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Plans (3) mu= RE T E fV F+ MST2019-00323-14255 SW 168TH AVE-LOT 67 a MST2019-00324-14271 SW 168TH AVE-LOT 68 FEB 0 7 2019 MST2019-00325-14279 SW 168TH AVE-LOT 69 C1-ry � 1K i 4`1' MST2019-00326-14293 SW 168T"AVE-LOT 70 MiTek BUILDING DI\` 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),D PROFFS �co NGINE9 s/0 89200PE 9r OREGONNtx kit/ /O 14, `2- Q'‘- M19}'R R 11..\-� 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. lik This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 5105TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12-0C. UON. Li( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 140 mph, hel5ft, TCDL=6.0,BCDL=6.0, ASCE 1-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor-1.6, TOTAL LOAD - 45.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. V-1x2 or equal typical at stud verticals. Refer Co CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 3omplete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-00 5-00 I I 4 • 12 12 IIM-4x4 12.00 7 3 a 12.00 AL nil 1 ,4iiIiik 3x4 M-3x4 .1' l 1, y BRED P R OFFS 1—Nis 10-00 1-00 �\5- <r,S. F9 6i0 2 ,- 9200PE 9I JOB NAME : RT AREA 4 ENGLISH 2 — Al y scale: 0.4196 • VIARNINOS: OCNQNL NOTES, unless Gitelman rates' O OREC,ON �� 1.Bulkier and elesSnn contracts,should be advisee el all General Notes 1,This design b based only open me parameters ahnsm am NM.an Individual Truss: Al and warnings before conwruainn sometime. building component.applicability or design parametes and proper 2.gal compression wee bracing nog be installed where shown., kcolparemn or compsmm is me respommeny of the wilting designer. G/Q qy 14a tog\ �� 3.AmekmlNmpsary biasing to inwawb6rcr during construction 2.Design assumes me top and MUM chores to be Wendy baud at ode.aallemp MymmeerMinsure uknalwm'enentbrxl r 7 co.and at IC cc.respectively dew braced mrouohom...length NY ng" uminuoca sheathing such es plywood amamhKKre(<naror emmg(BD). ' "'R R 1� DATE: 10/31/2 018 the overall swdure is the rewonstbiaty snit.bmlding designer. 3.2v Impact bridging or lateral bracing required mere M em•• l 7 fl A No bad shouldbe applies to airycampnn<nl.5,515,al mating aM 6.Installation or Cuss NM responsibility al the respectiveoanbd abr. SEQ.: K5342672 nsienersare immolate and al no time should any loads greater than b.Design assumes Mesas ere to be used m a non-corrosive environment design loam be applied to tiro compOwM. Omen assumesor tut be Draw. TRANS ID: LINK anecessaNpw.dng.tu ppmmw.sNmnrw<dg lr EXPIRES: 12 31 2019 S.CampuTus has rwwMrol over amassumes no responsibility bane necessary. Nbrk.6anh.no shipmentand mlrnft normmp,5,by. r.Design assumes adequate drainage ispmeded. November 1,2018 6.TNa design Is Meshed wryest to tine erne uom set NM by 6.prates shah be located on both laces Of Mess,and peua so their cemer Tpw+lca In Besl,copes or which mil be furnished upon request. lines coincide with r hnes s. indicate strslotp.oint hie intros. MiTek USA,IneJCompuTrus Software I.6.11(1 µE 10.For bask connector plate design velure see ES3-1311,ESR-lees(MWTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.D0 TC: 2x4 DF 9166TR: LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-1245) 1552 3- 9-( -414) 392 2x9 RolE 1116BTR T1, T2 SPACED 24.0" O.C. 2- 3=(-1275) 628 7- 8-( 0) 0 8- 9=( 0) 65 BC: 224 ROOF 615BTR 3- 9=( -896) 349 8-10=( -7) 10 9- 9=( -226) 568 WEBS: 2x9 KDDF STAND WADING 4- 5=( -867) 297 10- 6=(-1028) 1392 9-10=(-10541 1931 LL( 25.11)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1332) 614 9- 5-( -6271 999 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -304) 371 BC LATERAL SUPPORT <= 12^OC. UON. TOTAL LOAD = 95.0 PSF' BEARING MAX VERT MAX HORS BEG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -390/ 1109V -2000/ 2000H 5.50" 1.