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Plans (3) � • E[f�°w-s1--.,,: E MST2019-00323-14255 SW 168T"AVE-LOT 67 Nu" MST2o19-00324-14271 SW 168TH AVE-LOT 68 FEB 0 7 2019 MST2019-00325-14279 SW 168TH AVE-LOT 69 CITY E 6G,i1Fit; MST2019-00326-14293 SW 168TH AVE-LOT 70 MiTekg BUILDING DMVISIO 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. `5 NGINE9 io 89200PEcc 9r �yL ,�OREGON tx 44/ /.0 1y14, 2°� QA" MERRILY- 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 e Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" 1COND. 2: Design checked for net 1-7 psf) uplift at 24 "oc spacing. TO: 2x4 KDDF 61 aBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 EDDY all aBTR SPACED 29.0" O.C. Design conforms to main windforce-lies isting system and components and cladding criteria. TC LATERAL SUPPORT ge 12"0C. UON. LOADING BC LATERAL SUPPORT C- 12"OC. UON. LL1 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 19D mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 95.0 PIE' load duration factor-1,6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of Lhe truss only. LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL Gable end truss On continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud Verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specrficatlons. 5-00 5-00 1. 4 1 12 12 IIM-4x4 12.00 7 B N 12,00 Ak ,1stdIlIlIiii•ibh411 M-3x9 y 1-00 1 10-00 y 1-00 y ,So, EFq s�o2 ¢- :9200PE 9t JOB NAME : RT AREA 4 ENGLISH 2 — Al / Scale: 0,4196 - •, WARNINGS: GENERAL NOTES, unless ethem,.noted: I.Bulkier and erection wnkMor should be advised eel General Notes I.This design is based only upon the parameters spawn and Is for an IMNIeuM Truss: Al endWaringsbeforeconsteaceencommences. buildingwmwnent.Appicabilityeldesignparametersandproper L. ,�OREGON t<(/� 21rdwmpreseon wen evening must be inswing where shown._ incorporation of component s the responsibility Male bulging designee \� i Additional temporary bracing to insure tlaNlXy during aonNudbn 3,Deeign aswmes the by and bottom chords to be laterally braced at �O 9Y 14 �Q UM*Ma responsibility ollM erector.additional permanent bracing of 0'a.c.and at 10'on.rewedively unless Bawd throughout their length by /a DATE: 10/31/2018 the overall sundae tame reapenSboy of bulging designee nntmwueadeamm9 waralbach as yw5na shred where ender dryemglel. � RRIIA-Nv G.IntmPta bofetC R therelbrserersquthe reshe peahoem.. SEQ.: K5392672 <_NnamsMw0MletnMemany compeSea should munty aner/Cads reatereand 4.Installation assuesMisssare e to bese[naononawnrtiron fasteners bade compete and at no gm<aheuki enr'wmpmmm man s.anarefowmyawaeesarebta used in.non.reuwiw.amiwnmml. TRANS ID: LINK design bade be awned b am component. and are for"dry condition.'of use. a. S.Cannot-rue has no control over and assumes no responsibility tor theCosignauumew Nil Mamg al al.MORSShawn Shinn or wedge it EXPIRES: 12-31-2019 taea ben[ handling,shipment and installation ofcomponents. neceweary' T.Design( UM.adeedrainageisprovided. November 1,2018 B.This dements mm.hwdoubreemthe limitations set ropn by S.Penes sal be locatedd so re bent teas et trues,end paced a[their center TPWriCA In BO5l,copes"'which MI be furnished upon request Wes sonde with kiln center lines. 9.Gore ngo:ate size Migrate In Danes. MiTek USA.In0CompuTms Software 7.6.8(1L)-E ill For bask connecter pate abgn values wee E5R-13m ESN.,gm(Wean This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS .^.PAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/C9-3.00 TO: 2x4 DE g16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9={-1245) 1552 3- 9=( -919) 392 2x4 KDDF 8168TR T1, T2 SPACED 29.0" O.C. 2- 3=(-1275) 628 7- 8={ 0) 0 8- 9=( 0) 65 BC: 2x4 KDDF 616HTR 3- 4=( -896) 349 8-10=( -7) 10 9- 9=( -226) 568 WEBS: 2x4 KDDF STAND LOADING 9- 5-( -867) 297 10- 6=)-10281 1392 9-10=(-1054) 1431 LL( 25.0)-OL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1332) 619 9- 5=( -627) 489 TC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIE 10- 5=( -304) 371 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX BORE BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -390/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 HOOF ( 625) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (uon)n BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-7 ps£) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL 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 = 0.809" MAX BC PANEL TL DEFL =SEASONED @LIMBER IN2.3"DRY SERVICEAllowedCONDITIONS 4-00-05 3-10-13 9-03-09 9-10-05 1 1' /I 1 MAX HORIZ. LL DEFL = 0.029" @ 0'- 5.5^ 12 12 MAX HORIZ. TL DEFL = -0.030" @ 0'- 5.5^ M-4x6 12.00 V N12.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. 9 M-3x6 M-3x6 Design conforms to main d cladree-resisting 4k.\M-1.5x4m_3.6 system and components and cladding criteria. M-1.5x9 Wind: 190 mph, h=23.2ft, TCDLe6.0,BCD1=6.0, ASCE 7-10, (All Heights), Enclosed, cat.2, Exp.B, (MFRS(Dix), loa uration M-3x6 Trussddesiq edfforowind6loads M-1.$x3 in the plane of the truss only. / M-3x9 e • M-3x6Truss dsamensi for 9x2 ade askern. 2x9tun let-ins t of the same Brace and grade each structural top chord. Insure tight fit at each end of let-in. M-1.5x9 outlookers must be cut with care and a permissible at inlet board areas only. re M-3x6o ! ' I I,I A " !act to M-3x9 s `T -i s D 6 re M-1.5x3 -M-9x9 M-3x9 1 0 M-5x8 l i' Jr 7-11-02 4-03-09 9-10-05 Jr7-0 P -Oi 7-09-06 0-02-061 990 610 Jr �"� .NGI EFq sio y 17-01 (./..-%<_, :9200PE 29r JOB NAME : RT AREA 4 ENGLISH 2 - B1 _4014111, � , Scale: 0.2119 WARNINGS: GENERAL NOTES, unless 0memiae noted. I.9iOder and erection contractor should be advised of a,General Notes 1.bus design A based only upon the parameters Mown and N Nr an Irtlrvtlum OREGON i(/� Truss: B1 end Warnings blare construction commences. Milan component AppbudlM of design perammere and proper , �� 2.'d4 compression web bracing mutt be Metaled whereshown.. incorporation component is me ro.pan.idby of me WlNlrg designer. �� 3.Amilarel temporary bracing to inure Natality during construetbn I.nesg^aesumea trrc top arse halters chordate he laterally maces el <0 -Ti-I 14, A a O Able rcapenWUM almaclw.AddOsnel p<rmamm bracing or zrnnuou smarm atlaoe.ragman/sly unless braced throughout their length by Y (y continuous sheathing such as sneers MnethinceCB ender drymll(BC). Mi T R1'\ V DATE: 10/31/2018 me overall structure is the reop ned:4y or the tulNFg designer. 3.2s Impact bndgina or lateral erasing required when shown a s `,NI SEQ.: K5392 fi73 e,No load shoul tm spitted In any component urea giber eememq am o.cosignnonmemssis me nee to be Use elthe respective contractor. fasteners are complete and at no time Mould any bads greater than 5,Design assumes trusses are to be used In a non-corrosive environment, assign masses eppild to any cemponeM. and are ter"dry Wndeen'of use. TRANS ID: LINK S.I:ampuTrrm hat no control mutant assumes no resgrmib♦M for the 6,Design assumes full bearing at eV supports shown,Shim or wedge a EXPIRES: 12-31-2019 eery Iris:onuses.handlingIs furnished and installation,lmla of components. 7.Design assumes adequate dra'maca is Forded. November 1,2018 a.This design N furnished sub1a m the li be rumness set NMM 9,Plates Mel be boated se bone faces of lnms.and placed so their center TRAMP In SCSI.copes olvehic^roll be rum Wed upon request. Ines coincide veal joint center lines. 2. at Indicate aloe of Plate in iGww MiTek USA,Inc./CempuTnrs Software 7.6,8 F (1LFE 10,For neck connector plate design values sea E3N-1311.E3R-1922(PUMA " This design prepared from computer input by Pacific Lumber and Truss-EC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 NODE 4168TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2- 9-(-124) 541 3- 9-(-236) 225 BC; 2x4 ODD? 416ETR SPACED 24.0" O.C. 2- 3=(-811) 223 7- 8=1 0) 0 8- 9-( 0) 65 WEBS: 2x4 RODE STAND 3- 5=(-647 240 0-1 =( DI 5 9- 4=(-2 ) 496 LOADING 4- 6=1-857) 6 255 10- =( -81) 513 9-15=( 2BO81) 527 BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 30.0) ON TOP CHORD = 10.0 PSF 5- 6=1-857j 179 9- 5=(-240) 130 BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5-( -40) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: BEARING MAX VERT MAX HORZ BOG REQUIRED ERG 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 KDDF ( 625) "" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 RDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1170 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.133" 7-11-02 9-01-14 MAX LL DEFL - 0.014" @ 7'- 11.1" Allowed - 0.808" 1 1 1 MAX BC PANEL TL DEFL - -0.068" @ 4'- 2.3" Allowed = 0.474" 9-00-05 3-10-13 9-03-09 9-10-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 1 1 1 MAX HORIS. LL DEFL - -0.008" @ 16.- 7.5" 12 12 MAX HORIS. TL DEFL - 0.013" @ 16'- 7.5" 7 M-9x6 12.00 N12.JO 4.0" Design conforms to main windforce-resisting 4 .` system and components and cladding criteria. 1444414 Wind: 140 mph, h=23.2£t, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.Sx3 1111100, M-3x4 0 t +s ho M-3x4 44 0 0,y 7 El 10 6 M-1.5x3 M-3x4 M-3x4 1 0 M-5x8 1 Jr , Jr 7-11-02 4-03-09 9-10-05 ) . 1 y 1-00 7-07 9-06 y 7-09-06 0-o yob 9-03-10 �\C'�' 9 G N (VO 17-01 ,_(8../ - 89200PE 9 4 x JOB NAME : RT AREA 4 ENGLISH 2 - B2 Scale: 0.2119 WARNINGS: GENERAL NOTES, unless otherMea rates Q 1.Mulder and erection contractor Mould be.00iaaa 0l.1 General Note. 1.Tills de is based en PM parameters Opium and la br an Individual Truss: S2 'm plea°" perem L. OREGON A,, and wemirps belere construction mmm.naw building component.AppwnlM of design parameters and paper 2.b4 compression web bmang mud be maapad where shown 4. Irworyorellen orcanpaneN lathe reyaweilny crime buNairp designer. a Additional lemporary bracing lc insure stability Wring caneluaun 2.Design assumes the top and button:chords to be RleralM braced at 'O qy 14 2° 4 is the reapanubiity of me erector.Additional permanent bracing of 2'o.u.aM at ID o.c.rapegrveb unless braced throughout their length by r DATE: 10/31/2 018 the overall structure re Me continuousImpact tsdoosor such as plywoodg re airedMeat w g(rc)moor ay..n(ae). /yr�R A 1�� ragny comport neon alte allMea. 4,Ilmpaa 6abuse or the relbndrpuglltre v.ye Rmwn.. C S EQ.: K5342674 4.Newaaxwumeeapprnat no component anal ends agbedngan 5.Design Gamines eam Fes are 6bewed in a onworroMe envimfl festmem are wmplam end mno nme mauW any bent greeter men 6.endarerMy condition' uses uxain�mmannosNeemlmnmenr design beds bed applied to an .M an rar•an wrNnbr crux. TRANS ID: LINK ,_nampuTmeheerwMolov:Po�pa�meanare EGlmiha 6.aagnmum.atu«Mnngatelsuppada Gown,Shim or wedge n EXPIRES: 12-31-2019 fabrication,handling,ahiprnem and Installation of mmmpporents. nec • derv' 6.This design is Nmiehad subject In me Imitations set forth by 9.Design l.In Mal be Waled oonn Ite sO faces or trw is uss, placed as their center November 1,2018 TPIAVTGA in SCSI,copies al which'mil be furnished upon raquee. Ines coincide with Writ center lines. I.Digit IMkate II..of pint.in NcMn MTek USA,IncJLompuTms Software 7.5.8(11)-E to.For basic connector pate design values we ESR-IMI.RSB-I088(MiTeN) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5432) 884 1- 8=(-596) 3556 8- 2=( -276) 1924 5-13-(-1972) 338 BC: 2x6 KDDF #168TR 2- 3=(-3920) 740 8-11=(-592) 3536 2-11=(-1244) 310 13- 6=( -704) 4402 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3896) 750 9-10=( 0) 0 10-11=1 -82) 558 14- 6=( -230) 1456 2x4 DF 2400F A LL = 25 PSF Ground Snow (PO 4- 5-(-5232) 902 10-12=( -2) 20 11- 3=( -988) 5186 6-15=1-5822) 956 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 19'- 1.0^ V 5- 6-(-6052) 1014 12-13-(-986) 6270 11- 4-1-1802) 430 15- 7-1 -66) 24 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)- 445.6 PLF 0'- 0.0^ TO 19'- 1.0" V 6- 7=( -44) 54 13-14=(-486) 3166 11-12=1 -564) 3902 BC LATERAL SUPPORT <= 12"OC. UON. 14-15=(-486) 3166 4-12=1 -386) 2208 ADDL: BC CONC LL+DL- 673.0 LBS @ 17'- 1.0" 12- 5-1-3240) 582 ( 2 ( complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AA 11 nails staggered: 0'- 0.0" -820/ 5015V -203/ 252F: 5.10" 8.04 KDDF ( 625) /�/ 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 101SF LIVE LOAD. TOP 19'- 1.0" -896/ 5487V 0/ OH 5.50^ 6.78 KDDF ( 625) )0( 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LORDS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. tOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO FABRICATION OF TRUSS. MAX LL DEFL - -0.075" @ 11'- 0.0" Allowed = 0.908" MAX TL DEFL - -0.140" @ 11'- 0.0" Allowed = 1.211" 7-11-02 6-07 4-06-14 SEASONED LUMBER IN DRY SERVICE CONDITIONS f I . 1 9-03-01 3-08-01 2-11-02 3-07-14 2-06-14 2-00 MAX HORIE. LL DEFL - 0.016" @ 18'- 9.5" f f f f f f f MAX HORI1. TL DEFL = 0.031" @ 18'- 9.5" 12 12 M-4x6 Design conforms to main windforce-resisting 12.00 F77 a 12.00 system and components and cladding criteria. 9.0" 3 .fv( Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, {\II (All Heights), Enclosed, cat.2, Exp.O, MWFRS)Air), load duration factor-1.6, End veresigned) a exposed to wind, Truss designed fore wind loads in the plane of the truss only. >M-4X9 M-3x6 a't 111111 11111 M-5x6 M-1.5x3 M-5x12 6 l y M-5x12 94c7 �� v ll t o / .. I y 114- 1 0 o 1 e .. 1!1 l\ o M-3x6 o GWi 'V m ,y 910 12 13 14 - 5 M-1.5x3 M-5x12 M-5x6 M-3x8 M-7x8 M-4x6 .4 l l 4' 4 1r673N A 9-01-05 3-09-13 3-00-19 3-09-10 2-03-06 2-00 y 7-07 yy 11-06 y �S��.NGP FF�s`r�0 7-09-06 0-02-06 11-03-10 �� R 29 l y ¢- 9200PE r 19-01 JOB NAME : RT AREA 4 ENGLISH 2 - BGIRD ` Scale: 0.2184 • WARNINGS: GENERAL NOTES, uekwome0Ne need'. I.Builder and erectlon entree Mauld be aWiaed of ad General Noma I.Ties design N based only upon*parameters shown and!star anindMidual �-y OREGON <C/� Truss: BGI RD and Warnings beter,wnwmuon commences. mowing component Applicability of design parameters and proper A� 2.2a4 compresawn we bracing must be irdatd where shown.. incorporation al component is me response*or the budding dewgner. `� "'7,9 20'\ - - a.AddgktW temporary bracing to insure stawiy dunrlg sometime 2.Design assumes me top and Wen chord*bewterely braced et Y ,4 Q 1- la the responsibility el the erecm.Adanlona permanent brecaq Pt 2'cc.and a110'a.a respectively unless braced lbpughoul their length by O 14 y V� DATE: 11/1/2018 the overall wmaureieme response*of designer. 2aimp*,rdgngorh lte013,.,and.th.,s .ndn•sywnlllBC,. MRRIL�- reapanei rye 0 BheIt 3.mitectbdhGnppr lateral an teeing ahedalr.rewlown•• " SEQ.: K5342675 4.No load should Pe applied w any comp*.unlit after al bracing and 4.hw5Il.rmn of is thereapanabs a of the re *Ira*, Meows*wmpbb erd Mould .l no lime ow am are any*Mgr:tale,then 5.Design assumes to be used w a nec mir00orms*ebpnmem. TRANS ID: LINK design loads be appaedro component comPpne and are tar-dry wndmon•of see. d 5.Campo/ulna,nowlwaovereaessumeenoreaponsibdeytorthe .De sign ssnmssmll bearing al el supportssewn.swm awagrt 12-31-2019 EXPIRES: 12 Wry. mliaesig hsMnlsing ampmem and w lmmwn or eeat WI, 7.Design ,betoutedooneoth feceispreywe3 <.TPWTCAnnB B),codeWpwich to .11beawmwduponr B.InCaco6dlemhjoint enwbnw prt ss,.ndple«d pmwrxM November 1,2018 TPIMTDA in BOB)copies of which will be furnished upon request. Ines coincide cola)oiMwMernrtea. 9.F Direr irwkah Seetore Male In design v a Mn'.),USA,Inc.lCempuTrua Software 7.6.8(1 µE Io,Ew Msk wnnector(iam tle&gn values see E3R-I311,E9R-1933(MRek) This design prepared from computer input by • " Pacific Lumber and Truss-AC LUMBER SPECIFICATIONS 3-06-DO GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF k10BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-126) 112 1-4=(-43) 48 2-4=(-149) 145 BC; 2x8 ROOF 816BTR 2-3=1 -16) 8 WEBS: 2x4 ROOF STAND LOADING LL - 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)aDLI 20,0)= 70.0 FIX 0'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 188.5)♦DL( 170,8)- 359.4 PLF 0'- 0.0" TO 3'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -108/ 781V -41/ 81H 5.50" 1.25 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 3'- 6.0" -132/ 721V 0/ OH 5.50" 1.15 ROOF ( 625) Single member as Shown. REQUIREMENTS Oh' 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(-] poll uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 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 HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 3-02-09 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 1' 12 Design conforms to main windforce-resisting 9.00 17 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor-l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N O o oII 1� J O o �� r. 4 M-5x16 M-3x12 1 3-02-09 0-03-12 y D F 3-06 ��R PRo Fss Ca 414 �' 89200PE v` JOB NAME : RT AREA 4 ENGLISH 2 - CGIRD �� Scale: 0.5894 WARNINGS: GENERAL NOTES, unless Otherwise noted I.Builder and erection wmdaar should be advised of all General Notes 1.This design is based only upon me parameters shown and It ter an beNNun! '9 OREGON �� Truss: CGIRD end Warnings Odom construction command, bulldngwmpenent Appdnasllty of design parametem and proper ` >� L I 2.?4 wmpesion web bracing mug be Installed where shown•. Incorporation of cemponenlNme nspenslEllXy of me bulging tledgnee �1' �O` _{T'` • 1 AtldeWRnItemporarybroWglolneuretladpyEunrpwnstniGian 2.Design assumes meMpand Patient chords tobe lankly braced al O r 14 is me respensblXy agile erecter.APdlronal permanent bracing or Ye.c.maallPa,c.respectively uNea brava throughout their length by DATE: 10/31/2018 the overallgmaure is me reaponabily al me hounds design., hnwwgwemine Wesiich ea pa aye e1n0Rtl anaror anwelnBi). /y^�RIO- Y wain S.2almPed bridging or lIs rel brearg required where abewn•5 $ SEQ.: K5342676 I.be Ned should complete Is any component ant ever al bracing and 4.Ingenalbnmboa W Meroapergbay erne respective comaapr. fasteners are complete and at no Pme should any bade greeter than B.Design amend busses are to be used in a non-corrosive emirenmem, TRANS ID: LINK deggnbamxeppllee R.any component. .m are Nr-ary condition'ere®. B.GanpuTNa hoaho central wer.mdaa�nteanere.�mamnXy rer me 6.Design auguries Ntihe.ang al al mopeds shown.Shim er wedge ti EXPIRES: 12-31-2019 (siedan.handing,shipment and lnetalladon sl components. eery m to .Ka;es"shag be othhcesdisgagged. November 1,2018 • &TM1'rade IN in SCSI,Copies awry.will be Nmhhed uponr request. Ineg indicate with lootcosierline. D.Fa,aisgbonsizerpll de inches. MNek USA,Inc./CompuTrus Software].8.8(1 L)-E 10.Far basic connector plate design value:see E312-1]11,E3551988(NiTeF) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 21'- 2.0E IBC 2015 MAX MEMBER FORCES 1- 0F/Cq=1.00 BC: 2x4 KDDF R16BTR LOAD DURATION I240"SE C 1.15 2-2=(0) 0 5-6e(D 0 BC: 2x9 KDDF 7f16ETR SPACED 24.0E O.C. 2-7=(0) 0 5-7-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL) 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT BRG REQUIRED ERG AREA DL ON BOTTOM CHORD - 10.0 PS? LOCATIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD= 45.0 PSF 0'- 0,0E 0/ 0V 0.00" 0.00 ,@ ( 0) M-1.5x4 or equal at non-structural 0/ OV 0.00E 0.0E ,@ ( 0) vertical members (non), LL - 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 ,@ ( 0) 21'- 2.0" 0/ 0V 0.00" 0.00 ,@ ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall ❑ON. