al supped.shown.Ulmme d EXPIRES: 12-31-2019 ascessery. Nervation,sanding,anipment and inmmlaaenofcompanenla I.Design assumes adequate drainage i5Mevised. November 1,2018 0.interwarn furnished Wpm/to 1Mlmo•Wne eel bahM•l by B.Plates be located an bath faces°Mmes.and paced ea their center TPLNTCA In 9CSI.apples el which wJl W furnished upon request. lees co ndie win Medawar awar Ws. S.Fur5 Indk•le nee of plated ini Sol MIT¢N USA,InuiCompuTrue Software 7.61(1 LFE IS For basic connector Ode design vYwa we E4R-1311,E5R-19M Wel) ' 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 IC: 284 KDDF k1&RTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-1-4356) 432 1-10-(-274) 3326 10- 2=( 0) 230 7-14= -650 3654 BC: 2x6 KDDF KlfBTR 2- 3=1-3954) 500 10-11-1-274) 3324 2-11=1 -366) 194 14- 8=1-1042) 222 STAND WEBS: 2x4 ROOF STAND LOADING 3- 4=1-3760) 544 11-12=1-228) 3072 11- 3=( -94) 228 8-15=( -116) 1304 LL - 25 PSF Ground Snow 1P91 4- 5=1-3000) 446 12-13=1-302) 3600 3-12-1 -450) 270 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL1 20.01- 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6-1-4048) 638 13-14-1-534) 4856 4-12-1 -286) 2086 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL1 0.0)+DL1 20.01- 20.0 PLF 0'- 0.0" TO 26.- 0.0" V 6- 7=(-5074) 782 14-15=1-720) 5674 12- 5=1-147E) 328 BC UNIF LL( 95.8)+DL) 96.7). 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-6284) 930 15- 9=1-722) 5690 5-13-1 -224) 1206 8- 9-(-7396) 1010 13- 6=) -428) 2858 e ( 2 ) complete trusses required. ADDL: BC CONC LL+OL- 2819.0 LBS @ 25'- 9.0" 13- 7=1-3330) 660 Attach 2 ply with 3"8.131 DIA GUN XXnails staggered: BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA 9" o in 1 row(s) throughout 284 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) +XVX` 9^ oe in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM of 10 PSF. 0'- 0.0" -273/ 2962V -235/ 235H 5.50" 4.74 KDDF 1 625) 9" ocin 1 row(s) throughout 2x9 webs. 37'- 0.0" -718/ 5272V 0/ 0H 5.50" B.43 KDDF ( 625) ICOND. 2: Design checked for net1-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.087" @ 25'- 11.0" Allowed = 1.804" MAX TL DEFL = -0.211" @ 25'- 11.0" Allowed = 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.022" @ 36'- 6.5" MAX HORIE. TL DEFL = 0.061" @ 36'- 6.5" Design conforms to main windforce-resisting 13-06 10-00 system and components and cladding criteria. • 3-06 • 4 I I I wind: 140 mph, h-lsft, TCDL=6.0,BcnL=6.o, ASCE 7-10, 5-11-12 5-09-12 2-01-09 5-00 5-00 2-01-09 5-04-12 5-11-12 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 T 1 'f '1 T -1 f load duration factor=1.6, 12 12 Truss designed for wind loads 9.00 M-5x6 M-3x4 M-5x6 in the plane of the truss only. 4 5 Q9.00 M-3x4 M-3x6 3 M-35:9 +I + +' M-3x4 + 0 , o o 1 10 11 12 13 • 14 5 9 0 M-9x4 M-1.5x3 M-3x9 0.25" 0.25" d' M-7x6 M-1.Sx3 M-3x8 to � cc{� p ,_ j y y M-7x8(S) M-7x8(S) 4�`D PROF/.V 2819M C 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 y 5-10 y N ci GINFFR `r�D2 1 17 37-00 �� 9200PE r' JOB NAME : RT AREA 4 ENGLISH 2 - P3GIRD ` Scale: 0.1789 • • WARNINGS. GENERAL NOTES. ulesseMerenae noted'. O h. Truss: P3GIRD 1.andWer and.reefonoonernbrenoaabences. eran General Neree I.TM1're design ompon based.rryoponthe 9ammeprmewnewieror.tlner.imted 'j7G ,�OREGON �(ti�. and Weminps petere wnpruclbn wmmeraa, buipirp component.PyplicabAilY of design parameters site proper A_ 2.bin compreaaan web dating must Pe installed where shown•, Incorporation of component a the respol5MlXly el me Priding designer. "Ti- AN 9.Additional temporary PraMgm insure staNBy dump mnaend's 2.Design assumes the lop and bottom chord",be lMerally bust..at r ,T no` �� is the nspanvbiay WMe emclor.RMmorel permanent dating a! 2e<.and al lV o.c.reepedively unless bawd throughout their length by O 1Yt 4 DATE: 10/31/2018 the overall structure ie the re aai combwuaedgnNn9..tdtasacing meired plywood ihew ewn•drywalNlx). A��[']n`1 open IlyorInlill.el elbraco AAlmpeometmgoren ronbI,mrasnnpaa4pwn•• ev/ R IL SEQ.: K5342702 <.xoene bad s am cmuld be omplete Sino component any aadsge ate,Ban a lesignlanmbs true,are to used Inaef Ills spedoewenviron fasteners ere cempl.a and site hut.should any bin,greater than s and anavrmeaouveame tote uwde.nanacotmeia'e environment, TRANS ID: LINK design pads Pe applied to wry component. .she are rorery condemn.of S.CompuTrua M1asmwntrpl over are)assumes she reapsnaaWty brine e.Deggn ememes fed Manny al supports shown.Shim er wedge l! wry. EXPIRES: 12 31 2019 Mnnw signishandling.shipment and eeallnan orwmpon.Na. T.Design mamas adequate drainage is provided. November 1,2018 S.This desgn is tunasd subject to Melim.atlans sal bat by it.Plates attireM Putrid on troth lawn of truss,and placed so their canter TphMIGA In SCSI,copies of which NI Pe furnished upon rawest. bps coincide WM Joint canter lines. 9.Pipits Indicate ere nips.in metes. MiTek USA,lno./GompuTms Software 7.6.8(1 L)-E 10..For basic connector pate design vales see E58-1911,ESM1909 IMWeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 17 8- 9m(-405) 389 8- 2=(-1238) 36D 6-11=(01 273 BC: 2x4 KDDF #10BTA SPACED 24.0" O.C. 2- 3=( -410) 260 9-10=1 -991 623 2- 9=( -298) 1035 WEBS: 2x4 KDDF STAND; 2x9 ROOF #105TR A 3- 4=( -307) 253 10-11=(-170) 1051 3- 9=( -84) 131 LOADING 9- 5=( -681) 307 11- 7=(-168) 1052 9- 4=( -7661 287 LL( 25.0)+DL( 10.01 ON TOP CHORD = 35.0 PSF 5- 6=( -997) 322 4-10=( -94) 393 TC LATERAL SUPPORT <= 12 0C. ON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-1484) 274 10- 5=1 -68) 256 V BC LATERAL SUPPORT <= 12"0C. ON. TOTAL LOAD - 45.0 PSF 10- 6=1 -504) 244 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 SQ41N. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -175/ 114.5V -343/ 209H 5.50" 1.83 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 25'- 3.2" -179/ 1148V 0/ 0H 5.50" 1.89 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc 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 = -0.058" (a 11•- 7.5" Allowed - 1.624" SEASONED LUMBER IN DRY SERVICE CON➢ITIONS 1-11 4-09 4-09 6-06-09 6-11-06 I I 1 1 MAX HORIZ. LL DEFL - -0.011" @ 24'- 9.7" MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.7" 12 12 9.00 7 Q 9.00 M-Sx6 M-3 x9 M-Sx6 Design conforms to main d cladree-resisting 3 4 5 system and components and cladding criteria. Q- 1V Wind: 140 mph, h-15ff, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6. f G End Vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 rni l& , , i.' i m 0 B* 9 10 M-1.5x3 0.25" M-115x3 M-3x4 1 M-3x8 M-5x8(S) 1. PR z-os y 9-02-08 1 6-10-01 j 6-09-11 y ,S .0NG FLs(5> 25-03-09 40 "!