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 17'- 1.0" -390/ 1107V -2000/ 2000H 5.50" 1.77 KDDF ( 625) 14-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 102SF LIVE LOAD. TOP 'COND. 2: Design checked fur net(-7 psf) uplift at 24 "tic 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'- 7.0. 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 = 0.908" MAX BC PANEL TL DEFL = SEASONED LUMBER IN2 DRY SERVICE.3" dCONDITIONS 4-00-05 3-10-13 4-03-09 4-10-05 1 1 1 1 1 MAX HORIZ. LL DEFL = 0.024^ @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.030^ @ 0'- 5.5" M-4x6 12.00 F N12.00 4.0" FTOND. 3: 2000.00 LBS SEISMIC LOAD. I 9 M-3x6 4-4 M-3x6 Design conforms to main windforce-resisting �a\M-1.5)(4m_3x6 system and components and cladding criteria. M-1.Sx9 Wind: 1Al mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loatl duration factor=1.6, M-3x6Truss destinedfwindloadsntheplaneofetrussonly. M-1.5x3 M-3X9 M-3x6 �' Trussdesigned for 9x2 ouilcokers. 2x4 let-ins t of the same size and grade as structural top chord. Insure tight £it at :le::: ach end of let-in. M-Alit Outlookers must be cut with care and are permissible at inlet board areas only. • ro o M-3x6 I "Al^ M-3x4 9 AIL no ElaNIEN N 78 10 i6 0 M-1.5x3 -M-4x4 M-3x4 to M-5x8 2 2 2 1 7-11-02 4-03-09 4-10-05 1 2 2 Jr 1-00} 7-07 yy 9-06 y S( ?ED PROP y 7-09-06 0-02-06 9-03-10 y ?\C.J OGINEFR /, 17-01 ¢j 9200PE ' JOB NAME : RT AREA 4 ENGLISH 2 - B1 • Scale: 0.2119 WARNINGS: GENERAL NOTES. unless teeny.noted: CC 1.Bulderand eremencontradarshoulbeadWaeeofal General WWes 1.misdesgnrcAssed only upon heparameten shown and is for anmacauel �y AOREGON `� L. Truss: B1 and Warnings centre construction...noes. fairingcomponent.RP9iceally W design paramours and paper "/ �N z.3a compression web braang meat be installed wnere anemic. incorporation of component«me responsibility al me Deeding designer. / A 2� �\ 3.Addaurel temporary eating mlnmre etaNlM during mnWdbn 2.Doman assumes me top and bottom chords be laterally braced at Q ,1)' 14, -p1s Is Me reymnelblley°Mlle orator.Additional permanent bracing or g'm<and n+d'o.c.rmyetlrvery unlew eroded tMeu9ltmd ineY length by n continues*eneamng wen plywood aneaming(TC)water dryweiasc). M[�r��'�\ v DATE: 10/31/2018 Me overall atrunere retire responeiellp of bSnding dawn. a clan, Megrns a lateral banns required where enewn•• CR y SEQ.: K5342673 9.No load should be it weed m any component raml alter el bracing and 4.emanation minuImes ather m be USSSIoftta respective contractor. fasteners are complNe and al no erne should any loads greater Man Dew assumes TRANS ID: LINK design Wee enO control rs any eoemmporem. a°Dees4nnd areassnmesmid.nro of at all nomads mown.Seim S.Camp,Tm.1.ammmrolmaren:assumesnor.