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Gable to C Onus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refercomplete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ -1'- 0.0" Allowed = 0.100E MAX TL DEFL = 0.00D" @ -1'- 0.0E Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.348E NOTE: DESIGN ASSUMES SHEATHING MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.464" 11-07-11 TO ONE FACE, 9-06-05 MAX LL DEFL = 0.000E @ 0'- 0.0" Allowed = 0.004" MAX TL DEFL = 0.000" 0 0'- 0.0" Allowed - 0.006" 21-02 MAX LL DEFL = 0.000" @ 11'- 7.7" Allowed - 0.706" ,� MAX TL DEFL = 0.000" @ 11'- 7.7" Allowed - 0.942" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 I IM- 9.00 v 2x9 N9.00 yF Design linarnirmosf to main windforce-resisting NIIIIN system d omponents and cladding criteria. Wind: 140 mphh= 5ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, (All Heht ), Enclosed, Cat.2, Exp,B, MWFRSIDir), load dutin factor=l.6, Truss diged for wind loads in the Che is uss only. l III yo I t • _.!!!. ..., 7 9 S , 1 1 1 6-09-12 19-04-04 1-0 y 6-11-08 14-02-08 1 .( c` F 1 1 00-08 0-01 14-01-08 1 c`C ' NG NE^.4Vd, io 1-00 21-02 9 - , -..89200PE 9f JOB NAME : RT AREA 4 ENGLISH 2 - Dl Scale: 0.2146 /� ‘ MIN WARNINGS: GENERAL NOTES. unless omerveee rated'. IP CC 1.Wilder and erection contractor should be advised of all General Notes 1_This despn k Weed any upon the penmetem shown and la br an individual Truss: DlyL OREGON ,`l[/.see Warnings belle mracing mu commences. bcorpo compel component alth of design parameters of t en and prawn 2.NM compression wee bracing must see inYpMe strong Hawn.. Incorporation el component 1.the responsibility et me Wlltllrg designer, �I (� a.Additionalenporry eating to Insure Aahao dump construction v-Design assumes the lop and bottom Upham be Laterally braced at <O -7Y y A fS\J �� lamerespansibiity of the erector.Additional parmanent bracing of IN,and a110'ou.respectively5.005 ,pitel Wages throughout Mel length by 1 Y �+ continuous sheathing or Ash as plywood Ymamailes arson drywelhBc). MFR R'�� DATE: 11/1/20G18 the overall Ymctute N me responeaiay oft a building designer. 0.Dr Impact bridging m lateral twang required sines:Roam.. C+ e SEQ.: K5342 V77 a No load nan,Nbeapplied m any component until after el brain end 4.Designon of truss m me respMAbWy ofine respeciecmuaam. fasteners are complete end at m tone should any pass greater than s.Design assumes asses are to be used in a^e oarrorom enmronmenl, TRANS ID: LINK design peas be applied to any component. lees meardry condition'muse. a.CmmpuTmaWam control over and enumesnoresponsWlityNrine <.DeaNnwwmearugWadngalagwppadaahewn.smmerw.aged EXPIRES: 12-31-2019 fabrication.handling.shipment and installation of components. wawry. 0.This design is furnished to theambitions set for by T,Dnesnhaaume.ad'wante oth NoeNge s is Woking an November 1,2018 _ bpU8.Pb.toniclocated,join an both hwselWw.end pkcednmelr venter TPYWfcA in SCSI,[spas of which MIMNnlMed upon request. Des WI indict will lairtconiralines 9. he MITelt USA.IncfCo uTms Softwre 7.6.81E II Forbskonnecauplat dea in ign vat mP ( }E 10.For bask connector plate assign values see E09-1 J11,E59-1988(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 4PR/DDF/Cq=1.00 TC: 2x4 KDOF 4.166TR LOAD DURATION INCREASE = 1.15 1- 2=( -5) 100 8- 9-(-215) 229 8- 2=1-1083) 239 4-13=(-463) 219 BC: 2,94 KODE p10BTR SPACED 24.0" O.C. 2- 3=1 -916) 189 9-11-( -2) 10 2- 9=1 -105) 714 13- 5=(-207) 574 WEBS: 21t4 ROOF STAND 3- 4=(-1117) 259 11-12-( 0) 0 9- 3=1 -461) 164 13- 6e1-2451 165 LOADING 4- 5=( -814) 270 10-13=(-178) 874 9-10-1 -186) 774 6-14-(-161) 142 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0).0E( 10.0) ON TOP CHORD= 35.0 P3F 5- 6-( -817) 291 13-14-(-125) 687 3-10=1 -43) 212 14- 7=(-107) 701 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-1 -926) 205 14-15-( -26) 45 11-10=) 0) 55 7-15=(-912) 222 TOTAL LOAD = 45.0 PSF 10- 4-1 -23) 226 OVERHANGS: IL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; .lts: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 KIDS ( 625) I REQUIREMENTS OF DEC 2015 AND CRC 2015 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 KOOF ( 625) "" For hanger specs. - Sea approved plans BOTTOM CHORD CHECKED FOR 10PSt'LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.001" a -1'- 0.0" Allowed = 0.100" 11-07-11 9-06-05 MAX TL DEFL - -0.002" a -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed = 1.012" '� MAX TL DEFT. = -0.042" @ 6'- 9.3" Allowed e 1.350" 3-05-12 3-05-12 4-08-03 9-06-09 4-11-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS / 1 ' 1' 1 l' 12 12 MAX HORIZ. LI. DEFL = -0.012" @ 21'- 0.2" 9.00 I)M-4x4 Q 9.D0 MAX HORIZ. TL DEFL a 0.021" B 21'- 0.2" 4.0" S ,f,/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 190 mph, h=15ft, L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, SOPS, MWFRS(Dir), load duration factore1.6, End vertically) are exposed to wind, Truss designed for wind loads 4 in the plane of the truss only. w I o ti 0 ` rI ■� �E�10 13 19 �15�`+ r A 7 M-3x8 M-1.5x3 + E, 9 11 12 - M-1.5x3 M-5x8 ' M-3x8 M-1.5x3 l ir l 1 .1 Jr 3-04 3-05-12 4-09-15 4-10-01 4-08-09 1 1' y 1' 1-00 6-11-08 y 14-02-08 j �.E0 PR 0Fe, 7-00-OH 0-01 19-01-08 \�' NGINE - W 1-00 21-02 y �� :9200PE 2pr JOB NAME : RT AREA 4 ENGLISH 2 - D2 �' • Scale: 0.1972 WARNINGS: GENERAL MOTES. unless mMmise nova IZ I.Builder and erection«nm lona<for should be adris.d of all General Note. F.This demo is based only m m zo mmpre upon the paraeters shown and is tel an lnaklaAl 7 ,if OREGON I),Truss: D2 .1/Wlmi,.a whre mnmm<tbn commences.commences. Wading component.Apwl«dlev or design parameters and pincer 2.244 swbracingn web mum of component Pe metaled where shown incorporation ponent lathe...som:my ofbum the p deeper. 1 3.Additional temporary nrenwp to insure amlly Suring ennNualon 2.Cesgn xsumes the hop and Eetlom Morrie be interwar breed at e) q(1 .1A 2A la me responsibility al the erecter.Additional permanent bacirgof 2e<.and ma n.nre♦pemkely unless brad ttmughounhelrlength by DATE: 11/1/2018 the overalsbud;,,inIere. billy of thebsgdingdesigns, continuous :ngorng arnnmpywnnauired where own,,rywel(BC). FRRIL�- penei 3.In 0Iats lanai or lateral bracing required in cr mown SEQ. : K5342678 4,No load mould be nw#t,and h ano,ima,nem untg mar ageaanhand 4.0 latlonunmetis cos respenbm¢biumee hrthere�rttoomevmeemtroorrmem. fasteners are complete and montane should any loam greater than sign amnmestmssesare 10 design loess ha eppled many mmpen¢nt. and are ter wry mndnom A use. TRANS ID: LINK 5.compmrnnhasnocorebioverandassumesnore,pnmiblhyfurMe G. o�•g�. "m.,rollbaang.taEWppdmaham.yNmpr wedge g EXPIRES: 12-31-2019 n. fabrication,handling.shipment and Insulation or 0set kenenls. 5.Plates assumes adequate drainageis p(a.at.d. November 1,2018 B.This design is Smished subject to thegmeatioin set forth by B.Plates oral beb«ted on both hoes Cl thus..and placed m their center TP1"MGm SCSI,copes 011.1.11 will be furnished upon reque.. lines aolrwl0e win loldxme,lines. 9.Polo IAl«b so of plate in inches. Wee USA,InclCompuTlus Software 7.6.80 L}E 10.F«basin connector plate design values to.ESR-191I.64019511(VIA) • • 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: 2x4 KDDF 1111BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -843) 171 '1- 8=(-203) 218 7- 1=(-916) 200 3-11=(-441) 214 BC: 2x9 KDDF RLABTR SPACED 24.0" O.C. 2- 3=(-1058) 258 8-1D=( -2) 9 1- 8=1-108) 689 11- 4=(-209) 557 WEBS: 2x9 ROOF STAND 3- 9=) -799) 269 9-11=(-173) 849 8- 2=(-905) 169 11- 5=(-297) 165 LOADING 4- 5=( -802) 288 10-12=( 0) 0 8- 9=(-179) 729 5-13=(-15E) 191 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=) -914) 203 11-13=(-123) 677 2- 9=( -48) 222 13- 6=)-106) 691 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 13-14=( -26) 45 10- 9=( 0) 56 5-19=(-901) 220 TOTAL LOAD = 45.0 PSF 9- 3=1 -19) 202 ii For hanger specs. - See approved plans LL - 25 PS?Ground Snow (Pg) BEARING MAX VERT MAX HORT BRG REQUIRED BRG AREA M-3x9 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/ 991.9 -224/ 224H 5.50" 1.51 ROOF 1625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 11.0^ -146/ 9419 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ONO. 2: Design checked for net(-] psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=1./290, TL=L/180 MAX LL DEFL = 0.023" @ 6•- 6.9" Allowed = 1.000" 11-04-11 9-06-05 MAX TL DEFL = -0.090" @ 6'- 6.0" Allowed = 1.333^ f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-12 3-05-12 4-08-03 4-06-09 4-11-13 f f f f f f MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" MAX BORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 IIM-4x4 9.0D 7 Q 9.0D NOTE:Design assumes moisture content does • 9.0" not exceed 19% at time of manufacture. .9- a 1 U Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRSIDir), load duration factor=1.6, End vertical(s) areexposed to wind, S Truss designed £o wind loads i b in the plane of the truss only. 49 0 O O 2 6 yL8. .61 , No • , !1¢IJ-1�� m i1 m �` �qa9 , IS , ' 13 3 1st �~ m y y N M-1,SX3 /-`, 1- L'L 1-I O T 11 M-1.Sx3 8 M-1988 M-3x8 12 M-3x6+ M-3x6+ ~ M-3x8 M-1.5x3 M-3x6+ M-3x61- • 1 1 Jo 1 l 1 J' 3-01 3-05-12 4-09-15 2-05-05 2-04-12 4-08-04 J. 6-08-08 y 14-02=08 y PEp PROpe. 1 13-10 7-01=08 7-D1 l �•C;\ NGINE`ks si0 20-11 Z� 92OOPE 2, . JOB NAME : RT AREA 4 ENGLISH 2 - D3 � • Scale: 0.20471 WARNINGS: GENERAL NOTES, unless otherwise holed'. • 1.Builder and erection contractor-should be ad55ad Of all General Nobs I.This desge is based Only upon the pans.en shown and la b,an lMAdual CO OREGON 1C/ • Truss: D3 and Warnings before cenan enee commences. bulldbg component.Apgkablry of design pvamelelnam proper �� I Bua mmprcsswn web bracing mina be installed where shown.. incorporation olwmpone.i thesespons.00 or the buking designer. e a.AtldnbrellemPa ,Y b2cngm insure NaGliry during sonebWion I.Design aasumesihe nap andbalrom GwnM b be laterally braced at res Is Ice napanalSi 5Inn erocla.Addipnal permanent bracing.f 2ac.end alnQa<2epen.Ny unleee bracedaflC)anul theirkrem by /O 741 O/a DATE: 11/1/2018 Iho overall Augurs la me bl of mib:r d..l continuous aning5o+ud•asuong,.aoathaSDCe anmaraymnlaC). NV yes onti ly a 9 designer. 3.I s impact bridging or lateral ceasing required Men shown.♦ ��O l eSE K5392679 9.Na bed should be arceied to any bee unlit after as brewing awn a.lds4ntlon or truss isle as Is be of the napearvewneolse. Fll(.. Q fasteners are comp..and at no erne should My Iasi groeler than 5.Design assumes iNSYs are to be used x a nMGarmane environment, TRANS ID: LINK design Toombs applied le am component. le are rordn condition.mu.e. control B.Design assumes roll bearing at al sepPaM shown.Shim at wedge IIEXPIRES: 12-31-201 9 5.CampuTrus has no l Duet a assume.no tesponebiry ler the syh, hb,sation,handling,shipment and lnsbiabea orcangonenb. y.Design assumes adequate drainage is proceed 8 This design is furnished sutheatotheSmilabonsset forth by IL Plates Mal be located bnbmh faces dews,and pbeedeomnrcenter November 1,2018 - TPIIWrCA in SCSI,napce orakh will be fumbled upon requeY. linen rolnede who loin center lines. 0.DIgba 1Mibab nee of plate In bees. I MITek USA,IneJCempuTnas Software*1.6.9(1 L)-E Ia.Fag mug conxabrpnm design values we ESP-1311,ESP-1580(MlTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" !COND. 2: Design checked for net(-i psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 9-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MOMS(Dir), TOTAL LOAD= 95.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. H-Lx2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 5-07-09 5-07-09 1 1 1 12 12 I IM-9 x 9 9.00 V 719.00 4IIi f � o O I ti o O I I N N 9 5 �' ,`ce,50 PR OFFS 1 1-00 '' 11-02-08 '1. 1-00 ' 89200 P E �' JOB NAME : RT AREA 4 ENGLISH 2 — F1 Scale: 0.4255 WARNINGS: OENENAL NOTES, unlessotnress noted: 10 /''1.Builder end rerernencentracmr should be advisee eras General Netes I.This design based only noon parameters dorm and N bran individual 74. 47 OREGON � �zo Truss: Fl an ylemn before eenmunwn mmmenmc Minima eempnnem.APMpbilb of demon Peemnem and Proper 2.2M cempreasbn web bracing mow be metaled Were shown inw,por-elien of component is the responsbiliy of me boning designer. 3.AcannalNmpanry bracing b Insure nanny dump construction a,Design assumes me tap end bopom Uords to be Morally braced at /Q '9y 74 20 �� name responsbllny of the erecter.Additional permanent bracing of roc.and el lO on.mpealrey unless braced throughout their length by e 1 DATE: 11/1/2018 Isle epenn Nramrrc lemerc rsbi fens building de cammuouesheathing such as pyweed Mesthenre)wenn drywelNeq. 1 ape Hy o ng signor. a.ai Impact hedging or lateral bracing required where smwn•• EA R I L� SEQ. : K5342680 4.No load Mould be apgme to any component untilalter elerenem and a.Imdellmen of iethe respmmienry onhe reagent.contractor. Mann complete an al no time sicked anyy beds greater than a.Design assumes roses are bee used In a nontorresva environment. design bade be applied to any component. artl ere far'drycontinent of use. TRANS ID: LINKa.oDsgges.umeewixannaalen maroons show,Shim or wedge a EXPIRES: 12-31-2019 5.CompuTrvs has no control over and assumes no reepanalblity for me rye teheasnn,lendklg,shipment and installation of components. ,.Design assumes adequate drainage IS provided. November 1,2018 0,mis design is furnished su0yertte the lamenting set fens by 0.Plates shell be located on both laces argues,and planed so Mgr center TPI"ATCA in BC5l.copes of which.all be fumlMed upon request. knee coincide*MOM center Inca. 9.Dins vacate Mee el Mate In inches. MiTek USA,Ind./CompuTrus Software 7.6.8(1 L)-E 10.Far beau connector pate design values see ESR-1311,E5R-196S(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 41R/DDF/Cq=1.00 TC: 2x4 ROOF #16111R LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=(-630) 172 BC: 2x4 KDDF 111681R SPACED 24.0" O.C. 2-3=(-600) 116 7-8=( -60) 83 2-7=( -40) 360 WEBS: 284 RODE STAND; 3-4=(-600) 133 7-3=( 0) 306 2x6 ROOF #2 A LOADING 4-5=( -9) 109 7-4=( -40) 405 LL( 25.0),,DL( 10.0) ON TOP CHORD= 35.0 POE 4-8=(-63e) 228 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PS? BC LATERAL SUPPORT <- 12"00. UON. TOTAL LOAD- 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0 -80/ 663V -184/ 184H 5.50^ 0.45 RUDE (1485) 11'- 2.5" -80/ 663V 0/ OH 5.50^ 0.45 KIDE (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'e For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/18D MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL - -0.015" @ 5'- 7.3" Allowed - 0.686" MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed = 0.100" 5-07-04 5-07-04 MAX TL DEFL - -0.002" @ 12'- 2.5" Allowed = 0.133" '1 1 MAX TC PANEL LL DEFL = 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 IIM-4x4 Q 9.00 MAX HORT2. LL DEFL = 0.009" @ 10'- 11.8^ 4.0" MAX SORIS. TL DEFL = 0.016" @ 10'- 11.8" 3 0 Design conforms to main windforce-resisting system and components and cladding criteria. wind: 140 mph, h=22.2ft, TCDL=6.0,BCD1=6.0, ASCE 7-10, )All Heights), Enclosed, Cat.2, Exp.B, !VMS(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-3x9 �� M-3x9 I �p M-Sx8 4 -r o a o I A o 1 0, I N 6I,e aeJ, -. M-1.5x3 M-1.5x3 Q6.oa 6.00 1:: .. 12 12 ; , Y J J p 1-00 5-07-04 5-07-04 1-00 �a'_D PROp�n j 11-02-CS y @��rNGIN�F7,03) 0'L 92 0 V JOB NAME : RT AREA 4 ENGLISH 2 - F2 Scale: 0.3505 WARNINGS: GENERAL NOTES, arias MM1mese nole4 li I.Builder and erection contractor should be advised of ell General holes I.This design is baaedeny upon e»peramelen shown and Is for an Individual 9L 4 OREGON 0/ ki Truss: F2 and Warnings Were wndrvcban commences. 6uwirg component.ADpwaMNY oreesipn parameters one pricer 2.axe oopnawn web bracing must be Instated where shown e. Ir,.ronanlbn elmmpanOM ulM1e reyanablNy date WMlnp designer. / O� 3.Adddroral temporary braem9 to inmate stewing during tenNuabn I Desg^aaaumea the top and Eonam eMNaro be laterally braced at O Y 1Aa 2 4. Ism.rc of erecter.Additional 1}aeltq of toe.end at Mr a e.respectively unless braced throughout twi lenplh by Y �P apwnbiiy c petmanen ominous Nxlmng such as pyxoed ahealNnp(TC)and'or dlywall(801. c DATE: 10/31/2018 me overall structure lame responsibility of the budding designs. 3.in Impact bridging or lateral swing t)Flb where shown..• !�R R'4y SEQ. : K5342681 <.nobad esm.mbe mplstean at any weMoo component until eller slnae has 5.Inhalation wiess Mimes lare�be used a a non�drosie:mrnment - faYemrs an wmpNb and at no time Mould any loads greater than Nan eorW o TRANS ID: LINK design weds be aM+.d to any<immanent g,ppOaignfor nasueea hl�eea'er.t s.eappole Mown.shim or waggon 5.CompuTrusMen000nhrel over and assumes noresponsbiliy tor the gory EXPIRES: 12 31 2019 faednben,handling.stdpmere and installe0on of components, 7.Iowan sewers adequate dnineee n prociiad. November 1,2�18 G.idle wean is Whiffed subject to me llmhlb N bed nn a by B.metes shag be located on both feces else.and pieced so Theo-center TPRvNCA in SCSI,copes of which Mil be furnished upon request. lea coincide with lain Amer ime 9.pats Indicate size of plate in inches. MTek USA,InoiCoenpuTrus Software 7.6.80 L)-E 10.For base conneno,plate design values sea ESR-1311.ESR-lam(Mlieq „ This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5^ IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg-1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE - 1.15 1-2=1-601) 195 4-5=(-184) 191 4-1=(-468) 165 5-3=1 -41) 393 BC: 2x9 KDDF #16BTR SPACED 24.0. O.C. 2-3=1-601) 165 5-6=( -57) 82 1-5=( -41) 362 3-6=1-46E) 188 FYBS: 2x9 RODE STAND; 5-2=( -3) 306 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 Par BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. EL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.34 RODE (1485) 11'- 2.5" -76/ 5060 0/ OH 5.50" 0.34 KDDF (1485) LL = 25 PSF Ground Snow (Pg) cc For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 PST) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IBC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 109SF LIVE LOAD. TOP MAX TC PANEL LL DEFL 0.072" @ 8'- 2.7" Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" 6 2'- 11.8" Allowed = 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HOR1Z. LL DENT = 0.009^ @ 10'- 11.8" 5-07-09 5-07-09 MAX HORIZ. TL DEFL = 0.016" @ 10'- 11.8^ 1 12 12 Design conforms to main indforce-resisting II M-4x9 system and components and cladding criteria. 9.00 7 7]9.0D 2 9.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS10ir), IFload duration factor-1.6, End vertical(s) are exposed to wind, 11 Truss designed for wind loads in the plane of the truss only. M-3x9 ��.41414M-3x4 1 y /" yp M-Sx8 4� -/ e.0 0 I a A 1 cd N 41�w .11111 M-1.5x3 M-1.5x3 .e ]6.00 6.00 12 12 l 1 )' 5-D7-04 5-07-04 ,` [� y 11-02-08 y C?