� :9200PE (- JOB NAME : RT AREA 4 ENGLISH 2 - P4 Scale: 0.219E WARNINGS: GENERAL NOTES. unless nervosa noted Q Z. Truss: P4 1_Bunco and erection cannon skald be advised Of SI General Notes 1.This desgn is based ant wen the parameters shown and a kw en Wainer -7, 47 OREGON !v`C and Warnings be on construction commences. bul4Eing component.Appbmbllily et design panmeten end paper as. 2.0229 466e resslan web bracing must be imnod where shown.. incerponldn of component isms reeponaMRy of me dieing designer. /Q 9Y 14, �Is\M�-/` 3.AdtlNbreltamponrvbnclnB la nets Realty dung construction IDesgn amaranths emend bottom chords re be Stenger braced at "7 is me responsibility of the erector.Additional permanent twang of 1'o<_and al tV au reapedivsly uibae Nandsome throughout mob bngln by .DATE: 10/31/2018 the overell gndun is the b5 et building designer. canna,.sheathing«ch as*wood sheemnp(re)arwnr drvmmn(Itc). -Fi 1 No be ro anyc Npafter ell pe of tan or ter., sibrs9ared wheman aconta "'iR15-� SEQ.: K5342703 a fannesanwdmpletei.nos en component any I5sdngal.,Man 4.Deemfnsume tr is the an to IliadIa,espeawawmngm. (aMenen an complete env:two nme.mua any loads greater men S.era are essumeetnaesen mba used nan5ondtive environment TRANS ID: LINK dagne.dabe.ppndm=ray=nmpon.m °^°gnassurv<all condition. EXPIRES: 12-31-2019 5.eompurrvs hes no coMalover and assumes no responar illy ter me B.Deeig"°as'tiea all team0 al el wmWra Munn.swim or vndBe it rebrbnon,handing shipment and lnslallabun et comp.nenla. ^ecem.n_ . B.Tas design n eml.Mdnnbpgm to limners.sot Mrth by T.Design shall be nage lathes,e. November 1,2018 B.menamncieaeuna on both mceaollnss,and placed wmeircemar TM/WOO In SLSl,sop.s of nXkM1VM be awned open inmost Digits edt,,vela joint centerlines. S.Slink USA,InciConpuTrus Software 7.6.81E E S Dorn isicenenalnainmgee. ( )' rho.For boat eonnen"r pet detiw values sere ESR-1911.ESR-188E(NITRO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 ps f) uplift at 24 "BC spacing. TC: 2x9 EDDY #1&BTR LOAD DURATION INCREASE = 1.15 �ONp. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 ODDS' #1&BTR SPACED 24.0" O.C. WEBS: 2x4 EDDY STAND Design cantorms to main wind£orce-resisting • LOADING system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. SON. LLI 25.11)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD - 95.0 PIE I All Heights), Enclosed, Cat.2, Exp.13, MWFRS(Dir), load duration factor=l.6, LL - 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x9 or equal at non-structural in the plane of the truss only. vertical members (von). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Vote:Truss design requires continuous Refer to CompuTrus gable end detail tor 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 ,r 1 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-0'7 1' 1 1 ..r 1 1 1 12 2 M-5x6 M-3x4 M-5x6 N9.00 9.00 q 5 6 41fr M-3x6 M-3x6 / \ 0 \ o \ of l lg 110.25" 0.25"12 M-1.5x3 o M-1.Sx3 1,9-9x6 M-5x8(S) M-5x8(S) y 7-00-11 y 6-10-01 y 9-02-08 j 6-10-01 y 7-� t GINEE- � 70) yl-o4y 37-00 �� 89200PE9 9r • JOB NAME : RT AREA 4 ENGLISH 2 — P5FW Seale: 0.2251 WARNINGS: GENERAL NOTES. unless otherwise noted. Cli 1.Milder and erewon contractor mould be advised m ad General Notes 1.nisals,ignI<based only upon the,.mmeter&shown and l<m,an Individual OREGON b to Truss: P5FW and Warnings before construction rammer.... building component ApplkaAIM or design Pammerem ern MPG 2.a9 compression web bracing muse a metaled where shown Iaomomtan of component reta responsibility Otte aielrg designer. 1' A ��t a Additional temporary bracing to insure maaRyam�andrud'Rn 2.Design/mum.Me moans Sodom chords to be laterally braced al `'� '9Y 14 0 is Me reeaablly of the erector.Additional Permanent bracing of con.c.aamtahin sucharveryuonssmceanmugnwdnetrknnmby continuous sheathing asespyneoe wsmn1ere s ardor hown•arywalligc). Lip R1�� DATE: 11/1/2018 to Mane a lbroen_ 3.Igur ntonation degree animaspo nregglma rmpeme contractor. fasteners �'1 9.Nea.aserelcmapganat no component unm aareebmdrtharm alnalalnlo orwn�sesine ere to ho use In anonpeaosi amrearn. SEQ.: K5392709 ameare ern compere ender atimeaaula any aide greater than s.Oeeier eseumsl..NW ere 0..aaYal"•"orwrerreaNe environment. TRANS ID: LINK design loam be applied a any component • mrorumyconamerie ass. 5.GornPaRaa nee no coal war as assumes no responsible),mr m< aD teary m.,m.a.nn m..,a a.awn.3h�m or wedge g EXPIRES: 12-31-2019 fabrication.handling.shipment and Installation or components 7.Design assumes adequate drainage in pmeued. November 1,2018 e.This design is tmrened sub$dm to.maea"a bet ant by lb Mares reel be tweed on set ranee of truss,and placed seinelr center TPIMTGA in MSS tomes Owlish will be furnished upon request lines coined.win mint Amerhnea. N.Dien macaw sae er plea In Inches. MiTek USA.Nc./ComplITNS Software 7.8.11(1 L)-E to For ask osmoses.plate design values see UR-13l 1,ESR-Imo(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 TC: 2x4 KDDF 61618TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-10=(-2711) 1790 10- 3-( 0) 279 BC: 2x4 KDDF 61[BTR SPACED 24.0" O.C. 2- 3-(-2317) 402 10-11=(-271) 1789 3-11-(-508) 240 • WEBS: 2x4 KDDF STAND 3- 4-1-1821) 435 11-12=(-235) 1443 4-11=(-133) 707 LOADING 4- 5-(-1326) 417 12-13-(-271) 1711 11- 5-(-255) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6-(-1326) 417 13- 8=(-270) 1712 5-12=(-254) 112 BC LATERAL SUPPORT <= 12.0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1-1821) 435 12- 6=(-133) 707 TOTAL LOAD - 45.0 PSF 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 (Pp) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ ERG REQUIRED ERG 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 -264/ 264H 5.50" 2.92 EDDY ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 KDDF ( 625) 'COND. 2, Design checked for net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL 0.007" 0 -1'- 4.0" Allowed = 0.133" MAX TL DUEL = -0.008" 0 -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.142" @ 18`- 6.0" Allowed - 2.406" MAX LL DEFL = -0.007" @ 3B'- 4.0" Allowed = 0.133" MAX TL DEFL - -0.008" @ 38'- 4.0" Allowed = 0.178" SEASONED LUMBER IN DRY SERVTCE CONDITIONS MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ Si'- 6.5" 13-09 9-06 13-09 Design conforms to main windforce-resisting T ' 1' '1 system and components and cladding criteria. 