�anableymrMe necessary. EXPIRES: 12-31-2019 febnaeban.handing.shipment and lnelllalbn clsompon,Ms, 7.Oeargn assumes adequate Renege Is provided. November 1,2018 N.Tngdesign is wished subjacimlhe llmAat6nsset form by a Plates snag Ix loomed on both faces of Musa.and placed,s their center ' TPVWICA inSCSI.copies of which will ee Smashed upon request Mlles mindde wM)oON saner lines 8.nigh Indicate sloe of plate In elones. MiTek USA,IncfCompuTnus Software 7.6.8(IL}E 10.For base mmaetu,Hate design calms tee ESR-1S11.ESR-18ee(Miiek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 61SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 541 3- 9=(-236) 225 BC: 2x4 RODE g16BTR SPACED 24.0" O.G. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 240 0-10=( 0) 5 9- 9-(-226) 996 LOADING 4- 5=(-647) 255 10- 6-( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. ION. LL) 25.0)+OL( 10.0) ON TOP CHORD - 35.0 PIE 5- 6=(-857) 179 9- 5=(-281) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=) -40) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORS BRG 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 NODE ( 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 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 9-01-19 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.808" T ,r O0 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 4 1 4 1 MAX HORIZ. LL DEFL = -0.008" @ 16•- 7.5" 12 12 MAX HORIS. TL DEFL = 0.013" @ 16•- 7.5" M-9x6 12.00 7 \I 12.00 9.0" Design conforms to main wind£orce-resisting 4 system and components and cladding criteria. OI� Wind: 140 mph, h-23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 m 0 o IIIIIIIIIIIIIIIIIIIIIM1 .-0o M-3x9 0 N e 10 ss 6 0 M-1.5x3 M-3x9 M-3x4 0 M-5x8 1 1 1 I. 7-11-02 4-03-09 4-10-05 1 1 1 1 1-00 7-07 9-06 Jr 7-09-06 0-02y06 9=03=10 y o,: \ ,04GINFFs 9i02 17-01 Zd 89200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - B2 Scale: 0.2119 WARNINGS: GENERAL NOTES. moon alberw 0 noted: O I.Bolleer end broom wmractorsnould be advised of el General Notes 1.lhindeaign is based only upon the parameters Yawn and Is to an lndNldual Co Truss: 62 and Warnings before eonYmaian commences. building component.Applicability of design parameters and proper / NArlt 2. 9wmweWanwsb braang mlW eo inasIdwMra Yawn r. incorporation or component tstneresponsibmy of the Wading designer. �{� 2 `N r,s_e\ B.Additional temporary Macias,to inure stability Munro construction 2.Design aswmes Me top and bottom chords to be laterally Primed at 9y- Q is the reswnWilltr faith*erector.Atllitbrel permanent bracing of res,and at t Vmo.respectively unless braced throughout Meirbngth by O 1 1`re shealhing dryanl654). MERR10- lel DATE: 10/31/2018 m.ovenill shou Is ld responsibility of no viebuilding ent bripne•. J.Pa centrunMdaginger sodasplywood Me. .reanown•• ^I SEQ.: K5342674 e.No bad Mould he applied to any component until alter all 0atlng and 4.lesion wnor truss M.responsibility otttw leapeaoewnnaaor. fadema are compete and at no arse should any loads greeter then 5.Design assumessondole are to be uew b a non-corrosive environment, a.pgn loads Sea led b ear component end are assumes wMnlai or use. TRANS ID: LINK s.compormen...owole..r.nd.ea,m.enpr.aponcalnrrorm. 0.Desgnassumesfunkeeling at all suppomshown.smrnor wedge if EXPIRES: 12-31-2019 rebMenon.handlin every. handling. ct to ImrLLonssenorth by T.Design beeeedequaorn none is provided. November 1,2018 9.This design CAin600kMdwMpwich Mil et reset forth by a anensancieebutM on both Aces ordains.end placed so their center TP4V✓rCAin BCSl.bogies or which Mil se furnished upon request. Dip coincide with teadcenter moRn 9.for b IsicIcon the r of plate in design values MiTek USA,InWDdmpuTrus Software 7.6.8(1 L)-E m.Perm«cann.cw