\...LNG S4•`s61/0 7 2 c= 92OP vr" JOB NAME : RT AREA 4 ENGLISH 2 - F3 Scale: 0.3526 WARNINGS: GENERAL NOSES. unless ethane.noted. Q CC Truss: F3 1.aulMe and erection contractor Mould be advised of all Denera)Notes 1.llis design is lased only upon led parameters shown and is roran individual 7� ,�OREGON �, and Warnings before eanstmeudn commences. building component.Appfaadlny or design parameters and proper 2.a4 wmweaeioa tab bracing mum be Installed where shown di. 'msarpomtian orcompone5 non rcspenNEllny of building eeegner. �- 3.Addiunal temporary ityettbracing toinwdd: ddy during construction 2.petipnaaaittos.umes eloPsdivelymnsbta chords shelnerelrybendet /O qY 74 0. Ice me rceponarbdry of erector.Additional grmanenl braanp of Ya.c,and N10'o.c.respectively unless braced throughout their length by V wMln Impact sheathing coaxasacing r plywood vered here kene9r eryvnnl6c). A_a�RR O- DATE: 10/31/2D18 the theoverall houuamerehthe any bMdNanatbulaeeaesgws 3.�Impaonsf1,rem slerelbadrerequthe ing(Tclwwn.. 4/ SEQ.: K5342682 4.No load should be applied In any component until after all bracing end 4.Inabilation ofnuem I Meteeponwbis of the respective mMa fasteners am complete and at no Imo should any leads greeter man S.Design saunas busses are In be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. am are for-dry wnagor Draw. S.Cpmpulru.has no control Overall.asurmana responsibility Dr the S.Design mistimes WIbeefing at al mopeds shown.Shim or wedge 1 EXPIRES: 12-31-2019 sgnafabrcatin.handlirg.sbpmem and inabll.Wn ofmmponente. I.py .assumes adequate drainage is prodded. November 1,2018 6,This eeegn is furnished'MOS to me Imitation sat form by S.PNIes Oda be Nula4 on boo,faces of w».and placed so Their aedr TPWITCA In SCSI.copes of which will be furnished upon dequem_ Tines conchae not,joint center tints. 9.Digits indicate size W Nate in Maas. MNek USA,Inc./CompuTrus Sof wsre 7.6.8(1 L(-E 10.For basic commaor plate design values see E3R-1211.E50.-1566(MInk) 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=1.0D TC: 2x9 HOOF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=1 -9) 109 6-7=1-2246) 2275 6-2-( -959) 636 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=1-1797) 1415 7-8=(-2246) 2275 2-7=(-1615) 1884 WEBS: 2x4 KEDF STAND: 3-4-1-1787) 1415 7-3=1-1039) 1303 2x6 KDDF #2 A LOADING 4-5-( -9) 109 7-4=(-1615) 1884 LL( 25.0)+DI,( 10.0) ON TOP CHORD - 35.0 PSF 4-9-( -959) 636 TO LATERAL SUPPORT <= 12"OC. VON. EL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0^ 12.0'• LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -581/ 980V -2000/ 2000H 5.S0" 0.66 ROOF (1485) 11'- 2.5" -591/ 980V -2000/ 2000H 5.50" 0.66 RODE (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL e" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0^ Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL - -0.042" @ 5'- 7.3" Allowed = 0.686" MAX LL DEFL - -0.001" @ 12'- 2.5" Allowed = 0.100" 5-07-04 5-07-09 MAX TL DEFL - -0.002" @ 12'- 2.5" Allowed = 0.133" T 1' 1 MAX TC PANEL LL DEFL - 0.062" @ 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4X6 9.00 9.00 MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8" 4 Urr MAX HQRI2. TL VEIL -0.059" @ 0'- 2.8" 3 ,�! l� �OND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2 ft, TCDL=6.0,BCD1=6.0, ASCE 7-10, I All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed £or wind loads in the plane of the truss only. 'iM-4x9M 4004 .�M-4x4 7 /- 4`p M-57x8 111111‘, a cr I e 0 0 I I o A o I i ry 6I,Q, lid Ae M-3x4 M-3x4 G16.00 6.00 11 . 12 12 1 1 1 y , 1-00 5-07-09 5-07-04 11-00 01,0 PROFFs 1 1 11-02-00 ��• .0 t�NG�►VFF,q s/0,, �' 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - FDRAG . •!„`...e.....-----.., Scale: 0.3505 111/IIRNIME8: GENERAL NOTES, unW5MNrvnm noted: ,"" 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon he parameters Mown and saran indnldaal OREGON �d,/� Truss: FDRAG and Warnlnpebelore construction Commences, bal6N9 component.Ap9kdbllty at design paramMCRend proper 'PG ZOO �A. 2.atn mmseulon web brads,mud be installed where shown•. inmrperatlan Mooneynem lathe reapollsmility al me Wilding atripner. /O qy 14, 3.Additional temporary mooing to Inane eawoy duhnboostrh.bn z.sew assumes lire lop end scion chords to be laterally braved at4) is me rcecenubllay of the 000.Additional cemranenleraarrom 2'be.as at P.c.respectively unlace braced mloughoutthaaenath by (y` car inuausebeaming such as plywood Swamlog(11c)ander drywelbSC1. MFR R I O_ V DATE: 10/31/2018 the owerallstnictue lame...WM.of me Priding designer. 3.2r impact hedging or latent bracing rebored whs.shown•• r•( 1. SEQ.: K5342683 4.No load emugbe appxd to am raePD 4 unil"8er erbSan9 end s Installation of trots l he reswnalelely of the respective wnbador. raeronen are Compete and at no ems should any bads greeter tan S.Design assumes trusses are to be used in a non.oma8n environment, TRANS ID: LINK design tag be apples to any component. and are for'Wry Cosuarr�p use. Comm.,. >m�atmt over end.mm.andre�anaiMlrybrIn. a assumesrokbead malsummitsshown.Shimorwedged EXPIRES: 12-31-2019 S. ry atneetan.hanmhg,shipment and lnobilatlon of components. 7.o,al,tt.acmes adequate drainage ispeodna. November 1,2018 6.thadecgn is1nahed aubpct torts limitations set fodh by 8.Rates aha9 be located anbotlt aces at truss and paced so mNr<enter " TPWJICA in SCSI.cops otwhlch wil be furnished upon request lima sands win joint center hes. 9.Og.a indlaale age of pate lnlnchas. Mitek USA,IncjC,espuTrus Software 7.6.8(1 L).E I0.For basic connector plate deaia wlws see ESR.I311,ESR•1980(Stick) 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/Cq=1.00 TO, 2x4 KID? 819BTR; 12-01-00 GIRDER SUPPORTING 11-02-08 1-2-(-2601) 63D 1-5=(-502) 2010 5-2-( ]-233 1267 7-4=(-193) 134 2x6 ROOF #16BTR T2 BC: 2x8 KDDF N16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2-3-1-2 D 525 5-6=(-819) 3037 5-3=(-1081) 346 WEBS: 2x4 KDDF STAND 3-4=( -24)24) 33 6-7-(-8191 3037 6-3=( -80) 1024 LOADING 3-7=(-32171 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 HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 52,1)+DL( 20,8)= 72.9 PLF 2'- 2,0" TO 12'- 1,0" V LOCATIONS REACTIONS REACTIONS SIZE 9Q,IN. (SPECIES) BC UNIF LL( 0.0)+DL( 20.8)- 20.8 PLF 0'- 0.0" TO 12'- 1.0" V 0'- 0.0" -436/ 1B96V -29/ 58H 5.50" 3.03 KDDF ( 625) BC UNIF LL( 115.1)+DL( 92.1)- 207.2 PLF 0'- 0.0" TO 12'- 1.0" V 12'- 1.0" -496/ 18000 0/ off 5.50" 2.88 RODE ( 625) NOTE: 294 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 21.1)+DL( 6.4)= 29.5 LBS @ 2'- 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET, VERTICAL DEFLECTION LIMITS: 11=1./24 D, llowed80 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.059" @ 7'- 1.9" R3owed = 0.558" vertical members (Gun).t BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX TL DEFL = -0,106" @ 7'- 1.4" Allowed = 0,744" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS Single member as shown. Hangers attached to the bottom chord MAX HORIZ, LL DEFL - 0.011" @ 11'- 9.5" will have 1,5" max, nail penetration. MAX HORIZ. TL DEFL 0.020^ @ 11'- 9.5" a" For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.2ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, 2-05-05 9-09-13 9-09-13 (All Heights), Enclosed, Cat,2, Exp.B, MWFRSIDir), 1 T r 1 load duration Factor=l.6, End vertical(s) are exposed to wind, 2-09 Truss designed for wind loads 1 ' in the plane of the truss only. y 9.00 12 1 M-5x +29.509 m 0 al ol M-4xfiy4l 12 y Ca 141 t 1�7��f�4� uLI o M-5816 M-3xH M-7x10 M-5x12 <.. Cel PROFFss y l 1 N. N�iNEF /O 2-OS-OS 9-08-01 9-11-09 <CJr 'T 2 y 12-01 y '92 0 JOB NAME : RT AREA 4 ENGLISH 2 - IGIRD Scale, 0.2320 - WARNINGS: GENERAL NOTES, unless otherwise poled: Q CC Truss: IGIRD 1.Mildmand e,edionmmadgrshoulId advised sl all General Notes 1.The deegnle based onlupon the semibreve snawnanlaln,anina,iael �G 41 OR EGO N 4,end Weirdos idlers conmuctan commences. buteing component Applicability of design parameters and proper 2 L4mmprewon web bracing must be instals,where mown a. inmmonlron of component tide rospomlbtln/or the building designer. >Adtldlenalt.mpnmred dnplginw NaNd duringm� d„n 2.DesignfemmeametopammMmemmambe.b,alHbacedat /0 9)' 14 r 2a� P- islMnsponubgnyorlMaaclor.Additional permanent bracing of usrBnUM al lV s,go.such unless band)TC)sp ullMk krGlM1 by DATE: 1 1/1/20 18 the onnll etndure Hole responsibility of the building designer. In Impact sheathing such es damned mrolhinnNCl1M'a drywall(50). 1�� iR to, J.2e Impact Mdglrp Sr lelerel bump required vaere mom a a �Y�F`� SEQ.: K5342684 4.Nolo.]mould M applied to any component until alter all beans and 4.Installation or Inds More responeibgy or he respective contractor. reel.mn are compleb and al no time mould any bads greater man 5.Deapna es Susses are to M used in a nmdonoerve environment, and TRANS ID: LINK eta;pubushgn loads.aerr dlp.mpampmsat. 5. ; ;,'um:ew°ti mipete,wppdMmdvm.5hlmprwe,bed EXPIRES: 12-31-2019 s.compumaties no control over arid assume nq responsibility mane De`ce.y Madman.Mn^b.ndlin,,shipment end instal man of components. 7, sign assumes ednquale drainage is provided. November 1,2018 5.lhis dedg is tined wept to the limitations set bdf by 5,playa shag be bused on both boas°Alum.end placed so deb add, TPPNICA in BG51.copies alwhkn will lee bmime,upon requiem. lines subside with OM centerlines. 9.Guds melded size of plate in etches. Mick USA,Inc./Computeus Software 7.6.8(1 L)-Z 10.For bask connecter plate design values see ES5-1311,ESf-IgOn(Wed This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICA'1IONS 12-01-0D GIRDER SUPPORTING 11-02-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 01.BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1943( 259 1-6-(-324) 1437 6-2=( -95) 859 BC: 2x6 KDDF O16BTR 2-3=1-1061) 188 6-7=(-322) 1420 2-7-( -818) 192 WEBS: 2x4 KDDF STAND; LOADING 3-4=1 -222) 252 7-8-1-194) 736 7-3=( -226) 1478 2x4 RODE k168TR A LL - 25 PSF Ground Snow (Pg) 4-5=1 0) 0 3-8-1-1398) 304 TC UNIF LL( 50.0)+DL( 20.01e 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=1 -234) 194 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 115.1)001( 112.1)- 227.2 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"0C. DON. BEARING MAX VERT MAX HORS ERG REQUIRED BEG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -250/ 1195V -169/ 334H 5.50" 2.87 KDDF ( 625) Single member as shown. 12'- 1.0" -347/ 1796V U/ 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. !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. rr For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX LL DEFL = -0.023" @ 4'- 0.0" Allowed = 0.558" TO FABRICATION OF TRUSS. MAX TL DEFL = -0.042" @ 4'- 0.0" Allowed = 0.744" SEASONED LUMBER IN DRY 9ERVICD CONDITIONS 4-01-12 3-10-10 3-08-19 0-03-12 MAX HORIZ. LL DEFL = 0.006" @ 11'- 7.5" q .f 4 T 1 MAX HORIZ. TL DEFL = D.011" @ 11'- 7.5" 12 M-1.5x3 9.00 -i Design conforms to main windforce-resisting system and components and cladding criteria. 111 Wind: 140 mph, h-23.9ft, TCDL=6.0,8CDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor-1.C, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 r 0 N Cr t m M-3x6 2 4F CrI i nn I� ® �JI y t r_ 6 7 :' g o M-5x12 M-3x6 M-5x6 =M-6x6 �.<<, GP NE re 9-00 y 3-08-14 .J., 9-09-02 Y SO' ''' �151 OI9 yy 2' 89200PE f 12-01 • JOB NAME : RT AREA 4 ENGLISH 2 - HGIRD - Scale: 0.3154 WORNINOS: GENERAL NOTES, uMeas omerwta noted. 1_Builder and erelaan contractor should be advised ofal General Naha t.This design is based only upon Ma parameters shown and is for anMackerel OREGON 444 Truss: HGIRD and Warnings before construction common., building component.nppwMNy ofdasgn parameters and pmPer A�6 2.h4 compression web Wang mist be installed where shown.. Incorporation of component is lb*responsibility or me building designer. as ` �� 1 . 3.Addhennt temporary braciq to Incurs amMlity during conaNudion 2Demgn assumes the top end bplgm chords to be tsOO5 braced ae L/6 9y 14 Q is me mspanNegby otmeercaar.Aauwna permanent bracing or 7es.and al lD u.w ospeaNeN unless braced throughout length by (y go eyerall structure le the red bliy of the bwldn designer Zs Impact Nmamgr wmeapymmoeuirewheresenaorerywpgBe). Ma�a..a`tf V DATE: 11/1/2018 turd 8 9.Installation brklgIng Koh. arood abeatbmercNwwne. C�-(�-(1 1.� SEQ.: K5342685 4.No load.ate C5 applied to any component until aver al bracing and s, llationC trues ache responsibility are toosed;the n a no�hrecnesiva e lltoemam. tradoc Doter...re compete etc et me lime should any loads greater Man Design assumes TRANS ID' LINK design N.mneppkedm any component e ie®n assume condition.oral s. 5.CbmpeTnn has noconNpl over and aewmeenoresponsiblWy for me g.w▪attAry NllbrodngatalarVWMNbwn3Nmerwedgel! EXPIRES: 12-31-2019 lammadon.handing.shipment and instalitnn at components. 7.Design assumes adequate drainage is provided. November 1,2018 6.This design N rurnewd nobles to the Nnhatione set roan by b plates OM be located on barn laws canna.and paced so teirseme, 9 TPIM1YFCA in SCSI,wpas al which roll be NmMSd upon request. lies coincide oat(tint onset line. 9.Digda Indicate was of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L}E 1D.For basic conceder plate deegn saloon see ESP-1311.ESR-1SS6(MTak) • 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 410/DhF/Cq=1.00 TC: 2x4 KDDF 61615TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-73381 1200 1- 7-(-1062) 5482 7- 2=) -408) 2440 10- 5=( -220) 1270 BC: 2xe KDDF g168TR 2- 3=(-4852) 808 7- 8=(-1048) 5396 2- 8= 1688) 342 5-11=(-4976) 882 WEBS: 2x4 KDDF O16BTR (' LOGrIuG 3- 5 (-1408) 340 9- 0-( -230) 3904 8- 9-( -518) 3312 11- 6-( -84) 28 LL 0. ?SF Ground Snow '- 5- 6-(--162) 208 0-11-( -230) 904 3- 9=(--178) 602 BC LATERAL SUPPORT <- 12"0C. DON. BC UNIF LLI 50.0)+OL( 19.2)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=1 -162) 202 10-11=( -230) 904 4- 9=( -178) 586 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LLI 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V 9- 5=( -634) 3586 r ( 2 ) complete trusses required.xetl. ADDL. BC CONC LL+DL= 1801.0 LBS @ 2'- 3.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN ADOL: RC CONC LL+DL- 1796.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) nails staggered: 0'- 0.0" -955/ 5808V -174/ 344H 5.50" 9.29 KDDF ( 625) \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1009/ 5760V 0/ OH 5.50" 9.22 KDDF ( 625) /�`/X` 9" oc in 2 row(s) throughout 2x8 bottom chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x9 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 g psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIV£ LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL OEFL - 0.035" @ 6'- 3.6" Allowed = 0.727" NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX TL DEFT = -0.079" @ 6'- 3.6" Allowed - 0.969" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR SEASONED LUMBER IN DRY SERVICE CONDITIONS TO FABRICATION OF TRUSS. MAX HORIZ. LL DEFL = -0.008" @ 15'- 2.0" MAX HORIZ. TL DEFT, - 0.017" @ 15'- 2.0" 12-01 3-09-08 T T T 2-05-04 4-01-13 5-05-15 1-05 1-11-08 Design conforms to main windforce-resisting .� ,� ,r ,r ,� system and components and cladding criteria. 12 Wind: 190 mph, h=23.7ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, 9.00 p M-5x6 M-7x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), 4 5 6 -d load duration factor-l.6, 7p iM,�_�- End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 rr o ua 0 I co M-3x8 Aii....4 M-5816 o ..M- 111..%11. I] cm= / 4. 1 ] B m 9 10 11 to M-3x12 M-4x8 M-7x8 M-3x12 =14-4x4 ro PR 19,tFsy 11801q ), 51796q y INEEns�O2-03-08 4-00-01 5-11-03 1-03-091-11-08 R /Gl 1s-os-oay2 O 9f JOB NAME : RT AREA 4 ENGLISH 2 - GGIRD . dr Scale: 0.2506 C) WAId11NMs: GENERAL NOTES, unless otherwise med. Cr Truss: GGIRD 1.BuWer and eramoncontractor shoudbe advised of all General Notes 1.TTN design lah5sedonl upon the parameters shown anis for anIdivdua y` ,/OREGON 40 and warnings before construction commences. holding component Applcabl of design parameters and omen b 2.244 compression web bracing must be Installed doers sown. inmgnrsrn ofcomponem N the reeponaiulny of the building aeapner. �k 3.Addnionel temporary bracing to insure stability during construction z.Design ee.ames mete and bewm chwdslabe laterally braced al / '7Y y,q 2Q, �4 is Me repon.Nlny of the erector.Addilional permanent bracing of ]'o[.and MlO oc.reepedvell 555.baud throughout their sll)B by O !'#s DATE: 11 1 2018 ponablkryofthebuildingd. coppelsMotg,pwglespyngreuiredher,hown••or nnen(eq. MFRRi�.� the overall cougars is the designer. 3.It Impels sheneor lsuchasateral bracing required sheathing(TC) where shown Fl SEQ.: K5342686 4.No low shoal beeppwd le any component until alter ell bracing end 4.Imtall.gon nwm is the responsibility of the reepedi.,enb.aw. fst.mn are compete and at no bane Mould any dead greeter than 5.Deegne ea Pusses are to be used i a non-corrosive environment, TRANS ID: LINK amen beds be e.g.Iv am camponem. and are Dar•dry condmon•el use. 5.eompuTmsNOMetnl,mo.erana.cwn..mresponsibleymrme I.necessary. eamil beanngetepwpmds shown.9M1murmdgel( EXPIRES: 12-31-2019 lebeurn,handling,shipment end installation of component.. Design assumes adequate cramp h Goes is tuss an November 1,2018 a.This design Is CS).one sagas mane Honer�.set ronn by 0.Plates boated on born m2salPusa,and pieced so then comer TP4NTCN in BC Sl.copes o1 which will ba furnished upon request lines coincide with loin)center lines_ 9.Digits irgicale sae of plate In Irene¢. MFTek USA,Inc./CompuTms Software 7.8.8(1L)-E IC.Fir beeic connector plate design values sea 5590311,ES17-191,8(MITek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9.- 8.0" ICOND. 2: Design checked for netl-T psf) uplift at 24 "roc spacing. TC: 2x4 KDDF 1416BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 KDDF N16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. 110N. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.01+DLI 10.0) ON TOP CHORD = 35.0 PSF Wind; 190 mph, h=15ft, TCD1=6.0,BCDL-6.0, ASCE 1-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.9, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration f foro w=1.ind6, Truss designed for loads considered for this design. in the plane of the truss only. LL - 25 P9F Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1IPS?LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 9-10 4-10 T T T 12 12 AIM-9x4 9.00 V a 9.00 t mils nnii l61 ra o 1 r_ O O , 9 5 .\((' 0 P R OF�ss .I( l 1 1 \� �NGINFFn /� 1-00 9-08 1-00 �414 29 :9200PE r JOB NAME : RT AREA 4 ENGLISH 2 — Ll .10j�;�-`. Scale: 0.9870 WARNINGS: GENERAL NOTES, unless elnerM55 noted. O �� I.Wider and erection contractor should be advised oren General Notes I.DM.design m based Drayupenme,.remenelaaMwma�iabraniMwldwl OREGON Truss: LI and Warnings Mere wnawmon commons. building component Appikabilly al design parameters end proper 2.Ok4 mmpnubn web bracing mud he irntlebd where Ngwn a. mmryembn or component is me respond y eke bgldirg designer. G� .