7-02-07 6-06-09 4-09 9-09 6-06-09 7-02-07 T .r 1 T ' 1" 1 Wind: 140 mph, h=15ft, TCDL=6.0,BCOL=6.0, A3CE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-5x6 M-3x4 M-5x6 9 00 load duration factorl.6, 9 5 6 Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 3 + + + + O o a, 1t 8 ii ! 1 10 11 •( 'r 12 13 -xo l -M-9x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-9x9 1 F�F1 M-5x8(S) M-5x8(5) (13ED r n O��S y 7-00-11 y 6-10-01 y 9-02-08 y 6-10-01 l 7-00-11 ,I: �C, ' ��GINFE� s/DiL 1-09 37-00 1-04 9200 P E Sr- JOB NAME : RT AREA 4 ENGLISH 2 - P6 Sl • Scale: 0.1626 C• WARNINGS: GENERAL NOTES, unless otherwise noted'. li I.Builder anderemon comnnor ahcala be advised of all General Notes I.Thisdnlgn N based only upon the parameters shown and Isla an individual OREGON 4/Truss: P6 and Warnings beN,e,snWucponusmmenu.s. binding component Appnrablly of design parameters and proper / 1 t 2.3a campesson web bracing must he installed where shown•. incorporation of component rclne reapenalellny earns dYMlnp Peal/incr. L� �/f ` -4. a.Additional temporary bracing to insure stability dunng mnmmeln 2.Design assumes me top and eonom ass bate be laterally braced et -7y ,s O N me respontlbllrcy elfin erecter.aeeemul permanent bracing of Te.c.and at IIT on.reweklvey unless braced thaugnow Pier length by O 1`es V DATE: 10/31/2018 the overall nmaure is the re.pona*Mly oftne Wilding sea earthman aging or such al pang regmrpoa neemmg(re)own•andror aywau(se7. MEa RIL - g designer. 9.dtmWn sheingm such alreangte9Win,M.9.0 n•• C fin 1 • SEQ.: K5342705 4.No lea shouldm applied to any lime until ether al bracing and a.CaNOn moms Willa n, be Ny of the respective contractor. lateness are complete and at no lime should any lade grealsa than S.Design assumes hawse an In be ueea in a mnsormahe environment. TRANS ID: LINK deN0n lam be applied le any componentand are far"dry wnanmn"of use. B.De S.CemppTlR has no control over and assumes no neepommany for the apnassumss tell bearing al inwards Mown.Shlm or wedge If EXPIRES: 12-31-2019 w lbs design isfloSSedipmemerglnlinnimsf set fat nR 7.P Plates assumes adequate drai both nage is provided Novemuer 1,2018 S.TliITWW7-5in SCSI,ed ifwhich5er:Ito the,11 firnshedrupot e.Flsaahalalaoin cat,,rwaerwss,and placed so then caller TpLNTc,am Bc5l,copes of which xll be furnished upon request. 0 1,0om with joint to in inches. 9.Fir b Falcon e¢e of ate deign sal MTek USA.IncJCNmpDTnK Software].6.8(1 L)-E 10.For Male connector plate design sabres m.ESP-I SI I.ESR-1 gB81MiTak) 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 KDDF#16BTR LOAD DURATION INCREASE = 1.15 - 1- 2-1-304) 267 7- 8-1-464) 473 7- 1=(-1153) 401 9- 5=(-269) 225 BC: 2x4 ROOF#1411TR SPACED 24.0" O.C. 2- 3-(-255) 233 8- 9=(-186) 492 1- 8=( -391) 1028 5-10=(-403) 188 WEBS: 2x4 K➢DF STAND; 3- 4=(-500) 266 9-10-)-149) 524 2- 8=( -94) 206 10- 6=(-15D) 703 2x4 NODE#1613TR A LOADING 4- 5=1-754) 264 10-11-( -44) 62 8- 3=( -654) 335 6-11=(-921) 215 LLI 25.0)+DLI 10.0) ON TOP CHORD= 35.0 PIE 5- 6-1-650) 143 3- 9=( -113) 303 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 9- 4=( -25) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or no equal at -structural LL = 25 PSF Ground Snow IPg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ° 0'- C.0" -146/ 984V -344/ 243H 5.50" 1.57 RODE ( 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) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2015. `a For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05 9-06 10-00 MAX LL DEFL - -0.021" @ 6'- 2.0" Allowed = 1.000" 1 1 1 1 MAX TL DEFL -0.037" @ 10'- 9.3" Allowed = 1.333" 1-05/ 9-09 4-09 6-06-09 3-05-07 SEASONED LUMBER TN DRY SERVICE CONDITIONS / / 1 1 1 I 1 1 MAX HORIZ. LL DEFL = 0.007" @ 20'- 9.3" 12 12 MAX HORIZ. TL DEFL = 0.011" @ 20'- 9.3" 9.D0 17 .N 9.00 M-5x6 M-3X9 M-5x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x6- 2 3 4 M-3x6- av j _✓ Wind: 140 mph, h=15ft, TCDL-6.0,6CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, /- M-3x9 111111111011110 s load duration factorexpo End Vertically) are expo loco to wind, Truss designed for wind loads in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. I Truss designed for ITS outlookers. 2x4 let-ins M-3x4 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. wri c Outlookers must be cut with care and are o 1 1 permissible at inlet board areas only. o j � o 0 / o � M-3x4 n� � o -� or /- lib lgLlt'I T `I y -/ • 7 '1 B 0.25" 9 10 "` 11 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-5x8(5) y 06-12 9-02-08 y 6-11-13 y 3-01-15 y �So'.�NG N4F�CS>0 20-11 �� 92 OP ter' JOB NAME : RT AREA 4 ENGLISH 2 - P7 • Scale: 0.2295 WARNINGS: GENERAL NO5E5, We.otherwise noted: TO I.Budder and erection wmraocr NwJd be*id of al General Notes I.ins design b hazed 0Ny upon the Ammeters shown and Is for an Individual 'y 47 OREGON LQ Truss: P7 and Waminps before cenNmtlbn commences. bulang component Rpplleebllty el design wmmelem and pocer 1- Incery.mlbneleamponembtMrespavJ/NNalineb0Mmpaasgner. "�' A'l 2�o 4 2.L4 compression web bracing mule be installed where Blown e. 2 pengnave,nes me lop end bottom chords to be laterally braced al -T( 9.Addtlbnal temporary bracing to'mwnebN'ly dining wnWUQ'ron Zo.s.and Alabs.r,WedioelyunbssbowdthsupboNlMir length by O ��s (]�� Is the naponvbllly at the ender.Additional permanent bracing of continuous sheathing wch as plywood MeaNnp(TC)ender drywallBC,. 