piste aeels,n vaWee see ESP-utt,ESR-t 980(Mirvq This design prepared from computer input by Pacific Lumber and Truss-8C LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/ODF/C9=1.00 PC: 2x9 EDDY$15HTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5432) 884 1- 8=(-596) 3556 8- 2=( -276) 1924 5-13=1-19721 338 BC: 2x6 KDDF g153TR 2- 3-(-3920) 740 8-11-(-592) 3536 2-11=(-1244) 310 13- 6-( -704) 4402 WEBS: 2x9 EDDF STANp; LOADING 3- 4-(-3896) 750 9-10-( 0) 0 10-11-( -82) 55B 14- 6-( -230) 1456 2x4 DF 2400F A LL = 25 PSF Ground Snow (Pg) 4- 5-(-5232) 902 10-12-( -2) 20 11- 3-( -908) 5186 6-15=(-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=(-9B6) 6270 11- 4=(-1802) 430 15- 7-( -66) 24 TC LATERAL SUPPORT <- 12.0C. VON. BC VNIF 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=( -564) 3902 BC LATERAL SUPPORT <- 12"OC. VON. 14-15=(-486) 3166 4-12-( -386) 2208 ADD]: BC CONC LL+DL= 673.0 LBS @ 17.- 1.0" 12- 5-(-3298) 582 4 ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE Bq.IN. (SPECIES) BEARING MAX MAX HORZ REQUIRED BRG AREA nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. SIZE 0•- 0.0" -820/ 5025V -203/ 252H 5.50" 8.04 EDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKEDLIVE FOR 10PSF LIVE LOAD. TOP 19'- 1.0" -898/ 598]V 0/ OH 5.50. e.78 ODD? ( 625) 9" Dc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORDLOADS ACT NON-CONCURRENTLY.9" oc in 1 row(s) throughout 2x9 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. OND. 2, Design checked for net!-] psfj uplift at 24 "cc spacing. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 TO FABRICATION OF TRUSS. MAX LL DEFT. - -0.075" @ 11'- 0.0" Allowed = 0.908" MAX TL DEFL - -0.140" @ 11'- 0.0" Allowed - 1.211" 7-11-02 6-07 4-06-19 .r g SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-03-01 3-00-01 2-11-02 3-07-19 2-06-19 2-00 MAX BORIS. ]L DEFL - 0.016" @ 18'- 9.5" g 1 T f 4 T 1 MAX HORIZ. TL DEFT. - 0.031" 9 18'- 9.5" 12 12 12.00 M-9x6 Design conforms to main n windforceresisting - 9 Un �12 00 system and components and cladding criteria. 3 -�\ Wind: 140 mph, h=23.2ft, TCDL=6.0,BC psi=fi.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=1.6, End vertical(.) are exposed to wind, I Truss designed for wind leads in the plane of the truss only. \M-4x4 M-3x6 at M-5x6 M-1.5x3 M-5x12 M-5x12 `c '1 y ir-IllAl I I op B .-r 11111111 I M-3x6 L4r." Din 910 12 13 14 M-1.5x3 M-5x12 M-5x6 M-3x8 M-7x8 M-9x6 y ..I.' l l , 673k l' 4-01-05 3-09-13 3-00-14 3-09-13 2-03-06 2-00 y �D ROF y y �`��` P ass 7-07 11-06 y 7-09-06 0-02-06) 11-03-10 b ��\� �NGINE4 �Iiit O� ,. 19-01 ' Q 9200PE ' ° JOB NAME : RT AREA 4 ENGLISH 2 - BGIRD • • Scale: 0.2184 , WARNINGS: GENERAL NOTES, unless 0lnerw0e noted' O Truss: Cr BGIRD I.Evide and mention eoneoer should be advised of ell General Notes 1.lryadeLLan s based only upon the parameters shown and is Ire an individual 7, "0 OREGON and Warnings neon construction commences. building component Applicability of de¢gn parameters and proper s� 2.2,0 compression web bracing must Pe instated where shown v. rnwryuaeon of wmponeM is Ow reaponubilAy Dime emitting eeaigner Aws 3.Add0rorW temporary tench to Insure sla6iley during coned u con 2.Design assumes me by end bottom chunk to he liberally braced at <'S R y 14 ^O` ��� Mlle roygnvMny aline ereclar.Additional permanent bracing of Ta.4 end slip es.reepegrveid unless braced throughout Melr length by 4 DATE: 11/1/2018 the overall tlrrduro ismsm urani msheathing such es plywood sheathing(TC)ander drylwn(ac). fi a.nyu,mp of Me building designer. 