� 00\ �� 3.Additional temporary bracing m metre stabridy during congmctNn p.Design aswmda me top and venom aMMploa laterally braced at O Y 74a •4 ie mere responsibility rite erector.additional permanent bracing or 3'o.c.and a110 a,c nspeetiuey unless braced throughout Rev length fry (L W^ ityo wMlntous ebeeming mob as pymod abeamingfrC/andlor drywaWBC). �J DATE: 11/1/2018 Me overall stmcture N me reapcmibaty of the building designer. 3.2a Impact bridging or Meal loan rewired were Mown e e �R R 1�� 4,No Mad should be applied to any component until see all bracing and M.Installation el truss is Me responsibility oloMresperme common. SEQ.: K5342687 fasteners are complete and M no time should any been greater than 6.Design aewm.a owes are to be used m a noncorrosive en wnment, TRANS ID: LINK design Made be apgrcd to any component. am are rosywnaugn•prua..aavoo as 5.ComparesnesnemMrnpyeranaamgmesnotesponrorlikrVIM 6.De qq„,, . llb.adngal.l �d Shim g EXPIRES: 12 31 2019 fabrication.handling.shipment ae installation elcomponents. T.Design names adequate drainage Isprovided. November 1,2018 6.Ties design furnished subject le the limitations se IOCh ey B.Plates strait be Mated on born aces shoos,end planed so mete center ' TpVMCA In nC31,copies of kWh will be Iuml.M0 openrcyest lines confide Web joint weer Imes. N.Digits indicate sire of gate in inches. MTek USA,Ino./ColnpuTlus SORwere T.6.8(1L)-E 10.For bask connector piste design values see ESN-1311,ESR-I518(MITek) This design prepared from computer input by Pacific Lumber and Truss-SC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 9NR/DDF/Cq=1.00 TC: 2x9 ROOF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 NODE#1GB 2 TR SPACED 29.0" O.C. -2=( 33 2-9=I01 0 -3=(-60) 33 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSI 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 PSF 0'- 0.0" -55/ 317V -21/ VIII 5.50" 0.51 KIDS' ( 625) 1'- 11.2" -25/ 24V 0/ OH 5.50" 0.04 FIDE ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 2.0" -23/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L, 'PROVIDE FULL BEARING:Sts:2,9,3I BOTTOM CHORD CHECKED FOR 10PSE LIVE LOAD. TOP 'COND. 2: Design checked for net(-I psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.D" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ l'- 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 DEFT. = -0.000" @ 2'- 1.3" 12 9.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Rind: 140 mph, h=20ft, TCDL=5.O,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. 0 0 0 t N ,o o f _/ 4- - M-3x4 .cREo PROFFss 5 GINF /A- j 1-00 y 2-02 y �� Q� :92�OPE �v JOB NAME : RT AREA 4 ENGLISH 2 - IJ Scale: 0.9994 -a WARNINGS: GENERAL NOTES, unless amerwi5.noted: Q /Y" I.Builder and erection wdmdnr ebould be advised of al General Nobs 1.This designN based only upon me parameters shown and is far an individual 1L .a OREGON w 14l Truss: IJ and Warnings bermamndmuunmmmelr<ea. bDium ` (' 1^p mmpanmt Appllrebiny M despn parameters and pamper 2.2a4 compression web bracing must be metaled where Yawn r. TaNHemlan ofmmpanenl n the responabiBbalms balding designer. 4 + 3.Additional temporary bracing to Insure Wild*dulg mnWudlen 2.DO n.xsumea me re set bottom chords to be labially baled el �O 4)/ 1 AO� �+} zme reywndbllny of me erector.Additional permanent bracing of 2'os.and al l0'sect IespI ly unless paced throughout theirNn)5 by s L DATE: 1]/1/2018 the overall mueme teme reapbnaaiN of building de continuous sheathing ouchesplywood ebeathinaiT5)enmor arywA(8C). Q[� 1 B signer. A 2a Impact bridging or lateral bracing required*mere sawn rr �RRit�SEQ.: K5342688 S.Na Made„rad se applied to any component Iced thanD al bracing and 4. Mlkibn of truss is me reopen-WayGleelee respedn.rnmraaor. fasteners m[ampb no loam le end at time should any greater 5.Design assumes trusses are to be used in a nowconosiwenvironment, design lone be applied aro[omponent end ere for TRANS ID: LINK des B.Design assumes full beating al al auppone shown.shim or wedge EXPIRES: 12-31-2019 s.cempuTmaNasm metro,over and assumes no raeponebilily for Ms Nbnmiton,handling, necessary. re.armament nsthe lm,ta,s of mmpaneds. p.Design assumes adequate drainage is provided. November 1,2018 B.This design is rmnished mlbalmnetpns wildfire by a Plates anal be Fowled on both laces of truss,and Wooed Sc their<enter TRIMRCA'in SCSI.copies of Mlion u91 be furnished upon request fees coincide with joint center tiles. B.Digits indicateEe alpble in inches. MIT<kUSA.InClCunhpuTrtm Software 7.6.8(1L}E 1D,For basicsdinnennsd's Gels design values set E55-1311,ES12-19981t1Reld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC, 2x4 NODE BleeTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4-(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTA1. TOAD = 45.0 PSF O'- 0,0- -49/ 315V -18/ 67H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -21/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 2'- 2.0" -25/ 23V 0/ OH 5.50" 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:2,4,3 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-T psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.9" Allowed = 0.063" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.9" Allowed = 0.083" 1-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 12 9.00 P7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 -1 Truss designed for wind loads in the plane of the truss only. ao �1 4 M-3x4 1-00 2-02 PROF R11 F '�2 Qzi :9200PE 9' JOB NAME : RT AREA 4 ENGL I SH 2 - I J1 Scale: 0.6862 "�i� �-- . WARNINGS: GENERAL NOTES, USES.on,rw®e natea'. ,.Budder and erecton wMregor Maul be advised of all General Notes I.ThiaMelon k based only upon the parameters shown and is tw an individual A-OREGON Truss: I JI and Warnings before MM nnm .necuon menee huldn°nompananl.Applicamlly of design parameters and proper 4 2.tla compression web bracing must be installed where Mown•. Ilrenryarallen ormmponeM bike reepamlbinyame buildingaeaiprer. , 3.Additional temperer/brawny to insure Wally during conslruction spit assumes Ma top and bottom chords to be laterally braced al Y 14 Z P la the reaponsNlily of the erector,Additional permanent Prong of o.c.and al lG o n.respectively unless Paced throughout their length IN DATE: 10/31/2018 overall MUWrereherectonabatyornl perms ae conanuaun Wreathing ouch ae pyweea eheeth�ng0C)anger drywa(BC). building sylnes 3.3s Impact Ibsen the bracing rewired where Macon•• FR R I L�- SE K5342689 4.No lew Moen a applied loony componentuntila,s and.;brawn and 4.Instigation WIN.is theresponeimny a the nsewaly contractor. Q" fasteners are complete and at no time should any bade greater than 6.Design"awes nudes are to be used In a nanwrmsive environment, design bade he applied to any component. and ere for undlmn'of use. TRANS ID: LINK s.comwrres has rm control over and assumes norespontssrailRy for the 6.Deanneuumes lull louring alW supports show.SNmor wedge if EXPIRES: 12-31-2019 IaMRalon,handling,aNpmem and Installation of components necessary T.DatesMalbe assumes MuteduP3anaceleftrpwma November1,2018 S.TNsaunn iaNmMedwn(Mltih befurnasetroM by r B.pbtecManeebGled en both las. K,era pieced So their comer • rPtM';LAm SCSI,copies of which vMl be rumrYrM upon rewu.el. Imes coincide w aMPr 9.Diets indicate eizeofp nrhinches. MTek USA,Inc.ILompuTms Epvare r.6.B(1L}E lo.nor basic connector Nate design ga lh esw EsBa at 1,ESR-I sae(naeq 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 29"sic 2X9 KDDF k166TR TOP CHORD LL = 25psf TOP CHORD DL = 1 Cps f TOTAL LOAD = 32psf 12 6.36 M-3x6- '' M-3x6- M-3x8 ,, ,joio.. 100 A- o v 0 o /- b y rc� .D P R OFFS 1-08-09 3-00 17 �� NGIN�FR s/O* 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - IR Scale: 0.9665 WARNINGS: GENERAL NOTES, mess otherwise noted. O Cr 1.BuiMer and emotion wnlraUar should 6e advised al all Genera Sales I.This de based only me meters shown and is he an lMrvaWal OREGON Truss: IR and Warnings before cmaruaion commences. mewing component.Asp lnMley eideyn panmelers and proper �I /1_ �ON �L 1.ten compression who=acing must be installed where shown a, in^nryannon ormmpeneN la the rcyenaellM mime Wiprp deNgns. 4 -1'A 3.Oddbronaltemporary bracing m Insure enemy dohrp construction i.ne.0,and atinno.es Me eap.sop and beaom alsodard to to ktenlry paned al �O -7_. 14 is the responsibility otme erecter.Addlonal permanent bracing or Fo.c.and e110'o.c napetlrnH unkas Mooed throughout their length by iaP wmhnueueabgathIng on.I l MoowaaauIras W!rnrn moor erywenlecl. ' RR 11-L NVV DATE: 11/1/2 01 B 1M ownll mmotum'n the reapaneibikry sof lot building designer. 3.b Impact bridging or lateral poneo requires nape shown.. SEQ. : K5342690 a.w,loadshould be applied lo any component until snar all Mating ash +.Installation of Suss Is me ngmmMlM/Erin respective cantmctar. fasteners are romple*and al no time Mould any beds greater man 5.Basins ea trusses are to be used Ina nemearraave environment, TRANS ID: LINK design beds be applied to any component, and are far condign'rose.. 5.CompuTrvebeswwprBlaver and assumes noreaponablNy for the 5.Design aewmes full beaMgatal supports shown.Shim or wedge it EXPIRES: 12-31-2019 febroaden.handing,shipment end irnlelb'ion of components. T.Design.awns adequate drainage*provided, November 1,2018 9.Thisdesgn Is furnished subject intM limitations col AM by a Plates Wall be located on both taws Atm.,and placed so Mee center TRIMTCA In SCSI,copes of wtricn will B.furnished upon request. in.a coincide MP pint come,Ines. MTek USA,Ina/Com uTrus Software 7.6.8(1 L)-Z 0 PatDig 6 inaute Moe or plate in inches, P 1,PareeicCoteau,pate in inc values see E5R-1311,ESR-1985(1217ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9•- 8.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 BODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE #16BTR SPACED 24.0^ O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. (JON. LLI 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h-15ft, TCDL=6.D,BCD1=6.0, ASCE 7-10, IL ON BOTTOM CHORD a 10.0 PSF (All Heights), Enclosed, CSC.2, Exp.B, MWFRS(Dix), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=1.6, Truss designed for wind loads considered for this design. T LL - 25 PSF Ground Snow (Pg) n the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-lx2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 9-10 4-10 T T T 12 12 I III-4x4 12.00 7 2 a 12.00 0 f I y 4 5 (c�Ep PR pFess „�5 ' ,,- N EFj�' i0 y 1-00 y 9-08 y 1-00 Y 4' '92 O f • JOB NAME : RT AREA 4 ENGLISH 2 - N1 , ' . Scale: 0.4245 WARNINGS: GENERAL NOTES, unless ore..robe. 1.Mager and erection contractor should be advised of all Conan.Notes 1.This aegn re hand may upon me parameters...and is for en Individual L. 47 OREGON b, ,lj Truss: Nicon nnmm.NNs hulking nent.A pileup meters am andweming.before amm�a gwmro ppftadNy e.gn pars proper 2.3a4 umpreasbn web bracing mat be installed where.own e, irmryennn of component is the recponweilay.fine building designer. / A �O� 3.Additional tamponrybncmp to insureatabbly Boring wnsaodwn 2.Design assumes Me top end COltom chortle to he letenlq'Mend et 4 44. 14, bare nyunsiCllRy nllne erector.Additional permaram bracing nr Sn.a.and at.a ca.rasps.. uNen bmaea tlrouglmul their length by �P DATE: 11/1/2018 rw onngmuaure gibe .A raw building teal continuo...thng such as Arwood sneenlrlpgel soda drywanlBc). l reopen lity o g designer. 3.b:impact Cnnglng or Wend Aladre required Mere shown.. FR R 1I-\- •SEQ.: K5342691 4.No load a long M applied to any Smp...until sud al bracing and 4.Installation or truss is the responsibutydi the raepClwnnnador. Mamma are mnpl.te end.t nu time should any loads gr...than 5.Design assumes trusses are to be used In a nonwnosge environment TRANS ID: LINK design loads be applied lo any component end ere rrw mnelaon-Oran. 5. mpTmah.amdduimld r.ndessmeandrepd bddyforne aDemgna,. eslul bearing Mal supports shown.Shim or wedge I EXPIRES: 12-31-2019 rem mbrw.eon handling,shipment and lnalelatlnn of components. e.Design assumes adequate drainage 1.provided November 1,2018 5.This design is banished subid One imitations set khanshall by 5.Plates al lo cated u an Dorn faces ollrvss Moir ,and placed so center . TPIMTca In SCSI copies orwhlrn coil be burnished upon nwea. Imes wlruW wan pint centerllrws. 9.Digits Indicate age of plate in Maws. MiTek USA.InciCompuTrus Software 7.63(1L)-E 10.Far Waft connector pate detlgn Mew via ESP-s9l1.E531955(AYTak) 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: 2x9 KDDF N150TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9=10) 0 BC: 2x9 KODF p16BTR SPACED 24.0" O.C. 2-3-(-67) 33 , TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 10.D) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX BORE ERG REQUIRED BRG AREA III DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 45.0 PSF 0'- 0 A^ -52/ 319V -18/ 67H 5.5D" 0.51 KDDF 1 625) -39/ 29V 0/ OH 5.5D" 0.04 KDDF 1 625) LL 25 PSF Ground Snow (Pg) 1'- 11.7^ -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND 1RC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Sts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-T 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 DEFT. - 0.003" @ -1•- 0.D" Allowed - 0.100^ 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL - 0.001" @ 1•- 0.1" Allowed - 0.072^ 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 17- MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, hts ,t, cloe5,0,3 ASCE(All Heights), Enclosed, Ca0.2, Exp.B, MWFRS) Dir), load duration Cantor-l.6, Truss designed for wind loads in the plane of the truss only. e ti o � 4 M-3x9 y y 1 1-00 2-00 0NGI NFF""7" 9200PE 9� JOB NAME : RT AREA 4 ENGLISH 2 - ISJ1 �` Scale: 0.6862 • WARNINGS: GENERAL NOSES, unless omervnro noted. 1.Builder and erection contractor should be advised of all General bales I.This design is based only upon the parameters shown and I for en ltNMeual 7 /if OREGON deg 4/Truss: I S JI and Wanings before construction commences. I AdIng component.Applicability of design parameters end proper 2.ape wmMesc6n web bracing oust be instated where down.. Inooryoramn or mmponerd a the responswlMefthe bulldog decisive, 2. W g.Additional te mporary CO bracing insure crabby md�ywnsm aumcn 3.Design assumes me top andbatmenchordatebelaterauybiasedat 4i0 9r 14 a 0 le me reapenudlm of erector.Additional permanent bracing or 99n2'ex.and at la o.c.respectively unless braced(T0)1out their length by 2 DATE: 10/31/2018 Me overall stud!.Is Me responsibility al deal SxImpauesdgbgorsaaaagrwora.heewherahownrdmw.n(BCI. MFRR1LL yd a per. 42.aileonGrumor latent booing required respective cn•e }i SEQ.: K5392692 4.No bad sarebde.eWen a anyt reopened end alter al bracing S.Design Me are to eibse inlnreapedNecmbadn, fasteners are complete and et no time swum any loads gasser then s.Dusan.esumesbun.can to be uasa'm.non otnsw..nwnm.nt TRANS ID: LINK design code be applied faany component and are roraty mnalwr or u... B.GempaTmeN.¢red.dnedldw.r.td.swne,nnreapenebill„mtm. d.Deskssume,Wlbeating at.Isup,ade shown.Shim or wedge d EXPIRES: 12-31-2019 fabrication.handling,sm m on pme and installation el mpents, ry' S.cee'gn assumes adequate drainage'eprovided. November 1,2018 8.This design n.miehod subject re the ll50fuis set forth by B.1leteeshd be boated on bath races of loss,and paced so their Center TPVWfCA in SCSI,copies at Mich will Ee NmkMd upon request Ides coincide HM)dM center lines. I.Olges Indicate see of plate In Inches. Mirek USA,Int.ICompuTru¢Software 1.6.8(1L)-E 10.FOr basic wnnedor plate design wekessee ESR..1311,99999ea(MITew) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF 01&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-2518) 362 4-5=(-1890) 2099 4-1=(-2324) 312 5-3=( -572) 2434 BC: 2x6 KDDF S1sETR 2-3-(-2518) 362 5-6=(-1890) 2099 1-5=( -572) 2434 3-6=(-2324) 312 WEBS: 2x6 KDDF ST; LOADING 5-2=( -350) 2208 2x9 KDDF STAND A LL = 25 -F Ground Snow 5Pgl TC UNIF LL( 50.0)+DL( 20.0)- = 70.0 PLF 0'- 0.0" TO 9'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC LATERAL SUPPORT <- 12"OC. DON. BC UNIF LL( 292.1)+DL( 257.71- 554.8 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"0C. DON. 0'- 0.0. -979/ 3936V -2000/ 2000H 5.50" 5.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.0- -479/ 3436V -2000/ 2000H 5.5D" 5.50 KDDF ) 625) • REQUIREMENTS OF IBC 2015 AND 1RC 2015 NOT BEING MET. e ( 2 ( complete trusses required. COND. 2: Design checked for net(-"/ ps£) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.row(s) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 I/�/ 9" oc in 2 row throughout 2x4 top chords, MAX TL DEFL = -0.019" @ 4'- 10.0" Allowed = 0.503" '�VX\ 9" oc in 2 throughout 2x6 bottom cboxtls,9" oc in 2 raw(s) throughout 2x6 webs, MAX TC PANEL LL DEFL - 0.045" @ 2'- 9.2" Allowed = 0.333" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.004" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.004" @ 0'- 2.7" 9-10 4-10 T . ,f 1COND. 3: 2000.00 LBS SEISMIC LOAD. 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 9.00 7 a9-00 2 4.0" Wind: 140 mph, h-15ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, wIa. (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Di r), r load duration factor-1.6, I�1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x8 1 AIIIIIIIIiiiiim..._ •01100__...miiiiiitii f y►1 cr M-3x8 M-7x10 M-3x8 y 4-10 y 4-10 y ��(<,PED�PROFFgs y 9 O8 Y 0 INFFR /7 4 w 9200PE 9I' JOB NAME : RT AREA 4 ENGLISH 2 - LGIRD • Scale: 0.4288 WARNINGS: GENERAL NOTES. unless othervse noted tt I.Baider and erenlmnwneadoraBordbead..ofalGenea)Notes I.InsdadgnIasedonbuponmepam.Insshownandalorani�..ldual �74. ,7OREGON �iti Truss: LGIRD and warnings before wngm.lwn commons.. holding camponem.Applicability of design parameters led proper 2.26<wmpmedonwebbmdngmW,hmdalldwhemshown. wamamdanafwmpa»nliam.r.w diW efinealBigdaagner 2 P. 3.Aaadlon»temporary N.e„gla�apmN.Nlagdal,gwnam,d�an 2.Dedgnassumeametopandlad*charde050 heaBtod laterally uaet /� 44' 14 winem MI ss.omelet.Admlonalpemmnem bracing of 2'we.and al to nurewamery unless aauemmugnoul Weir length W l .pond aya n...Swathing Each as plywood ansming(Tcl wide,'drywaNSPI. p V ' DATE: 10/31/2018 t.we.amjdbq,ie me reappnweiny wNabwMiry doegoe, 3.2x Impact bridging or lateral bracing reseed Where sn0wn.. 