1�//� afh--...a V.DATE: 11/1/2016 the overall ehuaun is me,eg m wnxblNy elabunn 21 l designer a. Impact swaging or lateral bnang,equm afi g 1� d oe mwn•• •'R R11 SEQ. a lb lead shoWbe applied m any wmpoMm untilanew III bracing and I.Installation or hueslime reeponeibiyry or therespectivewntrsdoc - Iagenn(arc complete and at na lime Amer any wade greater then 5.Design amines buewe era b be used in a non-corrosive environment. TRANS ID: LINK sough loads b..ppwdm my<rompan.nt. and are for'dry Wndimrr of use, E.De 5.CompuTmahasromnNMw,randaawmesnonspormbertyforthe Design aawmecfull beewrg m alwppar6 eMem.glimor wedge H EXPIRES: 12-31-2019 wry. fabrkesg isfumlg,Mlpment and installation or components_ 7.Design assumesamyusb drainage isprosNM. A This design600).sop,,ofd m me Imitationsshsat fun by B.Plates steal be located an both rinds truss,and placed so their center November 1,2018 TPIANFCA in KM.cedes which will be furnished upon request. boss colnam wdh loim conies lines a.Dgns ills 501 sae of plate in inches.MTek USA,InwiCompuTrus Software.7.6.9(1 L}Z 10.Fur Weis connector date desgn nluws see 6SR-1311,E3R-1998(61Tek) 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 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-309) 267 7- 8=)-464) 473 7- 1=(-1153) 901 9- 5=1-269) 225 BC: 229 ROOF p16BTA SPACED 29.0" O.C. 2- 3=(-2551 233 8- 9=(-186) 492 1- 8=( -391) 1028 5-10=(-403) 188 WEBS; 2x9 KID? STAND; 3- 9=(-5001 266 9-10=1-199) 524 2- 8=( -94) 206 10- 6=(-150) 703 229 ROOF k14BTR A LOADING 9- 5=(-759) 269 10-11-) -99) 62 8- 3-( -654) 335 6-11-1-921) 215 LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-650) 193 3- 9=( -113) 303 TC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=( -25) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) e. For hanger specs. - See approved plans 0'- 0.0" -146/ 939V -399/ 293H 5.50" 1.57 KDDE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 RODE ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. tOND. 2: Design checked for net)-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 1-05 9-06 10-00 MAX LL DEFT. - -0.021" @ 6'- 2.0" Allowed = 1.000" T of o T MAX TL DEFL = -0.037" @ 10'- 9.3" Allowed = 1.333" 1-05 4-09 4-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS ! / 1. 1 ' of I I MAX RORIE. LL DEFL = 0.007" @ 20'- 9.3" 12 12 MAX RORIE. TL DEFL = 0.011" @ 20'- 9.3" 9.00 F77 N9.Do Design conforms to main windforce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. 2 3 9 M-3x900004p jC Wind: 140 mph, h-15ft, TCDL-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Iir), f 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 0 I r 0 O1 ho 4 I 7ae 8 9 10 "all M-1.5x3 M-3x8 0.25" M-3x9 M-1.5x3 M-Sx8(S) 1-06-12 9-02-08 y 6-11-13 y 3-01-15 y �5��l�NOP�FEs`r/0 20-11 (V� v �9 `x' :9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - P8 /-.r Scale: 0.2258 0' WAIWIN88: GENERAL NOTES. unless otherwise,sited'. O Cr 1.Bunaeranderemoncontactor should beaddledol all GewralNotes 1.This desgnls based only uponte parameters Nnwn and iemrenMOoiduel 7 OREGON Truss: P8 end Wamnpemmre construction cemmentn. bating component.Amicability of design Ye,a end J/ Jf_ t� x.224 wmprmgad web braising mud be enrolee where show,a. '�rageratinn prwwonem mine responsibility pl me W111rg mua"°r. n N �� 3.Atbnianalbmporarybrsclnpt°inwaGaNXyM,lipconetluamn 3.DesignassumeslMlopandbottomcordstobeWeralrymooeded /Q qr 14, is the responsibility of the erector.Additional permanent dwelt of Yes.and a110'°.c.raepeahelY unless deceit throughout their Mnpll,b/ ,S DATE: 10/31/2018 me neeren etrvave Nth.re,05550 of building designer. conunuow sheathing such as plywood aneamiulTC)enworeggell(Bc). MFRR1I_�- NV M'° I.2x Impact bridging or bird bracing required where'town•• �/`h 'SEQ. : K5342707 d. lead Meal le applied to any component until en sr J bracing end 0.Iwd alms lms is the reopen abinly°(IMrapectivewnhaar. fasteners fasteners are pampa.and at no tine should any loadsprover m pn an S.Des* trusses are to be used a a non-corroalve environment, gn bads bs. Ma to AM,p°mWnenl. ant are tar My condition"or use. aw. TRANS ID: LINK mpdmel., m,alaar.d assumes wrewnmMfortr B.Design..Wmesluhbeanngat.support.gime.Shim orwei9sIr EXPIRES: 12-31-2019 fabrication,handing,shipment mei installation M componsnl. 7.necessary, :seemed adequate drainage is purged. November 1,20 1 8 B.This design is rammed toMaim.sumo tMaim.at forth by 9.Pdm e s shell be boated on boll moss of truss,and placed so their cent,, TPIMTIA In BCSI,copies of ONon will be furnished upon request, lines csr010.with blm center lines. s Ryas indicate dn as. MTek USA,Inc./CompsTrim Software 7.6.8(1L)-E For values as E313-1311.E5R-1 BBd(MReki This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" ICON➢. 2: Design checked for net(-9 psf) uplift at 24 "oc spacing. TO: 2x4 KDDF 816BTR LOAD ➢➢RATION INCREASE - 1.15 BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. NOTE:Design assumes moisture content does ABS:• • 2x4 KDDF STAND not exceed 19k at time of manufacture. ' LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)•DL) 10.0) ON TOP CHORD= 35.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 24"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF system and components and cladding criteria. TOTAL LOAD= 95.0 PSF Wind: 190 mph, h-20.6ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, LL - 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-l.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 Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span SON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 1 1 1 4-09 9-0 9 1' 1 1 12 12 9.00 7 IIM-4x9 ' 9.Oo 34.0" f 2,- p O cd N O 0 I O m lard x M-3x4 M-155x3 M-3x9 • l 4-09 2' 4-09 .1' n. PROpS ,4 •- ,, NGIN'c'4 VO Rk� 0-02-03 8-02 0-02-03 S..1" • 2." 9-06 ? :9200PE r- JOB NAME : RT AREA 4 ENGLISH 2 — PCAP scale: 0.5058 g�i�i '�1'- WARNINGS: GENERA.NOTES, unless ooervn¢e nubd: O OREGON �CZ. 1.aulaer and erection mMrade ammo be addled obeli General Roles I.This design is based only upon the parameter.shown and NIA eniMMdual Truss. PCAP and warnings before wnelruuion commences, buldina cswnenl.dmlicatrly ofdene.Femme:eamnd Prow, Atyt z.2e4 ram mob bracing mesa beinmNed where shown•. hsomonaon of mmpanentis the responsibility of the bulking designs. A� 3.Additional temporarybracing to insure ROAM du mg mnntutlbn 2.Design assumes Me top and bellom dohs to be later:N braced al • ' ' 7o,c.and M lP ow.respectively unku baud throughout their tenpin by O 14, �Q, Is the.raynediz of sere erector.Adddianal pnmanem Meting of celmpous sheathing such asgywood heel:1 9(TC)anewarywelltBC). DATE: 11/1/2 018 the overall muaee is Me resprnabuty m the budding deAgner. 