3.2elmlgG bbgmg or lateral bracing rewired where Ymwn.+ SAR't\ V SEQ.: K5342675 4.No load[Mould be eppled to any component uny after al Madrid end 4.Installation smug is the responsibility to smite respease convector. (1 y Wieners ere wmpkb and atm time Mould any bade greater Men 5.Design assumes trusses are W be used in a nonwrrasive environment, TRANS ID: LINK eedgn wads be applied to any aempprem. and are roc'my common-ofuse. 5.Gamma-rue ma nn control orer and assumes nu resusniduny forth. 6.Design evr,me,/ul nearing at supportssharm.5him urwedge if EXPIRES: 12-31-2019 fabrication,handling,ehgment and imhllatlon arcomponents. nebesury 7.elangnaagseesatedonWUreoe nnrns5provided. November 1,2018 9.This design furnished ,srwlnn trw llmttatmrts eN forth by 8.line,elates5 Greg M 10)010on Wm bras of Koss,end pl.cPo wtMbrxmer TOIM?CA In SCSI,cope¢arwlrlch rid be NmreMd upon request coincide with feint center lines. 6.Depute indicate size el pate MRek USA,InulCempuTms Software 7.6.8(1 L}Einmans. 10,For basic connecter pate design volt...see E5R-I 311,E3R-1985(Wee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 3-06-00 GIRDER SUPPORTING 17-01-00 IBC 2015 MAX MEMBER FORCES 4W13/D0F/Cq=1.00 TC: 2x4 ROOF 81sBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-4=(-43) 98 2-9=1-149) 145 2-3=( -16) 8 BC: 2x8 ROOF STABTR WEBS: 2E9x9 ROOF STAND LOGrIuG LL=25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DLI 20.0)= 70.0 PLF D'- 0.0" TO 3'- 6.0" V BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. DON. BC UNIF LL( 188.5)+DLI 170.6)= 359.9 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 DUE TO THE SPATIAL 3•- 6.0" -132/ 721V 0/ OH 5.50^ 1.15 KDDE ( 625) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING NET. Hangers attached to the bottom chord will have 1.5" max. nail penetration. 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=1/290, TL=L/180 "" For hanger specs. - See approved plans MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed - 0.186" MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed - 0.149" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL PEEL = 0.000" @ 3'- 2.2" 3-02-09 0-03-12 MAX HORTE. TL DEFL - 0.000" @ 3'- 2.2" f ' 1 12 Design conforms to main windforce-resisting 9.00 7 system and components and cladding criteria. Wind: 140 mph, h-15ft, TCIL-6.0,BCDL^6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp.e, MWFRS(Dir), load duration factor=l.6, • M-1.Sx3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. AF, NOO cm rI Pvri � �,I o �- M-5X16 M-3x12 y y l .1" 3-02-09 D-D3-). � gl PROF ` rFsV(3 3-06 r\CJ 04G ' /O,50 ��� 892 #f JOB NAME : RT AREA 4 ENGLISH 2 - CGIRD Scale: 0.5894 WARNINGS: GENERAL NOTES. unless otherwise noted: a OREGON IQ 1.Bugger and ereatian contractor should be mimed oral General Nnks I.This design k based only upon the parameters shown and's for en individualt. Truss: CGIRD and Wamngsbarecnnsmiamn�nmen<es. malaise component appkakmyet design wmmelen am!moms L A 2.Del compe.ion wee blame must be metaled where shown bpamarNkn of component is me responsibility aft wading a.Ngmr. �O .9y 14 2.0 1 3.Addeen°I temperer,beating to Insure WAG during conaeudbn I.Design assumes me hop end bottom chards to be laterally braced al 6 AT m mere 9191 i the erector,Additional permanent boa 1 zou.one et to o.c.respedrroW unless