'eR1110- SEQ, : K5342693 a.No load should be ann..any component until atter as bracing and a.Installation of buss et.responsibility oft.reopen.connects fastens are compete and et no lane should any loads greater than s.Design aa.umes ee ssman to be used in a non nneNve environment. TRANS ID: LINK design load..eroii.n lo am wmponem_ .nags for lull l be of use.l 3.CompaTna has nowndal over and aawmeawaawndmRy For t. 6.Design asfebnsumes meslull..nngataaswpo,asn,wn.swm,rw.dped EXPIRES: 12-31-2019 ry. hag,handing,iehed subject.shipment no toe lldte.n,components. B.Peg W beelout.on dra nageSea I.provided. November 1,2018 • 6.TPIA design MMAIn CSIIcodes otwhen bemwnsax forth byB.pwl.cma.wcewa oehornwwa al Inns.and placed so may comer TPNNTC0.1n BCSI,c,pn,l wfirn wag.Nmiaha0 upon requem. lines coincide ram loi center . B. indicate see Nee in corns. MTek USA,ncJCompuTaNS Software].6.8(1L}E 1g.Fwr Digits connector Gem Ybgn val ues pew E6R4311,ESR-191e(MRak) This design prepared Erom computer input by Pacific Lumber and Trvss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TO: 2x4 RODE 91613TR LOAD DURATION INCREASE - 1.15 1-2-( -12) 149 6-7=(-230) 245 6-2=(-592) 175 BC: 2x4 KDDF 4166TR SPACED 29.0" O.C. 2-3 (-461) 99 ]-8=( -53) 53 2-]-( -22) 217 WEBS: 2x4 KDDF STAND; 3-4=(-919) 99 ]-3 ( O) 256 2x6 KDDF N2 A LOADING 9-5=( -12) 149 ]-9-( -57) 282 LL( 25.0)+DL) 10.0) ON TOP CHORD- 35.0 PSF 4-8=(-592) 213 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BC LATERAL SUPPORT <= 12"OC. ION. TOTAL LOAD= 45.0 POE BEARING MAX VERT MAX HORS 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" -72/ 615V -209/ 2091-1 5.50" 0.41 RODE (1485) -72/ 615V 0/ OH 5.50" 0.41 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •s For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2D15 NOT BEING MET. I,, COND. 2: Design checked for net(-] ps£) uplift at 24 "cc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/IBD MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL DUEL = -0.002" @ -1'- 0.0" Allowed = 0.133^ 4-10 4_10 MAX LL DEFL = -0.001" @ 10'- 8.D" Allowed - 0.100" I. ,r MAX TL DEFL - -0.002" @ 10'- 8.0" Allowed = 0.133" T MAX TC PANEL LL DEFL - 0.152" @ 6'- 10.9" Allowed = 0.382" 12 12 MAX TC PANEL TL DEFL - 0.141" @ 2'- 9.1" Allowed = 0.573" 12.00 M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS N 2.00 3 9.0 MAX HOER. LL DEFL - 0.006" @ 9'- 5.2" Allk MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" Vq Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h-22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind leads in the plane of the truss only. M-3x4 41 M-3x4 2 .6- �` M-5x8 *: -/ al A p r- i cc. 6I`i es A Ir M-1.5x3 M-1.5x3 , 6.00 6.00 12 12 1 J' 1 1 .1' �y FT / (i • 1-00 1 9-10 4-10 11-00 `�-9 PRQ 9-08 �� tiNGIN FFq s/g 2 89200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - N2 • • Scale: 0.3531 WARNINGS: GENERAL NOTES, union°menage noted. Q Cr I.Balder and erection contractor should be as„end of all Genets Nate, I.TMa deegn is bawd only upon Me parameters soon and is for an Individual 9G A OREGON Ix •\4, Truss: N2 and Wanurps Metre wnMm<eon commences. beetling component.ApglwbRy of design wrameNm and proper a(' 2.2e usmpresB web[means must be Instal where shown e. Incorporation of component is the reepone wry here bulling aegro_ 2�a� � - 3.aadnpnaltem z.0ngnafarre Me lop bottom chords laterally Paned wren bracing to inwrceneaey eunna wnmmdion n /Q 14y 1s Me reapentibife of the erector.Adtlilbnalpennanenl bracing of 3o<antl M lV ox.reaped'rvely unlsw Mwtl(TCiaR er4 brpM by DATE: 10/31/2 O16 ma overall structure Is me red `bntln"nue sheathing such as plywood aneallinpRt)anvor anwellSatt � wnwbilly of the bukhp designer. S.2e Impact homing or Wont bracing required wMn Mlown.. ��\ SEQ.: K5342699 4.No load should easiness;to any component Emil after al bracing and de woodmenan or truss mew responsibility of respective contractor. l.l�" faMemrs are complete and at no ems sheuld any wads greater Man 5_Desgn assumes trusses are to be used in s non-corrosive environment TRANS ID: LINK design loads be applied to rinewmponem. and.m In'My concretion"oruse. e.Cnerwrm.nee no control peer end awumes no reynnalellity tor ea e.Designowew assumes full M,ma at al supports shovel.shim pr wedge II EXPIRES: 12-31-2019 Monconon Meath,.shipment and InMYlalbn of components. ten. O.TVs design is Mmehed sniped MM.limitations Set Sergi by ].Deage«M„mebee,rMadwlfeeosolonnage is n s. November 1,2018 4.l es coincide with belted« wanes.ertmu,end paced so tar weer TPIMTCA in BtSI,cop«orvekn will be lumieneeuwnrequeM. Ova arrest wee Joint wowIn inches. g.For IMImu see brace e'r 0.1 Wok USA,InclCompuTrus Software].6.8(1L}E 10.For bask conwdbr pate design values see ESR-t3n,EBRn 9B8(Mrtak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 ROOF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-462) 101 4-5-(-192) 203 4-1-(-405) 146 5-3-1 -28) 266 BC: 2x4 KDDF ASSETS SPACED 24.0" 0.C. 2-3=(-473) 125 5-6=( -50) 72 1-5-( -23) 219 3-6=1-405) 171 WEBS: 2x4 ROOF STAND; 5-2=( 0) 256 2x6 ROOF 012 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 POE BEARING MAX VERT MAX HORN BEG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. ION. TOTAL LOAD - 45.0 PSF 0'- 0.0" -67/ 435V -170/ 110H 5.50" 0.29 KDDF (1485) 9'- 8.0" -67/ 435V 0/ 0H 5.50" 0.29 KDDF (1485) •* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-T 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 IOPSF LIVE LOAD. TOP MAX PC PANEL LL DEFT, 0.153" @ 6'- 10.4. Allowed 0.362" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" 0 2'- 7.1" Allowed = 0.573" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.006" @ 9'- 5.2" 4-10 4-10 MAX HORIZ. TL DEFL - 0.010" @ 9'- 5.2" / f 1 I 12 12 Design conforms to main windforce-resisting M-9x6 12.00 V 12.00 system and components and cladding criteria. 2 9.0 Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, AC (All. Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the Lruss only. M-3x9 `ir M-3x4 4 Sx8 as -se N ti I 1 p 0 0 f 4,f w�, M-1.5x3 M-1.5x3 . 6.00 6.00 12 12 y 6 1 4-10 4-10 y 9-08 > kYc\c�g`�<NG1N F9 9 /02 ° :9200PE 1 JOB NAME : RT AREA 4 ENGLISH 2 - N3 (iiIIPP/..,-•. Scale: 0.3533 L • " WARNINGS: GENERAL NOSES. union°Mewl,.noted: O A+ t.Builder and eredion ceM.ear should be advised of all Gemini Notes t.This design N based only upon me parameters shown are NW an inde:al -4 A-OREGON 1 to Truss: N3 and Warnings before eanNucnon rnmmenua. twitting component.Applicability of deeps parameters and proper .a' /` 2.a9 compression web twang min be Installed where shown+. incorporation or component Stan teape^ueiloo of Me Gildingdwp^er. �} 9.Additional temporary bracing la inacre Sabity during construction 3.Design assumes Ma Op and bottom Melva toholatWry braced at �O "lr 14 i �, tithe responsibility of the erector.Additional permanent bracing of 2o.c.aMatlp'o.c.ngediuety unless Maid throughout meY length by (� DATE: 10/31/2018 the awanx Yhumrae ha thenaponwbiury of me buildingdesigner. continuous shoaling such as plywood Mmlmng(Tc)mvdr erywalkeq. 9.ts Impact bridging or latent bracing required whew shown++ illE.Ft 11.A- 'SEQ. : K5342695 4.Noted should be applied to any component until alter WI bracing and 4.Installationmeuse ie the to to one of the nn.uon,e contractor. fasteners an complete and at no time Mould any bads greeter man B.Design assume lmaees an la be seed in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. erg ere rordn condition or we. S.Cempurne hes no control over and assumes no rosponahalgy NI lM B.Design auwnes full Min et al supports Mown.slYm ar wedge If fabrication,naMYg,Npm.nteMinalwlomntPomp components. Mry•ry. EXPIRES: 12 31 2019 7 aNs Shalbesadedon atlfapeisprass.a. November 1,2018 I.This design Is sow wekdiw the)be imitations seforth by 9.Pietas Maece auto on Wm kcal of truss.and pYcedw meY comer TPIMTCA in SCSI.copies of which wall be furnished upon request. linos coincide v joint center lines. 9.Obits Indicate see lines.e of plate to inches. MiTek USA,lnc./CornpuTrus Software 76.8(IL)-E to.nor bass connector plate design values see ESR-1911.ESR-1868(MOWS This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- B.O. IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #106TR LOAD DURATION INCREASE = 1.15 1-2-) -12) 144 6-7=1-2233) 2262 6-2=( -994) 744 BC: 2x4 KDDF #10ETR SPACED 24.0" O.C. 2-3-1-1630) 1361 7-8-1-2233) 2262 2-7=(-1441) 1604 WEBS: 2x4 MODE STAND; 3-4=(-1630) 1361 7-3-1-1028) 1248 2x6 KDDF #2 A LOADING 4-5=1 -12) 144 0-4=(-1441) 1604 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE 4-8=( -994) 744 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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/ 200011 5.50" 0.67 RODE (1485) 9'- 8.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 RODE (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(-] psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.001" @ -1`- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- D.O. Allowed - 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 1 MAX TC PANEL LL DEFL - 0.152" @ 6'- 10.9" Allowed = 0.382" 12 12 MAX TC PANEL TL DEFL - 0.141" @ 2'- 9.1" Allowed - 0.573" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 N12.00 3 4 0" MAX HORIZ. LL DEFL = 0.040" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.044" @ 0'- 2.7" IC IL\H\� rOND. 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,BCOL=6.0, ASCE I-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End verticals) a exposed to wind, Truss designed fors wind loads in the plane of the truss only. M-3x4 gpf �F M-Sx8 -44 in in Ti Ti o s 6c III f M-3x4 M-3x4 , 6.00 6.00 12 12 y)-oo j 4-10 9- il 4-10 y l-ao y C��CO• GPN EF'`) 2 JOB NAME : RT AREA 4 ENGLISH 2 - NDRAG Scale: - �� _ WARNINGS, °CABRAL NOTES. unless dMnwi.noted: in Cr 'I I.Builder and election neMMtler should be advised of all Genet)Wes 1.Tlia design IS based oily upon the parameters shown and is for en individual v A-OREGON \. �� Truss: NDRAG and Warnings before wnawatian commences. building compelled.Apdiseb4by WI deegn Parametere end paper ./,� N 2.2x4 compression web bracing mud be instilled where andosewn e. incorporation of component dine responsibility of be nuitlirg hugrer. /O �� 14 2�� 3.Additional temporary bating to mpin&SWAY dudn9<endry AR, 2.Design assumes me tossed bottom chords to be labially wooed at is theresponsibility Itne enactor.Adoldonal permanent f Soc.and ally ail loep0,My rmkea braW throughout their length by e permane roe continuous deemingpith as plywood sbedntnnnn Sandler drywall(BC/. 9y�+Q RI''- DATE: 10/31/2 018 the overall e0uaure SIM responsibility of building designer. 3.le Impact bodging or Morel baiting required where shown.. 6C��7 SEQ.: K5342696 4.be bed olwuil be applied le any component until Odd al bracing and 4.00 loon el Ile a des O� clew used in e non-corrosive c environment d. fasteners are complete and al no time should any loads gloater then sign assumes Pumas TRANS ID: LINK sedan loads be applied m enrsamla ear B.Deesiinassumes common. al supports dom. or B.CempuTmn bin no control over and..anima no responsibility bribe necessary EXPIRES: 12-31-2019 fabrication.handling.sIpmenl end'indallabon of components. g.Design assumes adequate dninpe is provided November 1,2018 B.This design la furnished subbed to#N limitations set forth by B.Kates slag be bodied an bob Rams of trues,and plowed on boil-center TPWITCA in SCSI,copes el which veil be mmbhed upon rasped. kilo coincide with joint seder lines. ' 9.Digits Indicate size el plate in inches. MiTek USA,InofCompuTlus Software 7.6.8(1L)-E no.for basic connecter Ode deaden values see ESR-1311,ESR-15e8 IMITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 25-09-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #166TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-158) 202 4-5=1-280) 942 1-4=( -154) 64 2-6=1-1938) 449 BC: 2x6 RODE 916BTR 2-3=(-158) 202 5-6=1-280) 942 4-2-(-1938) 946 6-3=1 -154) 69 WEBS: 2x4 KDDF STAND LOADING 5-2-( -959) 3172 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.0)+DLI 20.07= 70.0 PLF 0'- 0.0" TO 9'- B.0" V BEARING MAX VERT MAX HORS ERG REQUIRED ERG AREA EC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LLI 297,1)4/Li 257.7)= 559.8 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -599/ 3020V -283/ 283H 5.50" 4.83 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -599/ 3020V 0/ OH 5.50" 9.83 ROOF ( 625) ' ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(5) 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: ICOND. 2: Design checked for net)-7 psf) uplift at 29 "oc spacing. �[j ] 9" oc in 2 row(s) throughout 2x6 top chords, B" cc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2X4 webs. MAX LL DEFL - -0.021" @ 4'- 10.0" Allowed - 0.438" ++ For hanger specs. = See approved plans MAX TL DEF, - -0.038" @ 9'- 10.0" Allowed = 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-10 4-10 MAX HORIZ. LL DEF, = -0.002" @ 9'- 4.5" 1' 4' '1 MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.5" M-1.5x3 M-3x8 M-1.5x3 1 2 3 Design conforms to main windforce-resisting f --f system and components and cladding criteria. o - - U wind: 140 mph, h=23.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M9FRs)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. 1-ri 1,. r 0 I I co co ,n1 � � J_ ,r, t2 , a++ 6 R1 6 M-9x8 M-3x8 M-9x8 y y 9-10 et- 9-10 4i�D PROFFs y 9 08 y ZC,.: �N(3,INEF9 si0 49 89200PE' r • JOB NAME : RT AREA 4 ENGLISH 2 - NGIRD • Scale: 0.3208 WARNINGS, GENERAL NOTES. mien Mnerr,ise nobs. I.Milder and erection wnbador should be advised of all General Nubs t.This design is based only upon me parameters Ywwn and Is b,an Individual OREGON 4(/� Truss: NGIRD and Wemn9a before eondmapn common., bullring component Appl.Nliy of eeeipn parameters and proper J �L 29ra compression web treeing rw be instil .where shown•. e. incorporation etwmpomrrt is me reyawbBTJ of me maiming designer. / A'' 2c:\ 1 3.Additional temporary eneFBb Insure gaNllly dunnp wn9rukbn 2.Dem.assmes the top end bottom chords to be laterally erased at I d P IalM responsibility Mille erector.Atl6tonal IDra<irg o! 7ae.and tl10'a.c.respeGNey unless bracedOM1aismoetheirkKSG F h permanen continuous sheathing such as prybod seesthmgo l anWb Oywell(BCI� Wk.' \ �J e DATE: 10/31/2018 Meavarag structure a Is the responnuly of the building e designer. 3.Is impact bndyng enter.bracing required stem shown 1RR"4 SEQ.: K5342697 a.Na wee should be applieab any se.. ,unn bath g beano and 4.LW.IYnansnow lithe are lobe !fie respective contrast.. Osten,.are complete and at w bee should any reads greater tan S.Design assumes wales are m be used m a naneomalve environment, eemon bads be apples b any component. as are Oa"dry wnambn-°f use. TRANS ID: LINK s.Campunia5asno control over anti assumes norewandmxyfwma B.Dealgnaxumeamllea.nngm.nawpwmanavm.sltlmpaweagerc EXPIRES: 12-31-2019 necessary. r trRallen h.Om6Red pm.rN.ho instillation alcompanenrs. ,.Design Oalbea.dagcon drein.g.i.1:056 . November 1,2018 .. 6.Tics design W famished mixed tots limitations set isms by O.Plaice Gran be bested on boa,bwe of truss.and placed w their center TPNNfCA to BCSl.wpka...Rh yell be furnished upon request. lines windtle with joint center lines 9.Dots Indicate size el pge In inches MTek USA,Ine.lCompana Software 7.6.8(1L)-E la.Far bare°connMor pate design values see ESR-1311.ESR.1 RN(Web) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ICOND. 2: Design checked for net(-7 psfl uplift at 24 "oc spacing. TC: 229 KDDF #S&STR LOAD DURATION INCREASE = 1.15 BC) 2x9 KDDF #160TR SPACED 29.0^ 0.C. IrOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS; 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x4 KDDF #16BTR A LOADING LL( 25.0)fDL( 10.0) ON TOP CHORD - 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h-15ft, TCDL=6.0,BCOL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"Oc. UON. TOTAL LOAD 95.0 PSF (All Heights), Enclosed, car.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End verticalls) are exposed to wind, M-1.5x9 orequal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss des plan red for wind loads vertical members (uon). REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING HET. in the plane of the truss only. Gable end truss on continuous bearing wall (ION. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Vote:Truss design requires continuous Refer to CompuTrUSspecifics gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. bearing wall for entire span DON. 6-04-07 5-08-09 T T 1 12 9.00 p M-1.5x3 4 -,.' • M-3x6 ✓t 52 A 00 41111 it ( ►�� I t rrw o e M-1.5x3 M-3x6 M-3x4 6-02-11 j 5-10-05 y <�ED PROFFS(.9 j y �C. �.1-. c9 ip2 1-04 12-01 cc 9200PE 9x JOB NAME : RT AREA 4 ENGLISH 2 — P1AFW Scale: 0.2739 WARNINGS: GENERAL NOTES, uNnc&Nemec,noted' O �" I.Builder and election contract&should be atlxwd of ant General Notes I.TnlsdesignN weed eNJ upon me parameters shown eat Is ler an individual Truss: P1AF4P Proper yL RE N A., and vAmireenerore construction commences. building Non of cotpenemaky&Imegnpanmelie are 2.na compression web Drams mutt be instated whore shown•. Incorporation of mmpemm klM reap&natildy 011ie bullring deu8nu_ 4f 1}�'` �4 3.Additional temporary bracing to Inure mealy during construction 3.Design assumes ate tap and nolmm entree to be lHeraV/bwetl& �O -7y 1u} y k the reasonability ate erecter.Additional permanent bracing of No.c arid al to'c.c.n1Sf a.9N unless Melt ng(TE)houI nnate length by } ,ea DATE: 11/1/2018 the overall Aruaenl+menapomlbiltyef the buildl me mmiomwedgemire&enaaawrnrewemweresnwererywanlacl. MERRIt. ^B brace 3.L Impact taI65absheingia lateral as plywoodlthg nTere)am:we c f71 SEQ.: K5392698 a.No Mad should he appliedb env component until alter al bracing and 4.ImlalYlwn m nu®h Menepenrsibim of tlw reapeawa &. fasteners ate belie:,and at no time should any loam li mn en 5.Design trauma trusses raL es are to be weed In a noncavt environment TRANS ID: LINK design beds be applied to am component. and are for condition'aara. B.C4mpwTrvsha.mmmrelaa.r.rid.awmeamraeppmlblNybrme B.Design assumes es AA Waling el atmpporle&wen.Shim or wedge II EXPIRES: 12-31-2019 ry.wm tatdcetwn,handing,shipment and installation of components. ].Design assumes adequate drainage is provided. November 1,2018 6.This design is furnished meted to the lsnaalam set forth by 9.Plates shall be located on both faces&ftruss,and placed an their center TPNNTCA In BEBI,gapes al raid will be firma/Fed upon request Meewmdde with joint center fries. 9.Digit lndicale sire Opiate In Inches. MTek USA,Inc./Compares Software 7.6.6(IL)-E to For base connector plate design values see 33R-1311,EBRA98a(MTTak) 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 24 "oc spacing. TC: 2x9 HIDE ftl&BTR LOAD DURATION INCREASE = 1.15 IrOND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 KDDF k16BTR SPACED 29.0" O.C. - WEBS: 2x9 RODE STAND; Design conforms to main windforce-resisting 2x4 NUDE 81&BTR A LOADING system and components and cladding criteria. LL( 25.07.DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <- 12"OC. CON. Si ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h-15ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRSWiz), load duration factor-1.6, LL 25 PSI 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 (son). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE in the plane of the truss only. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Gable end truss on continuous bearing wall UON. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Refer to CompuTrus gable end detail for Note:Truss design requires continuous complete specifications. bearing wall for entire span UON. 1-05 9-06 10-00 . T -1 1. 