3.2n Impact bridging or Wend brenng required where mown•• �R R 11.� SEQ.: K5342708 4.No mad meek be espied to any tel.sh ul until alter el braying and 4,installation Mims,wine responsibility w the respective contractor. fasteners are complete and at no time should any loads greeter than 5.seem assumes Mussed are to be used in a non<dnmiwe environment, design loads be•ppllM to my component. and are mr•dn mn5non'or use. TRANS ID: LINK Shim or we a.Design assumes S.cwnpuTw nee no tense)over creamlres ere reaponaeiNy ter the assumes Mil beefing Y.l appeds mown. dged EXPIRES: 12-31-2019 . hnimdan.handing.shipment and installation components. 7.psye en s aaaumeseoequaledr.r Imes a provided. November 1,2018 13.This desMnte furnished subject to the limitations set forth by B.plates may no bested onlwM kms or truss.and pieced so mev center TVVwtCA in SCSI.copies of which MN be NmMM upon request. Ise made with lam center lines. 9.signs indicate sae of plate in i values NIA USA,InClCampuTius Software•7.6.9(1 L}E 1S.For basic conceder plate designn values see ESR-1311,ESR-1538 INTRO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" CON U. 2: Design checked for net(-7 ps f) uplift at 24 "oc spacing. TC: 2x4 KDDF dl5RTR LOAD DURATION INCREASE = 1.15 COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 NODE k15BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND NOTE:Design assumes moisture content does LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. VON. LLI 25.0)+DLI 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 24"0C. VON. DL ON BOTTOM CHORD= 10.0 PSF Design conforms to main windforce-resisting TOTAL LOAD = 95.0 PSF system and components and cladding criteria. LL - 25 PSF Ground Snow (Pg) Wind: 140 mph, h=20.8ft, TCDL-6.O,BCDL-6.0, ASCE 7-10, M-1.5x4 or equal at non-structural (All Heights), Enclosed, Cat.2, Exp.e, MWFRSIDirI, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l.6, REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE 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. 9-01 9-01 I 1 1 9-09 9-09 ,0 1 1 12 12 IIM-4x9 9.00 r .. ..1 9.00 39.0" (V O I up O 0 1 0 M .40 ILO- ar- f M-3 x4 M-165x3 M-3x9 y y 9-09 9 O9 Q, PRO E y 0-02-03 5-02 0-02-03 ) ��\c��F�GINE�R`P/029 9-06 c' :9210P r JOB NAME : RT AREA 4 ENGLISH 2 - PFWCAP ��:�_ Scale: 0.5097 �` fr WARNINGS: GENERAL NOTES. unaw otherwise noted' 1.Builder and ereaNncoroat.shoulbeadvleedst all General Metes I.This dewnis based omMoen the perememmWmral end Broranindmnel fl OREGON t, /.(/ Truss: PFWCAP and Washings before construction commences. building component cpgnebluy of design pammelem and proper 1 2.a4 compression web bracing must be imaged where sown.. Incorporation of component is the maponmilM of the ry ng designer. !"�'�qY 74 2O� 1� n.Amrcbml temper-cry 15 bracing to insure caNRr during construction 2.Design assumes the rap end bottom coma be were Marred at P lc the responsibility of the erector.Additional permanent bracing r 2oc.and al t U'es.reepeGNeN unless braced throughout then NrgM by s g° comblwua Neambg ouch ea*wad shaemw(n)mete drywan(510). (� lel DATE: 11/1/2018 on awns auuaere leme reeponsially or to bum designer. 3.a Rr�Impact bridging or Werel bracing required where sheen `f'7 R i Ll' s SEQ.: K5342709 4.No bed Maul be applied to any swede. .until deer of bracing anel 0.Instigation or trues le ma ngwnsiblity of the respective contractor. 'edemas are complete and at no time should any loads greater ton 5.Design assumes tames are to be used In a non<errwim environment TRANS ID: LINK Redo Reds be applied to any component Design assumes ssuor me Nil home um. 5.Corvaluahas no coning 0.e1 and mum.noresponsibilty for me 6.necessary asNllb..dn m.gsupportsahpwn.Grimarw.dg.d EXPIRES: 12-31-2019 Ieblbalien.hamIInc.shipment and lSalbtonofcomponent ignassumesadequale drainage isprovided. November 1,2018 S.This design is NmlMed'WNW to the lunrcelona setrdnh by d.Plates shall be located on both feces ertrum.and pNed so their center TPSWICA en BOO,copies of wen viol be furnished upon request Ines coincide wall Doles°enterllllee. 9.Dios Indicate NW W pale In merge. MiTek USA.IncJConpuTme Software+7.6.9(1L)-E 10.For base comeder plate design calmer see ESR-1311,EnR.1g51(trek) • 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 TO: 2x4 ROOF 11613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF 116BTR SPACED 24.0" O.C. 2-2=( 0) 12 2-4=(0) 0 2-3=(-90) 12 IC LATERAL SUPPORT <= 12"DC. 00N. LOADING BC LATERAL SUPPORT <e 12"0C. UON. LL) 25.0)COL( 10.0) ON TOP CHORD = 35.0 POE BEARING MAX VERT MAX HORS 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= 95.0 PSF 0'= 0.0" -60/ 321V 0/ 26H 5.50" 0.51 KID? I 625) -35/ 23V 0/ OH 5.50" 0.09 KDDF I 625) LL = 25 POE' Ground Snow (Pg) 1'- 11.0" -20/ 44V 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. 'PROVIDE FULL BEARING:Tts:2,4,3 I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-] psi) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/160 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFT, - 0.001" @ 0'- 11.6" Allowed = 0.090" MAX BC PANEL TL DEEL= 0.001" @ 0'- 11.6" Allowed = 0.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.3" 12 4.00 v Design conforms to main rts-resisting system and components andd cladding criteria. 