Mod throughout mein length by c 1 Qc- Wsn 1yo Wong continuous swathingmrAasplywoodsteathIg(rc)andardryvmn(BO). IU RRII_\- V DATE: 10/31/2018 the overall structure isms mapons0my MINbunefg demons, 3.2ximpact bridging or)sthnRl bracngteOWred where shown•• A Na bad should be splied to any oomphnen1 note alter all loaning and O.0050=mamas,Mtgs.mine are to Lie Use In.respective wrMGor. SEQ.: K5392676 ksmere are complete and al seems should any load greater than 3.Design seamen Images are to m used in a nonoonosveenvironment, TRANS ID' LINK assign k.d be spoiled to any component. eraenmren conedwig us. BcnmpaTmisb has.howdtrol over and toanycomponnm nare�nmlYmrm. g.�gn.raw.,Wlb�dngm.IRppdehaw.3nimnrweded EXPIRES: 1231 2019 fabrication,handli shipment and installation or who nts. ten. i. components. T.anaasalBaStatedenbetDossalms% November 1,2018 O.This PNATCAin furnished subject ionthe Mg Natumshet forth r &Ptescemem Waned oewmrestsattrvss,ens place.)so mNrumx TPNNCAin BC51,<ngen of vmhob ME be mmienetl upon request. Ilreswintige i,St letnxnbrnd,e 9.Digits imknlr are al gam in mores. MiTek USN,InelCompuTnm Software].8.8(1 L)-E to.For bmle stammer plate design values We E9R-0311,ESRA 893IMITakd This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4W11/D0e/Cg=1.00 TC: 2x9 NODE'M1d13TR LOAD DURATION INCREASE = 1.15 1-2-(0) 0 1-6=(0) 0 BC: 2x9 NODE N16BTR SPACED 24.0" O.C. 2-7-(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL SUPPORT <- 12^OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BEARING MAX VERT BAG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" 0/ 0V 0.00" 0.00 ,@ ( 0) M-1.5x4 or equal at non-structural 0/ OV 0.00" 0.00 ,@ 0) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 7•- 0.5" 0/ OV 0.0D" 0.00 ,@ ( 0) 21'- 2.0" 0/ CV 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 INC 2015 NOT BEING MET. Gable truss on continuous bearing wall UON. CONS. 2: Design checked Poi net(-] psf) uplift at 29 "oc spacing. Refer endto Ctrues onus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ -1•- 0.0" Allowed = 0.100" MAX TL DE FL = 0.000" @ -1'- 0.0" Allowed = 0.133" NOTE: DESIGN ASSUMES SHEATHING MAX LL DE FL = 0.000^ @ 0'- 0.0" Allowed = 0.398" TO ONE FACE. MAX TL DE FL = 0.000" @ 0'- 0.0" Allowed = 0.464" 11-07-11 9-06-05 MAX LL DEFL = 0.000" @ 0'- 0.0. Allowed = 0.004" '1 , I. MAX TL DEFT. = 0.000" @ 0'- 0.0" Allowed = 0,006" 21-02 MAX LL DEFT. = 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 9.00V. IIM-4x4 N9.00 ll 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, IA11 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. f 11111111 -/N be Ica Alii no to N L y ,3 1 6-09-12 14-04-04 l 1, l 1, 1-0 y 6-11-08 14-02-08 b E y 7-00-08 0-01 19-01-08 y ���NG NE R S/� 1-00 21-02 [V ti..--89200PE yr JOB NAME : RT AREA 4 ENGLISH 2 - D1 Mel �+ Scale: 0.2146 WSMaIN05: GENERAL NOTES, unwell emxwue rated: IIP CC I.Budder end emotion connects,should be advised stall General Notes 1.This design is based only upon me parameters shown end is toe an Individual �l Truss: Dl and wamengomm,econstructoncommences. building component.Apwuabnneldestpn perimeters end proper -y` ,�OREGON ,&., 2.2x9 compression web bracing must be minded when.town.. incorporation otownponeln la me reaps Jbllrzy mine tying designer. 