1-05 9-09 9-09 6-06-09 3-05-07 T T 1 T T '1 12 12 9.00 7 Q 9.00 M-bob -M-4x4 M-5x6 2 3 4 M-3x4 IIjrii .. 1Iiip) z3x6 o I ;-:X8rocis -,0 iz 6.1 il erg. 7 6 0.25"9 10 li M-9x8 M-3x6 IIM-9x9 IIM-9x4 M-5x8(S) �� Eo PROF ss y y y 1 y F 1-06-12 9-02-08 6-11-13 3-01-15 l �`Co •AGINEC. /. y 20-11 . V89200PE 9� JOB NAME : RT AREA 4 ENGLISH 2 - P1BFW s I Scale: 0.2210 WARNINGS: GENERAL NONE6, unless athmwlse noted ,I- Ct I.Builder and erection nnntrador should be advised of ell General gales 1.r5s design r based only uponme panmebn show"and lc'sr m individual O OREGON 1c. £(/ Truss: P1BFW and Warnings xrerewnurunwn comm.., building component.Ayplieabdny of design paranetm end preps, N 2.Iva compression web b2Wq must be installed where shown•. incorporation olcanpunem Male reepamiblFy of monigs designer. �� 3.Additional temporary oscine to insure GabiM during construction 2.Design exuneslM cop and bottom Chards to be laterally brecedL G<0 9y 14 0 is the nee Gbjllg OM*erector.Additional pemrenent dash W Pa.c,and at In o c.r550tr sly unless Mud throughout their length by (1 Wn "6 cages...sheathing such es s05Wsgdeay.11mg)and/or arywal6130. `' �J DATE: 11/1/2018 theNo Old ddrrre In me reepsnaibsryolmeeuulfg a Ws, 3.a Impact bridging or lateral bracing required where shown•. �R R'�` SEQ.: K5342699 4.No road should be applied m anyaamponem until alter all bracing and 5 installation 00mns syh'att mxta5»eineanen oomstiochse..malrumrent nabn.n are mmpNm and at no nme eMUN any bads greater than e aarre assumes wagon'of use. TRANS ID: LINK Oestpn bads be applied lv any component g Design assumes S0 bearing ataieuppod.shown.shimsrwedgea EXPIRES: 12-31-2019 5.<ammar.Ms no control over and assumes no reg.nabnly for the ayryee fabnutbn,handling,abimer and Installation of component. -A Designassumes adequate drainage is dragged. November 1,2018 &This design is furnished atlpst to the!legations sal forth by a.Flares shall be lorded on both teas of truss.and placed as their center ' rPIWICA in SCSI,espies of which et be Swished upon request. lines confide with joint unler lines 5.Doges indicate sae of plus in maims. MRek USA,Ine.IcanpsTnis Software 7.8.8(IL)-Z 10.For Wale connecter(late Seams values ere E6R-131 I,ESR-16661MR5F) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" kOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE N16BTR SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND • LOADING Design conforms to main dwindforce-resisting ORT <_ "OC. DON. LL( 25.0)=DI.( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <- 12"OC. CON. OL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15f t, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS:Dix), LL = 25 PSF Ground Snow (P9) load duration factor-1.6, M-1.5x9 or equal at non-structural End verticals) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall JON. 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 entirespanDON. 3-06 4 4 12 9.007 M-1.5x3 a •••• 41 N o o el O ,IO -, o M-3x9 M-1.5x3 1 ,tk.. ..C1 Pf,ROFFS y 1-09 '' 3-06 y ��\�N0 0NGINfR s;OA. ' � 89200PE Sr. • JOB NAME : RT AREA 4 ENGLISH 2 - P1CFW Scale: 0.6263 WARNINGS: GENERAL NOES, unless otherwise naiad. Q r�C 1.Merer and erection contractor abwlab•advised or al General Notes 1.This deeign is need only upon me parameters shorn and is M an individual yL OREGON ts �1U Truss: P1CFW and vramlree before wnmrahon wmmen«e. eaiumg eempo^em.AVpleabeey or design parameters an prover 2.led wmpreaRan web bracing mum be mtleied where shown a. inmryomnan olwmpenem uln.responsibility of building designer. 'fY 9,O �4 3.Additional temporary bracing to hone tlaWny duOng ennalnWMn Yhe.c.andmon 10 me rap and WnamcslIneharCIS be lry brand a1 'I y,r IalM rosponalblfry of the erector.Additional permanent bracing of oar5n and at 10'o.erecpeGuety unless Owed throughoutUlsnuUMoir length by O 1VI DATE: 11/1/2018 ma overall structure a me responsibility or the building designer. wmnwuamNminaweneapryngraueedwb(TShownrmywan(ac). MFRR►t\- SEQ,: K5342700 4.No mad mould ea applied anyacomponent we after Srbracing 4.InDd tnwenct ofInre or thelat rosal ponargly auiee respect. II F-11 wraps^a nt and 4.Damn assumes Pus the ar mi nMrt Definers are wmpkle and el rolhne should any aeaegrcettrlMn 5,and are esodryoon.aeaert to be umdmanorv<em9re environment, TRANS ID: LINK design loads b•applied m any component ena.m row do apnamw^er use. 5.Gm^puTma Ms no control over end assumes nu rcwanWlWy Dr me B.Design entrees full bearing at aY wpporta maven.SM1�m awedge it EXPIRES: 12-31-2019 RbridMn.Mndnng.Shipment and installation of components. necessary. .Design a"imbue* ne drainage la padded. November 1,2018 die This detlgn IS amlmea subject meobe funs sal forth by B.prates and is built*on tom Nwaorwro,and placed wlMuwre.r TPNNICA in BC51,copiers al wM1kn will be NmisMa upon request. lines coincide will joint center tins. 9.MiTek USA,Inc./CompuT rs Software 7.6.8(11)-E la.Digits basic coonnaaor des size of plate In ign inches.values see ESN-I d11,ESR-1 wa(MnaM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37.- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 RODE' g16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF g1613TR SPACED 24.0" O.C. ICON°. 3: 150.00 PLF SEISMIC LOAD. 1 WEBS: 2x4 ROOF STAND Design conforms to main vindforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 1Z"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF Wind: 140 mph, h-15ft, TCOL=6.0,BCOL=6.0, ASCE 7-10, TOTAL LOAD - 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), load duration factor=l.6, LL = 25 PEE Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non-structural vertical members (von). 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 Com Triosgable end detail for Vote:Truss design requires continuous pis 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 'f 0 01 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 1 1 01 I 1 1' 01 12 12 g DD M-5x6 M-3x9 M-5x6 719.00 4 5 6 / i M-3x6 M-3x6 3 -.4";; 1 41/ -1-1 "'"4 0i41111khhhhh.. / \ .. / \ 00 of lt" M-1.Sx3 10 110.25" 0.25'r 12 13 \ M-1.Sx3 0 M-y 4x6 y M-Sxy(S) M-5x8(5) . D PR tire. 7-00-11 6-10-01 9-02-08 6-10-01 7 _`Ge`INE`fC 04, 1-09 37-00 1-04 .9 89200PE JOB NAME : RT AREA 4 ENGLISH 2 - P2FW Scale: D.2251 ` %. / WARNINGS GENERAL NOTES. unless other*noted: I 1.Builder and erection contractor should be advised at all General Notes 1.Ilks design6 based only upon the parameters shown end is tor n iMMduel OREGON 4' Truss: P2 FW and warning.boron<enu a mmences treading component.Apq ltm l design or novae and proper x.?aeempewlan web Mad g al beI Bated where shown r_ incorporation rwmpo n-in epp easy of lvminge designer. 2 ��. • 3.addnonal temporary bridal ' Gabilly during construction z wog aln DependWllo chords to be laterallygrin bracedat L/Q '9Y 14 k the responsibility att.elector.Additional permanent bracing o/ we.<.and et aeeelnler rsang as p9ely unless hewed throughout may length 1. DATE: 11/1/2018 the overall stradureis the responsing fthebuiNlo d rmnwusexgingorweral aryweaeaerewhereC)onmmeryweu(Bq. MERRII.L responsibility 5 designer. ].'ln Impact bridging lateral Mating mitered where Mewns♦ 'SEQ.: K5342701 A No load should be aepaan to any component until alter al Mann°and a Installation ten of tram Is the responsibility of the resPodive<entracte, fasteners are complete end M ne time should any loads greeter Pan S.Design assumes trusses an to M used in a non-carm9ve environment. TRANS ID: LINK design loads be applied to any component. ene.re for'dry cendnom roam. s.compaTra.has rw control over and assumes no responsibility rorthe 6.Design assumes MB Deming stel supports strewn.Shim or wedge if EXPIRES: 12-31-2019 , fa design to handling,shipment and installation of components. T.Design assumes adequate drainage Is provided. November 1,2018 s.This design is furnished subject the anklebone bid B. ebone t by Plates analM onet bothso onMeese,mms,and placed their center . TPIIwICA In 9351,copies afvtlM will be furnished upon rogues. lines Coincide with real center IIMS MRek USA,Inn/C Tlus Software 7.6.81E Eno.our 5s indicate errlPn ( } .Ebrmakcate We el plate design values me ESfl-,]11.ESR-1968(MITeIQ a This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-08-00 FROM 26-D0-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 410R/DDF/Cq=1.00 PC: 2x4 )(DUE #16BTR 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 4116810 2- 3=1-3954) 500 10-11=(-274) 3324 2-11=1 -366) 194 14- 8=(-1042) 222 WEBS: 2x4 EDDF STAND LOAuiNG 3- 4=1-3780) 544 11-12=(-228) 3072 11- 3=( -94) 228 8-15=( -116) 1304 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3000) 446 12-13=(-3D2) 360D 3-12-1 -450) 270 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LLI 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=1-4048) 638 13-14=(-534) 4856 4-12=1 -286) 2086 BC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LLI 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=1-5074) 782 14-15=(-720) 5674 12- 5=(-1476) 328 BC UNIF LL( 95.8)+DL( 96,7)- 192.5 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8-1-6284) 930 15- 9=(-722) 569D 5-13=( -224) 1206 8- 9=1-7396) 1010 13- 6c( -428) 2858 r ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2819.0 LES @ 25'- 9.0" 13- 7=(-3330) 660 Attach 2 ply with 3"x.131 DIA GIN nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA 9" oc in 1 row(s) throughout 2x4 top chords,XX LIVE LOAD AT LOCATION(9) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 2962V -235/ 235H 5.50" 4.74 RODE ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -718/ 5272V 0/ OH 5.50" 8.43 KDDF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 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.D" Allowed = 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0,061" @ 36'- 6.5" Design conforms to main indforce-resisting 13-06 10-00 13-06 system and components and cladding criteria. '1 1 1 1 Wind: 140 mph, h=15ft, TCDL=6.0,BCSL=6.0, ASCE 7-10, 5-11-12 5-04-12 2-01-08 5-00 5-00 2-01-08 5-04-12 5-11-12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1 1 1 1 1 1 1 1 load duration factor-1.6, 12 12 Truss designed for wind loads 9.00 p M-5x6 M-3x4 M-5x6 Q 9 DD in the plane of the truss only. 5 6 , =3x43xR 3 M-3x4 +! + +@ M-3x4 + + 0 0 0 t B 0 1 1D 11 12 'f 1 13 • 19 15 9 o' =M-4 x4 M-1.5x3 M-3x4 0.25" 0.25" " M-7x6 M-1,5x3 M-3x8 0' M-7x8(5) M-7x8(S) (e,E) PROict 2819N y 5-10 y 5-03 y2-06-12y 9-08-08 y2-06-12 5-03 j 5-10 .1' s5. ON�'INEFR s�o� 37-00 *A :9200PE 1.--. JOBJOB NAME : RT AREA 4 ENGLISH 2 - P3GIRD Scale; 0.1789 �� WARNINGS: GENERAL NOTES, unless otherwise noted: GC I.Reimer and erctlemomradorshheu,dbeadesedofal General Dons 1.miedesInis based only upon tMw,am.tan shown and is for anindividual 9 OREGON�t Ito Truss: P3GIRD and Warningsbefore canummon mmmesaa. building component.Appina5N9 of dse®n parameters and proper 3.xammpresaldn web bracing mug he Nadia!where oilmen+. inro'porAnn almmponenl s the responabil' at the bolting dingo*, �I 3.Additional temporary bracing to insure Wal:iy dump aonahudlon 2ibeg^aesumea the by and bottom dw,debMla0.nlly Mud al 'O • 121 2a A+ la the Tac.ant at Is on.respectively unkas Gaud throughout their brgin by Y. �`- eyondbllityaliMarens Ads fthurmamnl bracing of continuous sheathing such as piywooa eheetMng(TC)enwor drywealee). DATE: 10/31/2018 the overall almaureiMetseny.10WeoftheMWingdesigner. a_Tilmped bridging GleamMring required rtne,ewhere storm++ ili -R K5342702 4.Noload should be complete to enr component until anmal baring end a_Designin el rues lathe respondlusty:Atha respective contractor. fasteners m complete and et no none should any leads greater than E. assumes bosses ate m be used in a non<Grmive environment, TRANS ID: LINK design loads be appleaa any component. and erev cry andindre el use. E.CompuTnshasnomrbdoverameasumeengresponaNilayforth. N.Design es allMeMgeteTeupp:laabrn.SNmdr wedge if EXPIRES: 12-31-2019 lebhcolnn,handing,shipment and iwemhon of components. 7. assumes mKadedone drainage MDfacek"Ois,allovember1,2018 !.Has TCA In SCSIandSCSI.copies of which will be furnished upon requem. Miles coincide win Opiate In MiTek USA,Inc./Coss Tms Software T8.8 1L-E oI.Flrba Imlay one oplate loses. W ( I IO.For basic d:nrem:r plate design vslun see E5R-1311 E6R-1988(MlTekl 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 TO, 2x4 ROOF 415BTR LOAD DURATION INCREASE - 1.15 1- 2e( -21) 17 8- 9-(-405) 389 8- 2=(-1238) 360 6-11=(0) 273 BC: 2x9 ROOF 41&RTR SPACED 24.0" O.C. 2- 3-( -41D) 280 9-10=( -99) 623 2- 9=( -298) 1035 WEBS: 2x9 KDDF STAND; 3- 4-( -307) 253 10-11=1-170) 1051 3- 9=( -84) 131 2x4 KDDF #16BTR A LOADING 4- 5=( -684) 307 11- 7-(-168) 1052 9- 4=( -766) 287 LL( 25.0)+DL) 10.0) ON TOP CHORD = 35.0 P5F 5- 6e( -997) 322 4-10=( -94) 393 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI 6- 7 (-1484) 274 10- 5=( -68) 256 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 45.0 PSF 10- 6e( -504) 244 LL = 25 PST Ground Snow (Pg) BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -175/ 1145V -343/ 209E S.50" 1.83 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 25'- 3.2" -179/ 1148V 0/ 0H 5.50" 1.84 ROOF ( 625) 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 0-04-09 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 2-03-04 9-06 13-06 MAX LL DEFL = 0.034" P 11'- 7.5" Allowed = 1.218" MAR TL PEEL - -0.058" @ 11'- 7.5" Allowed = 1.624" T '1 '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11 4-09 4-09 6-06-09 6-11-06 4 f I T .' 1 MAX HORIZ. LL DEFL - -0.014" @ 24'- 9.7" 12 12 MAX HORIZ. TL DEFL - 0.024" @ 24'- 9.1" 9.00 7 a 9.00 Design conforms to main wind£orce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. 3 4 5 411' 11111111jV Wind: 140 mph, h-15ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9000000e load duration factor=l.6, f End sedesignd) ore indolod to wind, Truss designed for wind loads in the plane of the truss only. iliAlim,..-3x9 6 N .i i col f t WA j,o 8 as 9 10 11 **] M-1.5x3 0.25" M-1.5x3 M-3x4 io M-3x8 M-5x8(S) y2-05 y 9-02-08 Y 6-10-01 y 6-09-11 y S`�" okG EFR 5Pj02 25-03-04 �<C/ -9 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 - P4 � Scale: 0.219B WARNINGS: GENERAL NOTES, uNees otherwise nemd' t.Builder and ererbon ronlraeor should be advised of al General Notes I.This design W based any upon the parameters*nand is for an Individual 'y� �OEiEGONNN �� Truss: P4 and warnings before oonamelbn remmenoes. Sodding component.Applwanliy of design ammeters and proper 1.1a'a compression web bntlng mutt be Installed where Mown e. rrrcarpommn otmmpomMl6rM re Gpn&bIIX}'Dl the building designer. / �1 O a.Adetlana temporary bracing to insure elaullty donna ronebudien R.Design assumes me fop and beam chords to be laterally brand at O -71' 74 2 t0" ism.reaponubilily of the Ste<M.Addllanal p°rmanent Teeing or To.a.and al 10'a.c.respek'i.*urbu braced throughout their length IV I hC_ e DATE: 10/31/2019 theaveral dmnure is me eversA)19 or the Welding designer. S.Gtmpart be00,000.0.dpn or lleil ateraes nm 1g reod quired shown dryeaQBq. pI''d v got klity el the wimreenem(,a `RRIL� SEQ.: K5392703 e.Nownas ere d be ooplete adroany wmpment wig Wel leads bracing and 5pign ien alum trusses are be uidina respective coe enewoment. fasteners ere comp.fo end at no lane should any warn grealerlmn Design assumes TRANS ID: LINK design loam be applied le anvaomponem. S.Design condition- enna M el supportsoisem.shim or wedge 5.CempuTrus has no wMul over and manes no nywmibiilt ter the necessary. ° EXPIRES: 12-31-2019 Sbrkelian.handling,shipment end metalatron of wmponenl°_ 7.Design sesames adequate drainage is provided. - e.,tiemagnnfomihedee9ew the limetonasof Gen by e.Plates wibe located on both laws orwa.and placed so their carder November1,2018 TPI)Wr5A in SCSI,copes of MAW will be rum6hed upon request Ines coincide with joint center lbws B.Dias indicate s¢a of plate in Inches. MTek USA,Md./CompuTmN Software 7.6.841E-E 10.Far basic wnneaor date design values we ESR-1911,E9R-IWSWriek) This design prepared from computer input by Pacific Lubber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "so spacing. TC: 2x9 KDDF R1iBTR LOAD DURATION INCREASE - 1.15 LL BC: 2x9 KDDF MIOBTR SPACED 29.0" O.C. OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 ROOF STAND LOADING Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"Oct. LION. LL( 25.0)1DEI 10.0) ON TOP CHORD - 35.0 PST' BC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF Wind: 140 mph, h=1Sf t, TC DL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.s, EWERS(Dix), load duration factor-1.6, LL = 25 PSF Ground snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non-structural 9 vertical members Laos). 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 VON. Note:Truss design requires continuous Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 1 1 1 T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 1 1 1 r 1 I T 12 12 9.00 M-5x6 M-3x9 M-5x6 Q 9.Do a 5 be M-3x6 M-3x6 fjt +9 +B z's, / \ • o 0 Kg 0 13.0 M-1.5x3 no.25„ 0.25"12 M-1.5x3 p M-4x6 M-SxM(S) M-5x8157 �� ^ nR.p .1 1 1 1 y ce9 r p p 7-00-11 6-10-01 9-02-06 6-10-01 7-'F 1 ��_ �� p y--yof Lds>iiiZ�•�.�o� 1-04 37-00 1-04 89200PE yr • JOB NAME : RT AREA 4 ENGLISH 2 — P5FW Scale: 0.2251 WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and are4onssntramors5s be advised all General Nalea 1.This de baled m meters down and Nth an Truss: P5FWore building cop ^"°a°^the OREGON ��and Warnings we bracing construction commence. rymmpenenponenaNlM oldevgn parameters uMng Me l�_ 2.ha mmpreuon wee breurq mull be metaled where shown•, rynninn or component is me reel»nti^ilM Dime building detigner. ,if e\ 3.AddMbnal lemporary bracing to Insure mammy dung mnWuclun v.oeei6newmes me top end badem rlbmem be Nteralry braced et �O -7r �A Flo �� Is the reawnublNy ott^e mhos Addllbnal permanent Mains et 2o.c.and et lP cc.reepeCNYyuNeas 4racetlthougnou5,1155 length by Y 4 111 m�nad.e amingwm.e„wnm emlG(anderdryw.11lBG,. MFRRII�- DATE: 11/1/2 016 to ovens structure isbe rs any component vibe bologna dedgler. 3.'lx Impact bridging or lateral bracing rewired where Mews a SEQ.: K5342704 4.No bad should be espied to any component untilaver al bracing and a.memllNbn of buss Is the respond use al the respective a beCnr. fasteners are corim complete and at no s Would anyy or n roads greater than 5.Creeps assumes busses a to be used In a mnedrrosWa environment, TRANS ID: LINK deegn kmasbeapp&d to any component. and are rcr-ary condition-of use. 5.CampuTrve has rro control over arid assumes no responsibility for ma U.Creston assumes lull bearing atal supports shown.Shim or wedged EXPIRES: 12-31-2019 fabrication.handling,shipment and installation al components. necesorry.me 6.This semen is famished subject la Me limitations set lean by g.Design l5 µarid be llocated adequate lees at lbw and placed as then center November 1,2018 TPrwrca In Bcsl,copes of Which Mil be Nmished upon reauesl. lirusoolndde nO pint centerlines. 