3 y Wind: 190 mph, h-15ft, L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MYERS(Dir), load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. H w 0 I t 0 1 y 2 q M-3x9 l l y 1-00 1-11 �`'Qtp PROPeio ��'�� N�I NEFR �o 2 89200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - Z1 ..... / Scale: 1.0196 WARNINGS: GENERAL NOTES. unless otherwise noted'. Q Ct. 1.BuneNand median,nn nlorshouldMaiNIsedalallGeneralNotes 1.This deign is based ono upon lie parameters shown and is for eniMrvtlual 7, 47 OREGON 40 Truss: 21 and warnings before construct.commences. MORN component.Appisabryny or deign p2meters aM P.P. ♦ 2.214 gimp-mien web braising mua he metaled where shown... Incorporation of component is tlx nsponslbilAy of the Wilding designer. �O\ P+� 1 AOOilbrellpnponry bnvapminwre WNW Nnrp cenNrvtlbn 2.Desgn newes the tap and hotline chords to be lnemN braced at /O 41 14 Iamb realnnslporayMheen le insure Addeional pemraaedtgnr tso.me at IM nc.respectively mess braced throughout their Wgmlay e DATE: 10/31/2018 is the responsibility mraaae lame rode,Agryonall nnandeagnar. Conhanmassaemwgeud'ea44procastmamin°(re)mwor drywemncl q.No load Mould bewined to an building R Heaits ped Waging is ther,5posal a3l)5g res edsre contractor. GR• eRp�I1 S EQ.: K5342710 rnbron are wmpl and al no nme sho E and loads sneer than n 5.Desigal nwlmaaamearello be se ins rospedos cpmviron F-1 1..1i TRANS ID: LINK any component. y Bremer men s.and Design mwmenarebbe aawianpnmrmiye environment, eeaan loads be applied to a and on br'd difon'al wee. 5.CompuTmslresreconlrol over and assumes m responsibility brthe 6.DeMgeas° es MilningataY wpportsshown.Shim or wedge i EXPIRES: 12-31-2019 n,handing,shipment of components. De o ry bdmdo um B. 6.This deign Is MmMed simyd to the limitations set fort by TDeagn assumes adequate an lase rep m,a November 1,2018 S.Plates nu ebe 1leralee en both baeaMmu,eM paced se Melr center TFIMTCA F SCSI,copies of which will be luminNI upon request. lines coinage lent atmn,ls MiTek USA,Mc./Com(auTms Software 7.6.6(1 LfE g.Digits Indicate We of plate in hums. 16.For basic canredor plate design values see ESM1SII,ESR-1gan(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #166TR LOAD DURATION INCREASE = 1.15 1-2-( 0) 37 2-4=(0) 0 BC: 2x9 ROOF #l6BTR SPACED 29.0" O.C. 2-3-(-41) 13 TC LATERAL SUPPORT <= 12"OG. VON. LOADING BC LATERAL SUPPORT <= 12^OC. UON. LLI 25.0)COL( 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 = 95.0 PIE 0'- 0.0" -59/ 313V 0/ 28H 5.50^ 0.50 REDO ( 625) 1'- 10.9" -20/ 47V 0/ OH 1.50" 0.07 KID? ( 625) LL = 25 PSI Ground Snow (Pg) 2'- 4.0" -15/ 20V 0/ OH 5.50^ 0.03 KDOt' ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,9 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-] psf) uplift at 29 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 ,r 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 9.00 G" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9^ MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9^ Design conforms to main windforce-resi aid ng system and components and cladding criteria. Wind: 190 mph, he15ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exit.B, MWFRS(Dirt, load duration factor=l.6, Truss designed for wind loads S in the plane of the truss only. mi en N /- H 0 m f 2 4 M-3x9 1 Y )' 1-00 2-09 �,� �t,GINFFR i01. 9200PE I JOB NAME : RT AREA 4 ENGLISH 2 - Z2 .0.. Scale: 0.7178 NCNNINGS: GENERAL NOTES. unless°Mww'm noted: t.timber and erection wntraBn,should he advised Mall Genera(Notes I.TO$design is L•eedonl upon Me parameters sown and is for an rnervldual OREGON �� Truss: Z2 and Waminas bean constructionwmmeroa. ouldme component ApgwaSM or design parameters end paper /� 2.TAcompesson web bracing re O be installed where sown a. in'a'h'•tlon°rmmponeM is the responsibility°r Am building designer. �' a'1 �0�� + 3.Addtbneltemp°nry bracing to hone stability during construction 2.Design a•umn Me top and bottom UroNsb beWMaXy barges O Y 74, Q, ie me nsponNGYXy°rlM erector.Mdllbnal permanent bracing°I To.c,and at lP oc repedtehy umbra braced throughout Mak length by na DATE: 10/31/2018 the overeu structure is Srl responsibility of PuddingTrcon sheathing pebasaclog reuiredwere plytimed Mon•erpmu(ecL !� v dwgnx. 3.In ra mG Mdging or lateral reprongsquiredxTenN°vmte e^ R �� 'SEQ.: K5342711 4.N°IoedawJdw weed toany erne should until oh,abndrgand a Design ion assumes wroises rep°neibse°rlherepeam.entrm. FT faMwwnere complete and el no amsaNuk eny pant graben than S.and,,eor yetmseean to al uee used lee nonrorm•ive emlmnmem, and TRANS ID: LINK demgn loam meppeed to am component. AmsssNnaes.mrrs nlnnan o�e�mpvons.neon.shim or S.c°mpuTfue has ma control over and assumes noreponsbllryNrte necessary_° EXPIRES: 12-31-2019 hbrimlbn.handling.shipment mot inetallation of components 7. slgn assumes adequate drainage N proveed.A November 1,2018 TMa desg^Isbordered subject t°the limitations bah by e.Plates libel be located do both faces truss.and placed so their center • TPtlWTCA In SCSI,copies°rwmeeal be furnished upon request, lines c°indm web net xmerllnes. s.Digits trolmte size delete In lodes. MiTek USA,Inc.lCompuTrus Software 7.6.8(IL)-E is For basemnneder plate design values sea ESR-I311,ESR-14e6(Web 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: 2x9 KODF floBTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 37 2-4=(0) 0 BC: 2x9 RUDE R16BTR SPACED 24.0" O.C. 2-3=(-90) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LLf 25.0)ODL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.13" TOTAL LOAD - 95.0 PSF 0'- 0.0" -59/ 316V 0/ 32H 5.50" 0.51 KDDF 1625) • 2'- 1.3" -19/ 23V 0/ OH 5.50" 0.04 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -26/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARINGOJts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICON. 2: Design checked for net(-] psf) uplift at 29 "co spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0,133" NAX BC PANEL LL DEFL 0.001" @ 1'- 1,]" Allowed - 0,053^ MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed = 0.147" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" 12 9.00 Design conforms to main windforce-resisting system and components and el adding criteria. Wind: 140 mph, h=15ft, TCDL=6,0,BCDL-0.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.3, MWFRSIDlr), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I 0 2 M-3X4 l y y 1-00 2-04 9 2 .\<�Ep PR OFFss „c? N�INEF /� 92 0 v1" JOB NAME : RT AREA 4 ENGLISH 2 - Z3 Scale: 0.9725 WARNINGS: GENERAL NOTES. unless otherwise noted. Q (�^ 1.Burbler and erasion contractor should be advised at all General Notes 1.This design b based only upon me parameters shown and is for an individual Truss: Z3 and Wamirgc before construction commences. butling component Applcabilm or design parameters and ptcp., ORE N z 3q compression w.6 endue mug Mln&al.a whew shown.. incoryoradon of component b Me reaponueilll of me building designer. �� 1'` � 9.Ammnaltemporary bracing m insure sWNlrytlumgconawdiron tr.oeugnaawmenmeropanaesNancboNskb.ledrallypawaal /� 9�- 14a Zo -.