2�1 �4 3.Additional temporary braces to Insure sabby during eec: len z.Design ad a:CO oM lop and 0e8bos unless enadem he laterally braced et /p qy 14e Ise.responsibility of erector.AEdbiooal permanent bracing of ro.c.and at tn•o,c.reweaheM bncedmrugmmtiter length by continuous Meaming w1,as s*WOWlim a she d eulwse)onedr drywall(BC). MFR R 10- DATE: 11/1/2018 the overall structure sine to onv nelsb el IRA budding designer. 3,a Impact bridging or lale,al bracing repulsed where mown.. "I SEQ. : K5342677 4.No Mad mould be applies m any component until alter al bracing and 4.tnaallalon al Mae.theeeaponebitb Mint respective minbadeo fasteners as compete and at no time Now any loads greeter tan 5.Design assumes busses are to be used m a non-corrosive environment TRANS I D: LINK design bads be applied to anyseees era, end.re roc-dn'cnabon-prude. S CompuTrva hassle control over end awmnearyaeaprmbiltly for lee 8.Dasgnaswmes lull bearing alal supports show.Shim or wedge II EXPIRES: 12-31-2019 mMicatbn,handing,shipment and InstelWbn el components. necessary 7_Designthatassumes adequate holh laces a provided.en November 1,2018 e.Tnbdeagn,mmM00540?amhMlannarons sete upon r e. elesaMam et Minonbabbcs. onrmwa.aria placed so heir comer TPLMTCA m SCSI.copies of which bill m furnished upon request. Ones IndiGt Min pint whin Inches. MiTek US,YIc.ICo,epuTtus Software 7.6.81 E 0O.DgNiskicone ect,Haile 1*dinlneMs. (� 10.For bask connector pap Negri vaYwefaESR-1311.ESR-1 Obi(MRed This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x9 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1- 2-( -5) 100 8- 9=(-215) 229 8- 2=(-1083) 239 4-13=1-463) 219 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2- 3-( -916) 189 9-11=( -2) 10 2- 9=( -105) 719 13- 5-(-207) 574 BEES: 23,4 KDDF STAND 3- 4=(-1117) 259 11-12=( 0) 0 9- 3-( -961) 164 13- 6-(-245) 165 LOADING 4- 5=4 -814) 270 10-13=(-175) 874 9-10=1 -186) 774 6-19=(-161) 142 TC LATERAL SUPPORT <= 12"0C. UON. LW 25.0)tDL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6-1 -8171 291 13-14=(-125) 687 3-10=1 -43) 212 14- 7=(-107) 701 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -926) 205 14-15=( -26) 45 11-10=1 0) 55 7-15-(-912) 222 TOTAL LOAD - 45.0 PSF 10- 9-1 -23) 226 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES/ M-3x4 where shown; Jts:2-4,6-7,14 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -229/ 237H 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 2.0" -148/ 952V 0/ OH 5.50" 1.52 EDIT ( 625) •• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF 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/290, TIu L/180 MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed - 0.100" 11-07-11 9-06-05 MAX TL DEFT, - -0.002" @ -1•- 0.0" Allowed = 0.133" MAX LL DEFT. - 0.025" @ 6'- 9.8" Allowed - 1.012" 1 f 1 MAX TL DEFT. - -0.042" @ 6'- 9.8" Allowed - 1.350" 3-05-12 3-05-12 4-08-03 4-06-09 9-11-13 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 1 f f 1 12 12 MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 9.00 IIM-9x4 Q 9.D0 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" . 174.0" 6 Design conforms to main windforce-resisting g system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir), load duration factor-1.6, End verticallsl are exposed to wind, Truss designed for wind loads in the plane of the truss only. .o A- �1N �� ~ N.