5.Dlglan indicate site of pleb in banes. MRek USA,InciCompuTlus Software 7.5.E(1 L)-E 10.Pm bash connector pleb death vduee see E5R-I31 L ESR-I5sa(ilex) 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/DDF/Cg=1.00 TC: 2x4 KDDF 11166TR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 95 2-10=1-270) 1790 10- 3=( 01 279 BC: 2x4 KDDF 1115BTR SPACED 24.0" O.C. 2- 3=1-23171 402 10-11=1-271) 1789 3-11-(-508) 240 WEBS: 2x4 NODE STAND 3- 4-(-1821) 435 11-12=1-235) 1443 4-11 (-133) 707 LOADING 4- 5=(-1326) 417 12-13=1-271) 1711 11- 5=(-255) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL1 10.0) ON TOP CHORD= 35.0 PSF 5- 6=1-1325) 417 13- 8=1-270) 1712 5-12=(-254) 112 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1821) 435 12- 6=1-133) 707 TOTAL LOAD= 45.0 PSF 7- 8-(-2317) 402 12- 7=(-508) 240 OVERHANGS: 16.0" 16.0" 8- 9-( 0) 95 7-13=1 01 279 LL - 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ ERG REQUIRED BAC 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 KDDF ( 625) 37.- 0.0" -259/ 1025V 0/ 0H 5.50" 2.92 HOOF ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed - 0.178" MAX LL DEFL - 0.085" @ 18'- 6.0" Allowed - 1.804" MAX TL COOL - -0.142" @ 18'- 6.0" Allowed - 2.406" MAX LL COOL - -0.007" @ 38'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ 38'- 4.0" Allowed = 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL TEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL - 0.075" @ 36'- 6.5" 13-09 9-06 13-09 Design conforms to main indforce-resisting 1 1' 1' 1' system and components and cladding criteria. 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 I. '( .1 2i '1 T 1 Wind: 140 mph, h=1.5ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-3x9 M-5x6 q 00 load duration factor=1.6, 9.00 4 5 s Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 + + 0 0 r- -,/ 1 10 11 f f 12 19 0 Io =M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 -M-4x9 [� M-5x8 IS) M-5x8(5) �C'�0D OFe. ), l 8 J• l j �51`NGINFF (20 Vi0 j y 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 y �� V '7 29 1-04 37-00 1-04 �' 9200 P E JOB NAME : RT AREA 4 ENGLISH 2 - P6 Scale: 0.1626 WARNINGS: GENERAL NOTES. man otherwise rated: I.Budderand erotsmcatadorshouabeaarindofal General Notes 1.This Onion l based omupon the parameters 4nwnaMlsbran IMMaual T• OREGON a �(V� Truss: P6 and Wamin,s testate cormenti'sn ammercee. buildingcannery.Appincley of dean Paramabrs and pm ♦ 2.ha compression web bracing must be intend nem Oman r_ Inc°W° Oki oiwmcenem is resparrain on of ire buGnadWgne. 20\ �1 3.AUtlIpnY temporary bracing to insure sanity duerg mnNudbn 2.Design amen•••We top and MSom chasten be Iteyry band al �O sty 14, T1 1s me MipOntlblllly alto erector.Adenoma immanent bRbnp of ooc.and at lO oc.respeareet/unless bend throughout their length by �-y DATE: 10/31/2018 ne nera09adofe Is me reroomibNry ofthe Blain ae'nei. minwt Meaning araasprywbeeshmm�p(rehown4)anciter arywanlecy ///��l''1`1 v g e9 3.Tx tents bulging w to spooianly Med where Nowne• �1T1`� SEQ.: K5342705• a.Na teas should complete Be at noS component ass(cadsSafar a bracing and a_Intention of Mane ateIt be Use ern semen.contractor. fasteners are complete and at no am should any leads greater n•n S.Design assumes trusses are be.nod in a noncortbebe environment. TRANS ID: LINK aeagn leads be eppged te any component S. ere for dry comment l balsasdsi sN to snows.shim orange S.Compares has nec•abelover end assumednoreeperelbilty%oruw Design • per^• g EXPIRES: 12-31-2019 ry. kLricalon.honing.shipment an feeldletion oretfoOt nls. 2_patlgn assumes adequate drainage la provided. November 1,2018 e.TNe nags Is Omisho sandhi the Imitations set forth by a_Pray sail be bated an both lens of truss,end pieced so their canter • TPIAVTDA In mu.spies or which wN be furnished upon request. Imes ninon win joint center lines. S.Digs inmate ate of plate inches. MTek USA,Inc./CompuTrua$O11Warel.6.8(1LFE In For bask cannon plate design values the ESR-1311,ESR-I g08Main) 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 615131R LOAD DURATION INCREASE = 1.15 . 1- 2-(-304) 267 7- 8=(-464) 473 7- 1=(-1153) 401 9- 5=1-269) 225 BC: 2x4 EDDF g16BTR SPACED 29.0" O.C. 2- 3=(-255) 233 8- 9=1-186) 492 1- 8w( -391) 1028 5-10-1-403) 188 WEBS: 2x4 KDDF STAND; 3- 9=(-500) 266 9-10=1-199) 524 2- 8m( -94) 206 10- 6=(-150) 703 2x4 KDDF 816(3TR A LOADING 4- 5-(-754) 264 10-11=( -44) 62 8- 3=( -654) 335 6-11=1-921) 215 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-6501 143 3- 9-( -113) 303 TC LATERAL SUPPORT C= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 9- 4e( -25) 155 BC LATERAL SUPPORT C- 12"OC. ION. TOTAL LOAD a 45.0 PSF BEARING MAX VERT MAX BOAZ BRG REQUIRED BOG AREA M-1.5x9 or equal at non-structural LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -146/ 989V -344/ 243H 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 P5F LIMITED STORAGE 20'- 11.0" -146/ 941V 0/ 0H 5.50" 1.51 KDDF ( 625) 8." For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net1-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05 9-06 10-00 MAX LL DEFT. = -0.021" @ 6'- 2.0" Allowed = 1.000" 1' 4 1 4' MAX TL DEFL = -0.037" @ 10'- 9.3" Allowed - 1.333" 1-05 9-09 9-09 6-06-09 3-05-07 l SEASONED LUMBER IN DRY SERVICE CONDITIONS / / 4' 4 I I 4' I MAX HORIZ. LL DEFL - 0.007" @ 20'- 9.3" 12 12 MAx HORIZ. TL DEFL - 0.011" @ 20'- 9.3" 9.00 17 ' 1 9.00 Design conforms to main windforce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. M-3x6- 2 3 4 M-3x6- '• _ 1' y Wind: 190 mph, h=15ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, g y% I, (All Heights), Enclosed, Ca t.2, Exp.B, MWFRS(Oir), i- M-3x9 load duration factorsed, III /r/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-2.5x9 or equal at non-structural diagonal inlets. /4ll! 1i Truss designed £or 4x2 adeoutlookers. 2x4 let-ins M-3x9 of the same size and grade es structural top 111 chord. Insure light fit at each end cf let-in. Outlookers must be cut with care and are 0 hs h permissible at inlet board areas only. p o m M-3x9 '11 14All I 7 •e B 9 10 's 11 M-1.5x3 M-3x8 0.25" M-3x9 M-1.5x3 M-5x8(3) ,6C n p (� 1-06-12 9-02-06 j 6-11-13 j 3-01-15 y ``��D I n��us �r y 20-11 y ,G"\� LNG NEFR /6.y_ 2' :92.0PT f9T JOB NAME : RT AREA 4 ENGLISH 2 - P7 /. . .�, Scale: 0.2265 ' d' MIMING: GENERAL NOTES. unless elMrwlss noted: O Cr t.node.and erection connector Mould be advised of al General Notes 1.This design is based aniv upon the parameters shown and is Man lMividwl w to Truss: P7 and Warnings Wore uensiruman commences. building component.applkaWng of design tereand proper Vs g permeate, ='G 'tt 2 1 +� 2.ha compresses/on web bracing mud be Installed where Lpwn+. 4,- incorporation of component la me r.agnumRY of the Wilding aeagrrer. e.Additional teml'orary bracngmlmure wbllly aurirq construction Z.Desgn assumes the lop and bottom chords m be laterally boned at i0 4Y 14e O u me responsibility MIN ercdor.AMliorel Cermarent bracing of 2o.n and at 10' respeghvery unless bred throughout their Nnglh in isP DATE: 11/1/2018 tneeresponverall nsc MIN rector.bwyenhebnarentilding designs, continuous sheathing such o plywood sheathingReo anNor drywehl(BC). NV J In Impact Waging or latent n Wg repulsed SMoons.contractor. a• FR R�L.�- SEQ.: 4.No bad should be applied to any eampenent until an.el betting andna.Design of truss me responsibility of She respective contractor. fasteners are complete and at no firm should any beds greater than S.Design assumes trusses are to be used In a nommmoNre environment, TRANS ID: LINK design badsM aplg'wdb MY wmpdnem whose for-dry wane ON.. edmpurms has no control over and asemmes no resposimlay fort„, IS Design asspm.oldheating at al supports shown.Shim or wedge i' EXPIRES: 12-31-2019 enzancr handleIlg.Mipmera and of components. ` fa s 7.Gaon assumes adequate drainage Is prmaaed_ N ovem tier 1,2018 6.TNsdeegn Is NiWed subject to the limitations set fern by B Maras Mal be basted on Met fares el truss,and pieced no their miler TPWYfCle in BM coplea of which MI be IumlMed upon request. lines ewndy with mtnt emotes lines. 9 Noss Indicate size el pate to males. MTek USA,InclGamparus SoMmre+]S.9(ILRZ In.For bare connecter pate deggn yews see ESP-1311,ESMIMa(MiTek) This design prepared from computer input by Pacific Lumber and Truss-SC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2=(-304) 267 7- 8=(-464) 473 7- 1=(-1153) 401 9- 5=(-269) 225 BC: 2x4 ROOF 41613TR SPACED 24.0" O.C. 2- 3=(-255) 233 B- 9=(-186) 492 1- 8-( -391) 1028 5-10=(-403) 188 WEBS: 284 ROOF STAND; 3- 4=(-500) 266 9-10=(-149) 524 2- 8=( -94) 206 10- 6=(-150) 703 284 ROOF 11168TR A LOADING 4- 5=)-754) 264 10-11-( -44) 62 8- 3=( -654) 335 6-11=(-921) 215 LL( 25.0).DL( 10.01 ON TOP CHORD- 35.0 PSF 5- 6=)-650) 143 3- 9=( -113) 303 TC LATERAL SUPPORT C- 12"OC. VON. DL ON BOTTOM CHORD- 10.0 PSF 9- 4-( -25) 155 BC LATERAL SUPPORT c- 12"OC. VON. TOTAL LOAD- 95.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pig) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "♦ For hanger specs. - See approved plans 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.D" -146/ 941V 0/ OH 5.50" 1.51 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIE➢BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 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. ,r 4 4 T MAX TL DEFL - -0.037" @ 10'- 9.3" Allowed = 1.333" 1-05 4-09 9-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS I 1 1 1 MAX HORIE. LL DEFL - 0.007" @ 20'- 9.3" 12 12 MAX HORIZ. TL DEFL - 0.011" @ 20'- 9.3" 9.00 F.. N 9.00 Design conforms to main windiorce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. 2 3 4 M-3X4 'I Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MUFRS(Dir), f y load duration Factor=1.6, End vertical(s) a exposed to wind, Truss designed fore wind loads in the plane of the truss only. M-3x4 0 93 i A1- m M- x9 93 0 0 o f ii. erg! = ri mr 7 ae 8 9 10 ♦'11 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x8(S) ^ 6� y06-12 9-02-08 y 6-11-13 y 3-01-15 y �\c;. `"GP ��s/O2 20-11 .. J :9200PE9 9r JOB NAME : RT AREA 4 ENGLISH 2 - P8 ;411P/+-: Scale: 0.2258 E' ' WARNINGS: GENERAL NOTES. unless otherwise noted. 1,Builder and..ebonmmrsdm.hpplde advised of ell General Nolen I.This design b based only upon le parameters shown and is for an Individual 'p� A-OREGON lr, �t Truss: P8 and Waminaaberore canstrudion commences. bJkng component AppliuNNly of design parameters and proper -.� V. t 2.hdmmpeason web bracing must be installed were blown.. ncoRonlan of component is me nygwhiAy of the building designer. e� 3.Additional temporary MGngbinure aGbllAy during aonelrudbn 2.Design assumes the tap and baHom cheirls e..W.o be laterally braced at 2 {1 is me reeponaGlily of the enclar.Atltl4onal parmarwm brat..., To.c.and al tO o,c respectively unless bawd lhoupM1ON their length by /O 14, �� DATE: 10/31/2018 the overall sWcture lira.moo.. Mtn.balding designer. chcontina manning or webnpynoreNndn€erIgnwfl,.ander bewail( 'SEQ.. K5342707 4.I, tmpatlbndgmgm is thelat rslbradngr.ouindn�pn.ew ��R'L� 4 Ho bad should be b any mmponeM any aster se bracing 4.Installation of hu is as r.apan se Ills respective wnlndor, fasteners are mmpkte and at no tine anaulb any bads greeter lean 5.Desgna ea busses are b be used Fa worruWve environment, TRANS ID: LINK deelgn bads be applied b any componentt cow are for mndmpr of a... 5.Com:taros has noconlral over and aewmeamresyombiNyMma 5.De,ign.awme,lallbe.bng..lmppod,=ewn.gM1immw.dg.R EXPIRES.. 12-31-2019 fabrication,handing,shipment and installation asnopso.na. 7.Design ss assumes adequate drainage 1.waded_ November 1,201 8 8 This design Is furnished mated late Ianndbns set fort by 9.Plates snail be located on not lams nrtnm,end pieced so their wmer ♦ TPNNTCA in SCSI,copies of which will be Nmished uponnqueel. W,510*lrb wan joint center lima. ame INTek USA,IncioonpuTnla Software 76. 1LFE o Digits lst coneale xotgreesignM E( I.FwesommiuYoppbdin M Mows see ESR-1911,ESR51 gP0(MITeN) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B•- 2.D" KIND. 2: Design checked for net(-y psf) uplift at 29 "oc spacing. J PC: 229 ROOF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF 016BTR SPACED 29.0" O.C. NOTE:Design assumes moisture Content does ABS: 2 x 9 KDDF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <- 24"0C. LION. DI, ON BOTTOM CHORD= 10.0 PS!' system and Components and cladding criteria. TOTAL LOAD= 95.0 PS? Hind: 190 mph, h=20.13ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, LL - 25 PSI' Ground Snow (Pig) (A11 Heights l, Enclosed, Cat.2, Exp.S, MWFRB(Di r), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 1 '1 T 4-09 9-09 4 4 f 12 12 9.00 I IM-4x4 DD 9.0m Q e N O N I o Io 0 M M M-3x9 M-165x3 M-3x9 • y y XQED PRO -4- . • l Y 4-09 9-09 y y \� tS 0-02-03 8-02 0-02-03 �C`s. . ...: F' s�p�9 r 9-06 y a- :9200PE 0 JOB NAME : RT AREA 4 ENGLISH 2 — PCAP Scale: 0.5058 ■. A ire�,_f WARNINGS: 6ESERGLNOIES, unites amoMtse rated: OREGON Builder and erasion:abrader should he advised at al General Notes I.This design k based only upon the parameters shown and is ter an Individual O a�� (/� Truss: PCAP and Warnings cero,awnsrud'gnsommeucec. Wilding component.Applicability of design parameters aria proper Aye ,( 2.Ba compression web bracing sad be installed where shown.. incorporalbnolwmponem is themsponabfly of the Wading designer. L. A �O` �` a.absencal temporary eracingto lnru,e sasallty eun,g ranWudbn z Design assumes me pop and bottom sherds to be laterally brava at O 14a s Ire reeronapWlyolma erecter.rimming,permanent bretlo at Y os.and al 10'os.*see:Nett'unless paced throughout their length by '9 DATE: 11/1/2018 the overall structure is the red eNl f the Indigos de 2:maysedaamxq.mhasacng awned miter shown+erywall(Bc). �rRR pen Ho p aping 0,zelmpadbhemgng with sbracing*woodgWedwoenahe) nd.. SEQ. : K5342708 4.No wad bomb be applied to any component until after MIL/racing and 4.madetbn of trues is the responsibility of respective contractor. *owners ere wmplsta nil at no time should any roads greater than S.Design assumes trusses an to be used in a nenwnudve environment, TRANS ID: LINK design loads be spheres io.m wmnnem. and are tor%by condition'or use. 6.D 5.CompulruehasnoconkedOMandessumesnrespnnelbilirybrms Design assumes wMarireaawpparlsshoes slamur wedge d EXPIRES: 12-31-2019 necessary. YbMalwn.nardmng,shipment and Installation of components. y. sign assumes adequate drainage is provided. O.This desgn:CSI,nod object to me irritations set bah b, 8.Plates shag be located on both faces of MISS,end paced so mew cent., November 1,2018 IPNNfCA in B091,copes or which will be furnished upon request. lines coincide with Ioint center lines. 9. 1 indicate siae of Mate in inches. M Rek USA.IRCJCompaTrus Software+].6.9(1L)-E 10.For For beak connector Mate design values see FS7-1911,E9R.1988(MHMO This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 2.0" [COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 L. BC: 2x4 KDDF Nl6BTR SPACED 29.0" O.C. y.OND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 KDDF STAND NOTE:Design assumes moisture content does LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12^OC. VON. LL( 25.01+DLI 10.0) ON TOP CHORD = 35.0 P5F BC LATERAL SUPPORT <- 29^0C. VON. DL ON BOTTOM CHORD = 10.0 P5F Design conforms to main w indforce-resisting TOTAL LOAD = 95.0 PSF system and components 1 and cladding criteria. M-1.5x9 or equal at non-Structural LL = 25 PSI Ground Snow (Pg) Wind: 190 mph, h-20.Sft, TCDL-6.0,BCDL-6.0, ASCE 7-10, vertical members loon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. load dUY ation factoY=1.6, Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION bearing wall for entire span CON. DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 4-01 4-01 1 ' 1 4-09 4-09 1 1 1' 12 12 IIM-4x4 9.00 17 a 9.00 34.0n L . NO N O 0O 1 M r 41L M-3x9 M-1.5x3 M-3x4 l l 1 ..1:.1' .1' 4-09 l l "c\p p PR Op . 0-02-03 e-oz 0-02-03 5 GINF l 9-06 l r/ , 6R 029 92 OP 1 JOB NAME : RT AREA 4 ENGLISH 2 — PFWCAP . . .�� + Scale: 0.5047 HARNINGSi GENERAL NOTES, unless otherwise noted: 0 CC 1.twee,end wen[SonmM,etlarWukbeedviWefNl General Notes I ThidesgnisMeee only upon Neparameters shown end is for aniMMdal 37, 41 OREGON o� 40 Truss: PFWCAP and Warnings before mnurumlnn oammencec bueong component.Applicobtiby sideman Aerometers and proper I.154 compression web bracing mud beiedaled whereflewn m irnvTo,enon of component N fro ravens/piny of the Wilding designer. f 2oN e 3.fdddanel temporary bracing b mwremalityeluded cenpmGen z Deaenndau1S assumes m.r.end bottom chords,*be l.brYn braced al 4 14, P is the roeponsihiley of the erector.Aeeiemnal pemvnem bedrg sir ssrnnA do and at 10'd e.respectively unless braced throughout their WV by DATE: 11/1/2018 the resinmdure Isheerceenelbi ties nmlan a continuous sheathing such as ppweee heathNg(TC)mmm drumming°). aresponsibility 0 designer. S.brlmpentlldgingerNteralhnangre9mreewlhereMewn+. FRRIL�- SEQ.: K5342709 4.%load geumhe applied to any component until after all bracing and 4.IMtlgtbn donuts is the reagens/ y of the ren.adwe centred°. faMrenome complete end n nd time should any loads greater than 5.onion assumes ware are to be used In a non-oondgve enrimnment. TRANS ID: LINK design kinds be eppied to any component. and are for"dry cmrwedn muse. B.DeMsnessumesMIbeadreat all supp°Bshown.snmor wedge If EXPIRES: 12-31-2019 s.C°npuTnn has no control over aM assumes no regenmibilin for to LVSyy rebdutidn,mending,shipments'slnstalltion sr components. T.Design amumea sdegaere dreirege is provided. a.Ties design NYmished subj./mine!Imitations set lam by S.plagee anal be located onbeln brae of trues.and placed or their center November 1,2018 TPFWUCA in SCSI.copies of wh'iS,all be tendrilled upon request lime csindde with feint center lines. 9.Diphe indlwln age of plate in inches. MiTek USA,IncJCompuTeus Software N.6.9(1L).E 10.For badie=triMor Akre design values tree E5R-f311.E55-1055 Web) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE - 1.15 1-2-) D) 37 2-4-10) 0 BC: 2x4 RODE 416BTR SPACED 24.0" O.C. 2-3-)-40) 12 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)aDL( 10.0) ON TOP CHORD- 35.0 PSF BEARING MAX VERT MAX HOME BRG REQUIRED ERG 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" -60/ 321V 0/ 29H 5.50" 0.51 RODE ( 625) -35/ 23V 0/ OH 5.50" 0.04 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.0" -20/ 44V 0/ OH 1.50" 0.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING Sts:2,4,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-T psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1130 MAX LL DEFT. = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 0'- 11.6" Allowed - 0.040" MAX BC PANEL TL DEFL = 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'- 1D.3" 12 4.00 Design conforms to main rts-resisting system and components andd cladding criteria. 