� Is me refinement"of erector.Addllwnal pemmnem bracing of zoc.and et to on.reapeCrvMyeees memo throughoutNair length by DATE: 10/31/2018 the ovenxawdure la the responsibility oldie budding mag'w'- a.continuous Seth rirywooe abeething(rc)am:1W cyrrenlB01. 4/ n v SEQ.: K5342712 4.No load should bap d to anyla bridging or Mereteraayre9'f f he Meleamwona '/�^�['}�1 espied o component untildrier greater than 5.Design s mesImatruas is s are to usediry isa oepearvemrtatlm. 11 lr fasteners are complete end el n9 time should any badagnatarlMn S.and are assumes Imams are toed used trio roncetrotive environment, TRANS ID: LINK eeWon bade Pe applied to any component. and lib brmry nonillion:of use. e.gampuTmahes no control aver end assumes no responsibility for ma b.Design assumes full bearing at al support shown.Shim or wedges EXPIRES: 12-31-2019 necesary. fabrication handling,eh m pme end mstelwron of compenenes. 'Design assumes adequate drainage isprovided. November 1,2018 B.Ads design is imbi sublactio Na limitations set forth by e,pines shoat be located an both laws ofwsa,and plated so their center TONNTCAm SCSI,cages of Mich MII be furnished upon request lines coincide wiz pint center lines M7ek USA.Innicom olrus Software 7.B.B 1 L E 9,henDials indicate else of plate in Moles D ( } 10.Ecr bask connector flab design values see ESR-1311,ESR-16BB(NTeMJ 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 IC: 2x4 KDDF 7116BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE 016BTR SPACED 24.0" O.C. 2-2-3=(-52) 37 2-9=(01 0 3=(-52) 31 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD- 35.0 PSF BEARING MAX VERT MAX HORS BAG 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 0'- 0.0" -B1/ 301V 0/ 22H 5.50" 0.60 KDDF ( 625) -90/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSI Ground Snow (Pig) 1'- 4.0" -46/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING;Jts:2,4,4 I BOTTOM CHORD CHECKED FOR 1UPSF 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, TLL/180 MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.000" @ 0'- 9.6" Allowed = 0.040" MAX TC PANEL TL DEFL - -0.000" @ O'- 9.6" Allowed = 0.060" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 1'- 3.2" MAX BORIC. TL DEFL - -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting ' 12 system and components and cladding criteria. 4.00 Wind: 140 mph, h=15£t, TC➢L-6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS)Dir), • load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. .-1 o UU 1 0 m 0 4 -/ M-3x4 1 y y ��EO PfipF�ss i-co 1-04 �� ENGINE Fig /� :9200PE 9< JOB NAME : RT AREA 4 ENGLISH 2 - Z4 Scale: 1.0987 L OAP' WABNPIG5: MENERALNOIES. unless omemlse rioted' Q /C Truss: Z9 1.Builder and eraclbm mnmaonor should be advised oral Genera)Motes 1.ilea design k bawd only upon me parameters shown and Is for an ONNtlnal G OREGON (/ and Warnings before wnMcian commences. budding component Pypll5Nlily or design panmelem arm limber ♦. 2.2h1 compression web bracing must be installed where shown.. Ircarporalmn N component K 0M responsibility of lM biilang desgner. T 2I3, Q-�� O.Additional temporary bracing to nwre&ebdIty during mnYmaun zn°•di^••nan'e•me by and bottom chords to be Marshy braced el /O 9 14 I•de responsibility or the erector.Additional permanent bracing el :tn5ni ne an Va.w re;5,n unlea paced throughout fled bngm by 1 DATE: 10/31/2 018 the overall abudure is me continuous sheathing such as plywood abealning(TO)andror drywau(ecp n.A responsibility endufl5,lne designer. a2hhmped tin tang or lateral required where shown.. ,✓��R'1 l SEQ. : K5342713 O.Na bad should be applied ta ny component until alter all 6edne and a.mselmlbn dfbua m me rce bleary of respetue wmred.. `�+ fasteners are complete and at no time ManN any loam greater than 5.Design assumes trusses are to M used In a rmn+mmsve environment, TRANS ID: LINK design loads be applied to anypompenent odd.,.nervy wndtim'roruse. 5.CampuTms hes no control ever aM.mama,no rerponsibhltly Mr hM e.D.tissary. wNl M.dng at el supports shown Shen or w.dpeB EXPIRES: 12-31-2019 fadld5Xen.handling,shbment and lnstadalbfl of components. necessary. .l .1 6 This design is Mmished,ub)•dmhhe lineations set rum by I.Neon awaited adequate drainage is Moulded. November 1,208 e.plates shall be labeled on Pori raps or truss.and pieced w their center TPIANTCA In BC51,capes of which Wll be furnished upon request. Mina coincide with pint miter lines. MTak USA, nuiCorryalsys Sofiwere g.B.B(iL}E 9.AVM Indicate site or slam In Inches, 10.For bask connector plate design vales see 5954311.53R-1M lareky h. 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 ROOF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x4 KIDS' 111613TR SPACED 24.D" 0.C. 2-3=1-40) 12 TO LATERAL SUPPORT C= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. DON. LLI 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX MORE 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 0'- 0.0 -67/ 319V 0/ 30H 5.50" 0.51 RODE 1625) -30/ 23V 0/ OH 5.50" 0.04 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 46V 0/ OH 1.50" 0.07 %DDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jt 5:2,9,3I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked fox net(-7 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 - 0.003" @ -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" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 9.00 c,,- MA% 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ rn ti ti N f 1 M y 0 0 2 4 M-3x4 1 y )' 1-00 2-00 Co.co- GI EF'4 --,/ 44 ct . 89200PE � JOB NAME : ;OF .RT AREA 4 ENGLISH 2 - ZH1 ; Scale: 0.7197 - WARNINGS: GENERAL NOTES, unless emermse noted. O OREGON �� 1.Blinder and erection mMatlm should be advised of all General Estee 1.This Eealgn N based only upon she panm•tert drown and is for an WMWdual Truss: ZH1 and wamlrge before construction commences. Mewing component Applicability of design premetere am proper ,1 22i4 compression web biasing mush be lnwked where sheers I-. incarceration of component is me responsbiltyMM.Widen deegner. �/� �y 1Va nQ� �� 3.Additional temporary biasing to insure stedtly during instruction 9.Design assumes the top and botlem cos braced be Nhnary c551 at T (i 0.