3 Wind: 140 mph, h=15ft, TCU1-6.0,BC➢L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ti N f I t`t O f 2 4 M-3x4 1-00 1-11 PROPS' 5 .0 C��S� CCU''4G I N `c fi4J al 89200PE v� JOB NAME : RT AREA 4 ENGLISH 2 - Z1 Scale: 1.0196 WARNWO6: fENENAL NOTES, unkactensnee noted' I.Miler and erection contractor should Pe advised(Nall General Notes I.This design is based only upon Me parameters shown and Is ror an Individual OREGON Truss: Z1 and Warnings before constructien commences. Molding emponent.AyphaaMMy of design parameters and proper z.2ae compression wee bracing mud eeiMaMdwMreahown.. Incorporation of component blithe responsibility of the durMrq&Pr . �' �4/ 2C`� "'\ a.Addaional temporary bracing m insure mMlly during mnaNtlan 1.Design assumes me lop and bottom tlwNal(ee laterally braced at O it 14 Is me naponNmly(Nine erector.Additional permanent e2Unp of 2"As.and al l a oc.repctivey unless bawd throughout lMk Nnglh by continuous shoal-him lateral as pimpagog re aired whets s and/ova•drywan(eel. C R'L� DATE: 10/31/2018 the ovenll isms of the permangdeegnac 3.coMpoieshoNgm such as pipn4mnd»newehanm•. SEQ. : K5342710 a.Neload shore es applied to any component unn bed al means and 4.0 onasaSf truss la the reewneleity of the....live contractor. IWemn are complete and at no lime shoal any bads greater than 5.Design sawmes trusses are a re used In a n(n<anwlw environment. TRANS ID: LINK design loads ha applied to any component. and are for condition'ogee. s.eomptrtma has mo(nhW over and assumes no responsibility for the I.Design nuns%col bearing et an supports shorn.shim or wedge if EXPIRES: 12-31-2019 necessary. labThIs handing,shipment and instillation of components. 7.Design assumes adequate dnnaga h provided. November 1,201 8 0.This design is furnished subject to lM 11m5Narq col Nigh by 0.Mates Shall be bailed on both faces of hues,ale pled so Nehr center TINAVSCA in BCSI,capes GIMP h Mll be Saris..upon request. lines whrcide sung lola center llnec 9.Dignndlcanswalt inches.. MTek USA,Inc/Co rapuTns Software T.6.8(1L)E to Fa Mskwnrecbrpktedesgnval see E0R-1311,E312-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 NODE 81&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 37 2-4=(0) 0 BC: 2x4 NODE 1416BTR SPACED 24.0" O.C. 2-3-(-41) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DLI 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PS? LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 45.0 PSI 0'- V.0" -54/ 313V 0/ 28H 5.50" 0.50 KDDF ( 625) -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -15/ 20V 0/ OH 5,50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Sts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" '1 MAX BC PANEL LL DEFL - 0.001" @ 1'- 1.7" Allowed - 0.053" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.9" Allowed - 0.071" 12 SEASONED LUMBER TN DRY SERVICE CONDITIONS 4.00 MAX HONIR. 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=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. , tit I [ 0 I 2 4 Y O M-3x4 1' i' i' 1-00 2-24 ��ED PR OFFs s �� °NGINER /per 9200PE "9r-- JOB NAME : RT AREA 4 ENGLISH 2 - Z20 Scale: 0.7175 WARNINGS: GENERAL NOTES, unleaalhanim noted: O 1 BuMNanderectionaeremMnrthnnMeaseAWolallGeneralMotes 1.ThtedeemPsbamdonyuponMeparametersshownaNtaforanindividual -y` OREGON �[u Truss: 22 and Warnings before construction commence. building component.App iTy red esign parameters and proper s.24 canon Sus wan ioacine mum alnmaxa whore show . Inoorpontion or component is the responRNey of Pre PION designer. , 3.Addeknal temporary bracing m Insure stability during conMruaion 2.Design a.Wmes the fopand Wham chords to be laterally y braced at iQ �rl 14 20 N-`.• ie me nspeNbely of the erector.Aedimnai permanent bradreof Za .and et la e.c.respectively unless bracer mmugnouttneir length by DATE: 10/31/2018 the merallwmcturelathe dun el air 2xImpawshemarMemlbadngg such as reaaetnhersown••yweB(Bct. MARi�� mpor. dyo 9 elan 3.m Impact ImagingernnaNnadngre9tiirWenereehawne• �^ 'SEQ.: K5342711 4.No Mad should be allied to any canpomm until lead air Meng and a.Installation Mnm la me responumMy erne reepeame contregoo fasteners are compete and at no tem should any bade greater than 5.Design asaumestnoaes are to be time n e ndnanoaveenvironment, TRANS ID: LINK design loads be applied to any crmponenl end era for ary erneilorr erom. 5.DanpuTm,hasmcontroloverandassumesnoresmnalrileyforth. 5.necessary .anllbering.t.eWppen,anrwm5himrrw.eg.ir EXPIRES: 12-31-2019 Iabhunan,handing,shipment am lnanalal n of components. nac aR assumes IL, .I r� .f p 7.Design assumes ed.Wale drainage Is provided. November I,20I V S.This design la furnished subject to me limitations set fold by 5.Plelsc shall be located onh lams of truss,and placed so Moir earner - TFNNGA In SCSI.an milks al which will be NmletrM upon m ime. Ines mimic.with p comer lines.lge g Ds Indicate sloe or of plate In Inches. Mat*USA,Inc./Compurrue Software 7.6.8(1L)-E 10.Far bask connector pate design values ma ERR-1311,E53-1358(MGM) 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/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE _ 1.15 1-2=( 0) 37 2-4=10) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-40) 15 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LLI 25.0)+DL) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 POP 0'- 0.0" -54/ 316V 0/ 32H 5.50" 0.51 ROOF ( 625) -14/ 23V 0/ OH 5.50" 0.04 NODE ( 625) LL = 25 REF Ground Snow )Pg) 2'- 4.0" -26/ 58V 0/ OH 1.50" 0.09 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVIDE FULL BEARING;Sts:2,4,3 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, TL=L/180 MAX LL DEFL - 0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL PEEL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 1.7" Allowed = 0.053- MAX TC PANEL TL DEFY = -0.002" @ 1'- 5.3" Allowed - 0.14," 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 4.00 Design conforms to main ree-resisting system and components andd cladding criteria. y Wind: 140 mph, h-15ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. -/ 2 M-3x4 j l 1 1-00 on ��kp PR0FF6' �� NGINF�R /07, 17 92 0 JOB NAME : RT AREA 4 ENGLISH 2 - Z3 I Scale: 0.9725 ' WARNINGS: GENERAL NOTES, unlessoMerwia noted. 0 GC !.Bader and ere090n contractor should be advised of all General Notes 1,Ills designs based only upon B.paamnare elwwn andia nor an lndnkl..l y OREGON [[/ Truss: Z3 and balsa.construction mmmenms. building component.Applicability of design parameters and proper 2.214wmpeaaron web bracing mud be lnatabe where encase Y. incorporation 5)oompanaM is the reenswillly or ISa building dsi000a. �/ �F,I 20\��` 3_Additional temporary bracing to Pause stability during creel-m.1We 2'D.aig"red I slaw topmast bottom chards codto Mteral braced at O -7/ y A Is the respbNblhy el the erector.Additional permanent bracing of 2'O.C.aM at ltl o.G.lespetlrvey unless braced throughout their length by 1Y DATE: 10/31/2018 the overall structure s me supeabi of bdldn a Di Wants sheathing Wrn,breca as mdases,whre5h5ngiTGi w>ayegec). p ` superability a espnm. 4.Invtmwdboegng is theabrenblhlyaM wMreaeunar SE K5392712 4.No load faensareld,baleteNdkmry PamponenOn. undily leads greater leatll e stand 4.Demlake of truss mastrJme are too.unotn of mon-com eersi r. 4' fasteners are complete and elm time should any leads grmrerlhen send Design aanmealmaeesare m mumem enoncorroeye environment, TRANS ID: LINK design bads e..ppbedm am mmpdn.nr S.Dessgn aaa.e condition. ataa supports shown.Shire o wedge it 3.Compurna has no mmrol over and assumes no responsibility Porte necessary_ EXPIRES.. 12-31-2019 tabricdion.handlino,shipment and installtionofuseponama. ,. gnaaamma adequate drainage Isprovided. November 1,2018 6.This design is fumtshed subject tothe limitations set lonh by a.peteo a0aibe located on both tams catsup and placed so their center TPIIWICA in Dolt,copies of which Mi be furnished upon request. in..coincide with leant center lines. 9.Dig"a indicate awe of plata In inches. MTek USA,IncJCompuTnes Software 7.6.8(1 L}E In.For basic connecma plate design values see ESR-1311,ESR-19B3(MOTeb) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1•- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 1-2=(-10) 37 2-4-(0) D BC: 2x4 KODE 14168TH SPACED 24.0" O.C. 2-3=(-52) 31 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DLI 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -81/ 377V 0/ 22H 5.50" 0.60 ROOF ( 625) 1'- 1.3" -90/ 33V 0/ OH 5.50" 0.05 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- CO" -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;(Its:2,4,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/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" @ 0'- 9.6" Allowed = 0.060" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.000" @ 1•- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 190 mph, h=15ft, TCDL=6.O,BCDL-6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m ti i m f 1 - - 2 4 M-3x9 l y 1 <c'�Ep PR oFFss 1-00 09 �cN �NGWE�� /OZ 9200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - Z4 _1, Scale: 1.0987 • WABNNIOB; GENERAL NOTES, units WNawke naiad' In 1 Bums.ene°melon aorMGa mould Y saNmd et al General Nams I.This design is based°M/upon the parameters down and is M an iMrvNual OREGON tx (try Truss: Z4 and Wantngs before construction cammenaa. bWing component Appscaalily or design w'ametere and proper X.2a4 wmdeasian web bussing must M installed whet.shown.. Mom-paragon of component is lM reapomkiuN of Om Wilting Madder. 3.AddeionalMmporaryMnngbinaureWileyArdngcanaWdion 2.Design assumes me top ma bottom chords wbe Wendy braced et L/O �y 14, 2° Q}- istneresponsiMN/ofine erecter.Additional permenen Mang of dindnivatea le hin tesgas*uOWdesess cad ITCt andrdout drywnpNby V DATE: 10/31/2018 me overall Nraeppe NtMre nabi el balm r wMnuouseMadrar easaeacwwd meammed showlor dmMn(Bc). MEARIL\- �J ego M building arena'- B.2almpaa Erwisg or tete bgangrepunHwMreahee.t. Fl a SE K5342713 a.Namaasarec m letadweno component anal snenYbreWgarw a.InsiDesign as dirs.w me are to be use in ananpeaNe connviron 4-' fasteners are complete and al no time et*any wade greater than s.Dadra aswmnbwwagreto be used ganaurwrmave.nvirenmenk rusk TRANS ID: LINK design wads be applied to any component O.Designassumes lulldwating el al supports shoves Shins or s.Compurnm has na�ntral over aM assumes no responsibility cot Me necessary. .a EXPIRES: 12-31-2019 fabrication,handing.shipment and eseembn etwnpanenm. 1.pggn assumes adequate'Being.is peewee. November 1,2018 B.Tills design is furnished subject to ma embatam ea forth by B.plates shell be boated on boll rewsolwss.end placed so nee can., e TPI'WTCA in BCBI.capes of which will M furnished upon request Ines coincide wen Ian oeMrems. MTek USA,IncJCom uTrus Software 7.6.81 L B.ogMlsk conemeMMl.Msnnew p ( }E 1.D0rMekconneeeof plate dingo values sec ESR-t]1 r,E512-1 98B(MlTakl This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4NR/DDF/Cg=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4-(0) 0 BC: 2x4 KDDF)1168TR SPACED 24.0" O.C. 2-3=(-40) 12 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ ERG 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 KDDF ( 625) -30/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 46V U/ 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;Jts,2,4,3 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-T psf) 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 4 MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.1" Allowed - 0.043" MAX RC PANEL TL PEEL = 0.001" @ 1'- 0,1" Allowed - 0.059" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 v MAX HURLS. 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 factor=l.6, Truss designed for wind loads 1 -/ in the plane of the truss only. I N O m 0 1 I 2 4 M-3x4 y j y 1-00 2-00 • -c‹,‹, P R OFF6' 892O0PE 9t JOB NAME : RT AREA 4 ENGLISH 2 - ZH1 • Scale: 0,9199 WARNINGS: GENERAL NOTES. unless otherwise noted'. Q 1.Builder and esnsnmrbactor shoed be advised of all General Notes 1.This design i based only upon Ike parameters shown arm is for an individual =y OREGON 1,Truss: ZH1 and wamlrge berme mnNUGlnn commences. Inkling component.Peked*of design parameters and proper J! /�- 2� �(�/ z.2-sal compression web bracing mud be!needed where shown« olcanpdnee lathe neponaAixy al building Wegner. Iva- incorporation a7�( 1 '` 9.Additional tempmery bracing to insure aabety erring c¢nahuapn 2.Design assumes term ana bonder oMraaN he kteralN braced at <O 9y 14r dew nsporrabbny of meaner,.Additional permanent bracing of 7o.c.and at 10'o.c.respedlveft unless bawd thoognoe m•i length by DATE: 10/31/2018 the overall structure is the responsibility Wee building designee mnmpact miming or wrneaaNrmadsha.mmp(reiman•dryw.n(ge). /y��+ 3.Tx wImpact.sheiyor such sbracing pftworequired Moreahoan•• t SEQ.: K5342714 4.Ne load should be speed a any mmponem cell Weal homing and 4.ImpMion oflmse lathe responsibility*Rho respective conbagw. feeteners ere complete end el no here should any beds greater men 5.Design mean.Misees are to be used N a none crosrve environment. and are for"dry condition^of use. design bade be applied a any component. TRANS ID: LINK b.tnmppTresh..mmm.pho..r.ap .,nar.w�n,m�hgydrth. 5.Design assumes MNbearnpdalsuppon,ehown.Shimorw•dgeif EXPIRES: 12-31-2019 Nowise,handling.shipment and installation of components. secessions T.neagn mourn.whamnut age Is provided. November 1,2018 6.Ms design Is furnished subject tame Imitations sat forth by B.Ple o te9 shell be baled on bath faces Omer,end Mach m their center TpWJrCA In SCSI.cedes of wick will be MmleMd upon request. Inns mined.We punt center hoes. 9.Cape indtxu arm el date in inches. MiTek USA,Ine.ICompuTrus Software 7.6.60 L)-E la For bead connector plea design values see ES11.011,9211.1960(dares) 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 254 KDDF 516BTR TOP CHORD LL - z5p5£ TOP CHORD DL = lops£ TOTAL LOAD - 35pst 12 2.B3 v M-3x6— M-3x6— i M-3x8 chi r+a o � PROp4.0 1-05-12 3-02-14 \cy tNGINFF9 /0 - =9200PE JOB NAME : RT AREA 4 ENGLISH 2 — ZR Scale: 1.3699 WARNINGS: OENEWILL NOTES, unbv otherwise noted. >O I.Builder and erection contractor should be advised of all General Nobs I.TM design B based only upon the p•ramNers slaws and le Mr an IMrvidual Truss: ZR and warm before construction commences. bWdte 1 Iebil94 A_OREGONtx �[(/ rage aaomwnen.Ape ily of de9gn wramebn and proper -a7 z w4 compression web lasting mom be installed*re Nwwn r. Incorporation olmmpdnen(1.me reepenseitR of Me bumaq designer. 2 '` 4. 3.Additional temporary bracing to Insure slabllldumpmnemtlun 2.Design assumes me nose one Poem chords to be laterally drawl at 'O '9� 14 P lathe Feepon ilM of Me erector.Addition]permanent bracing or o.0 and alto'a.w rtwsstivaN eeanbaerlbbupnoN mei.leeR by a DATE: 11/1/2018 me owns abamare is the yaponmplN or Me bawi a.siamr wmimroua debating such as plywood aneamirg(rcl ender dywaatsq. ^B z h Impactbndgng on lateral mare required where mown„ R1 SEQ.: K5342715 l No nee mould be applied any component until eller al bracing and 4.mmeulion or doss Is lne arepobebuadIn.reapemne camemor. 1g'l7 1. fasteners are compete and at no time snouts any leads greater Men S.Ceegn assumes Pusses are to be used In a noneondsiveenvironment, e.' peas be applied to any N. and ere for Syw^dilion'of um. TRANS ID: LINK .� yyempo^• B.D.pone.anmesMIOsamu alatibuppoaa shown.SIMor wedge if EXPIRES: 12-31-2019 5.conpurrus has no control over and sesames no responsibility Mr the necessary. u t•bntian handing.shipment and installation of components. T.Design assumesadequate drainage is Provided.8_Me November 1,2018 a design la bmed subject to the IImIMliom set fmlh by 8.Plates seal be basted do both laws aftruss,and played so Melr ceder TPNNICA In BCSI,dopes of which MI be tunNMed upon request. Imes coincide wllblolrd canes Ines. 9.Digits indicate size VAIN In inched MTek USA,Inc.ICofllplaTn,S Software 62.3(IL}Z to.For basic comegdrgsM design values see ESR-13l I.ERR-Io88(MITeN) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 y Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury ram= Dimensions are in ft-in-sixteenths. illik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. rr 2. Truss bracing must be designed by an engineer.For • 0-1116 4 wide truss spacing,individual lateral braces themselves Millliff may require bracing,or alternative Tor I .. ❑ bracing should be considered. I � U 3. Never exceed the design loading shown and never a �� O stack materials on inadequately braced trusses. OIL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cr4 cs7 css r 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 ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. cable for PLATE SIZE PRODUCT CODE APPROVALS 9. Unless usewithfrreretardant pr serval noted,this vetreeedn is not Porhgrreenlumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. • the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 4, Indicated by symbol shown and/or SYP represents presents values as published specified. 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 pudins 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 to 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 alert truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=Mi. reaction section indicates joint - -- 17.Install and load vertically unless indicated otherwise. IMINI Mm size shownwhore is forrcrgs occur. Min is crushing only. __p, 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. BCSI: DSB-89: Design Standard for Bracing. iTe ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSKTPI 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 (150plf) SPANS UP TO 20'-0" MITek USA Inc. �� GENERAL NOTES: pluil1.LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2.MAX MEAN ROOF HEIGHT=30 FEET 3.MAX WIND SPEED NOT TO EXCEED 140mph. 4.MAX TRUSS SPACING NOT TO EXCEED 24"oc. MITek® 7.MAX CAP TRUS EXCEED S SPAN 10/1120MAX EXPOSURE 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.LONG ATTACHNAILS W ITHTOENAILED. 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD i FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) /�, ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-0.131"X 3" p / 0� AI B Stirmi_. STRUCTURAL BASE SEE STRUCTURAL TRUSS BELOW FOR PURLIN �/otr TRUSS BELOW REQUIREMENTS-NOT TO EXCEED 24"oc. < i 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. A 7"x 9"x 1/2"PLYWOOD(or 7/16"OSB) 00 GUSSET EACH SIDE AT EACH BASE TRUSS ..„jJOINT OR MAX.24"0.C.ATTACH WITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD 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 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE MII-7473 BEFORE USE. � 1 Design valid for use only with Artffek 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 regarding erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M 7ek• 53719.fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/,P11 Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.