(� islM responsibility of the swedes addllenel permanent bracing of 7 etc and at ter o.c.tweak*unless braced throughout their length by r^D V continuous sheathing such es plywood sleethig(Icl anew eryenn(Bq. ' f R�� DATE: 10/31/2018 the overall oendure Wine reepenmMNp Grille Willing daaipner. 3.3a impact bridging or labial Wachs required where shown.0 4.No Mae areWheladled to am component until after al bream and 4.Installation climes lathe responsibility Mine respective minm:tor. SE4.: K5342714 fasteners are vomplele and at no time should any bed.graver men e.Design aewanee tomes are to be used in a non-corrosive environment. TRANS ID: LINK design bads be apprnd lit 55l urunent. De are asor sumes mnmumr of use.a. B.CGmyulms has no mmrahaver and assumes no reepenalriNy for th. a � a�am.aroftM..ringal.ftanppGdewmwn.Shim Grwedg.hl EXPIRES: 12-31-2019 necessamWralln.handling. t and inalHlatin of components. ry g mh)e T.dadshagbeeboaedonbothfaceiagmes.an November 1,2018 e.Thin design isESIshedeubpetolhalmn•frnnsed uponpo r S.1n.coimide Ynebcmed anmmmces climes.and Maned so rook cams TPNNIGN in BG3l,copies Veldt!'will be furnished regime. oint center Imes. g.Gides indicate with lor Mete in Inches. MiTek USA,Ins./CompuTrus Software 7.6.8(1 L)-E lc.For bask connector Mate design values see ESR-1311,ESR-1935(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-9-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X9 KDDF if1fi8TR TOP CHORD LL = 25psf TOP CHORD DL = lapsf TOTAL LOAD — 35psf 12 2.83 v • M-3x6— M-3x6— M-3x8 t ! rt O � • P R OFFS 1-05-12 3-02-14 4, cc139200PE yr JOB NAME : RT AREA 4 ENGLISH 2 — ZR Scale: 1.3699 . AP WARNINOS: GENERAL NOTES, unless dbersin.rood: O t.Bulderand eremmnenlradorsoulbe advised Mat General Notes I This magn.baredenyupon the parameters shown and is for an!nevem,l yG 4,OREGON �� Truss: ZR and Warnings teem roneruruon commence,, wlmieg nompenent Appleseldy of design parameters and proper 2.2a4mmpresMnn very bracing mow Pe Iran led were shown•. IMarywm0n elrompehomis me responsibility of the N:aire designer A 2 �� 3.Additional temporary bracing to loran smwny bunny construction 2_Design assumes the top am bottom chords m Pe Ntenly braced al <O 'I 14, Q fQl re the reappndbilly of the erector.AadGanot permanent bracing of continuousthe ridging rlamin as pywgeedredwhereeebent•aywanj9el. MFR oiL4 DATE: 11/1/2018 On ow.1.015 beais lb,In anyn6ilry of building designer. 3.In lmpad eorhUe a,lateral bracing regWred xhenmown•• fl fl1 a.No load moue applied to component until ate,al bracing and 4.Installation or tussle Ms tea bit of re mwe ramrador.SEQ.: KS 92715con• yo me ledenersere emnprom.ne at no lone should my leant greater Nan 5.and are mwmeawsn'du.. TRANSused Naronsemme.mwnment TRANS ID: LINK design loadabo applied le any component. and are eeunZ d=ndlMh•afum. s.Compurrus has no corset over and assumes no receonseliry rot the d.Dedpnaawm.Smith••^ng•tay,uppad,=hdwn.9himerwadg•if EXPIRES: 12-31-2019 necessary. N6nralldn hanimg,ehipmml and installation of component, ,.Design assumes adequate drainage is provided. November 1,2018 N.Ibis design is famished steed to the limitations set form by 0.Pmesmel be Nosed on both feces ollruss.and planed so their center TP6WTOA in SCSI,==yes of which MN be furnished upon request. ryes tabloids wilhjoim center Ines. 9.Ugh iMkaN size of plate in inches. MTek USA,IncJGompuTrus Sollware 6.2.3(1 L).2 10.For basic connector Woe design values see ESR-1311,ESP-19911(MITe(q Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3r4" Center plate on joint unless x,y 8-4-88 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury ranDimensions are in ft-in-sixteen th s. 1111.4k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing fortruss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1116 r I \ wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ❑ bracing should be considered. I � iJ4i 3. Neck materi l the design loading rho d and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate d ce-i c I' designer,erection supervisor,property owner and plates 0- ',id'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 ANSIITPI 1. • connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate ty pe,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 i Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __ ►� W 18.Use of green or treated lumber may pose unacceptable --.. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, M ■ lTe 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 9/10/2016 PAGE 1 OF 1 (MAY BE USED FOR DRAG TRUSSES UP TO 150p1f) DRAG (150p1f) SPANS UP TO 20'-0" MiTek USA Inc. �am tii GENERAL NOTES: MAME 1.LATERAL LOAD AND APPROVED Y PROJECT ING ENGINEER OR QUALIFIED BUILDING DTY OF THIS DETAIL SHALL BE DESIGNER. NIMINININ -NM 2.MAX MEAN ROOF HEIGHT=30 FEET 3.MAX WIND SPEED NOT TO EXCEED 140mph. 4.MAX TRUSS SPACING NOT TO EXCEED 24"oc. 5.CATEGORY II BUILDING,M iTek6 7.MAX CAP 6.PITCH NOTR E SPAN 102/112 MAXRE 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) FACE OF TOP CHORD WITH 2 ROWS OF 0.131"X 3" GUSSET EACH SIDE AT EACH BASE TRUSS LONG NAILS STAGGERED AT 6"oc THROUGHOUT. JOINT OR MAX.24"O.C.ATTACH WITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD i FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) 4 I ATTACH PIGGYBACK TRUSS TO EACH PURLIN LONG NAILS TOENAILED. 600 AfPl • ".9e"1AVOW �i if STRUCTURAL BASE SEE STRUCTURAL TRUSS BELOW FOR PURLIN // 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"O.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. 7"x 9"x 1/2"PLYWOOD(or 7/16"OSB) 6 GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX.24"O.C.ATTACH WITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD .....j FROM 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. s TIP A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MD.7473 BEFORE USE. I i Design valid for use only with MiTek 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 7ek� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fill Qoaltty Cetteda,DSB.89 and BCSI1 Bolding Component Safety Informatlon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719