�Y 0 I Jis::' C- M38 M-15x3 of o S 9 11 12 ,I, M-1.5x3 M-5x8 M-3x8 M-1.5x3 y Y .5 .5 1 b 3-04 3-05-12 9-09-15 4-10-01 4-08-04 1-00 6-11-08 .314-02-08 .3 j 7-00-08 0;1 14-01-08 y NS<<-N:VCGP RE O‘1p7•9 /p 1-00 21-02 y ,45 09200PE 29r JOB NAME : RT AREA 4 ENGLISH 2 - D2 _ � • Scale: 0.1972 WIRRHryGs: GENERAL NOTES, unless otherwise noted-. I.Balder and erection contractor should be advised of an Gerald Notes 1.Ilia design N.based only upon me parameter,shown and Icier an individual d OREGON ([ice Truss: D2 and Warnings before wngm tionwmmenos. building component.apgkeaary"ldeeNn Gerenne.rsand bob, �. 2.LS compression web braving moat he Installed where Mown. rnwrywanon of component a.Iln rcynnslnilW of me building daYp^ar. \ �1 3.Addibnal temporary nracroRmlmrro alaGlel du6n9 co^smwfn^ 2.D•Wn asetes lb toe and bottom chore is be throuaterallyghout braced al G<0 �y 14, O is Me responsibility of int erecter.Aedmanal permanent bracing of roG and MlQ es.respectively bywood ad'aB ng)Tuphwml dnyat eSeClngb (1 continuous eginsp lotcne8PM1wcceuired wg(e shownallege,drywelRec/. �(�RF'�` [J DATE: K53 11/1/2018 No oadanstructure Iamdlneny omryameanld et el iln<c I.ylmt,.oil begins telaemp05b bribing required wn.anown.. !� lr SEQ.: K5342678 4.No ar leaaameMxepgiaaaano One 560l4 untilany ellbede ...0rng aM 4.IDeignassummrlses ream to ity n aereroemorm eviron r.d.rren an compwb and s no nm•anouN any beds 9reMer Ilan s and ar afaumowsn me Maa used in anentortaNve environment, TRANS ID: LINK design bads be ebbed to arncomPo^am. 6 Po are ldsmy nlbeaannl tel su as shown.span srw. n 5.CempuTM pas no cabal over and assures no reapcngdlNyM be Design assumes g. pPd age EXPIRES: 12-31-2019 ry. hellsdesign onisfamisedpmam and Installation component,by 2.rltesoal be lout.5adequate ndrainage rsmab,en S.Tnleaeegn iaCSIn capies rwhom•llme tansa•t rob by9.finto.sy nebuleN on both hwaclaruw,.M gibed so ln.irwM.r Novem bar 1,2018 TPIM/fCA in BCSl.capiea of which wlllb NmiNed upon request. fines coincidewho JOIN wmeriche. 9.F,es indicate size ofpbm in Fiches. MRak LISA.IneJCompuTrus Software 7.6.8(1 L}E m.Far beam connector plate design values see ESR-I stI.ESR-1955(MiT•k) 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: 2x9 KDDF W1CRTR LOAD DURATION INCREASE - 1.15 2- 2=( -843) 258 7- B=(-203) 218 7- 1=(-916( 200 3-11=(-941) 214 BC: 2x4 Kolar 1116BTR SPACED 24.0" O.C. 1079 _ _( -2) 9 1- 8=(-108) 689 11- 4=(-204) 557 WEBS: 2x4 KID? STAND 3- 4=(-1799) 269 9-10 (-173) 849 8- 2=(-485) 164 11- 5=(-247) 165 LOADING 4- 5=( -802) 288 10-12=( 0) 0 8- 9=)-174) 729 5-13=(-157) 191 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+0L( 10.01 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. DON. DL ON BOTTOM CHORD= 10.0 PSF 13-19-( -261 95 10- 9=( 0) 56 6-19-(-901) 220 TOTAL LOAD = 95.0 PSF 9- 3=( -14) 202 e" For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA M-384 where shown; Jts:1-3,5-6,13 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -224/ 224H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20.- 11.0" -146/ 941V D/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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/1B0 11-09-11 MAX LL DEFL = 0.023" @ 6'- 6.8" Allowed = 1.000" 9-06-05 MAX TI. DEFL = -0.040" @ 6'- 6.8" Allowed = 1.333" T ' 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-02-12 3-05-12 9-08-03 4-06-09 9-11-13 f 1 f T 1 f MAX HORIZ. LL DEFL - -0.012" @ 20'- 9.2" MAX HOSTS. TL DEFL = 0.020" @ 20'- 9.2" 12 12 9.00 IIM-9x9 Q 9.00 9 0" not esign assumes moisture content does el- a 4-4 not exceed 19% at time of manufacture. 13 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TODLclosed, Cat.L=6.0, ASCE 7-10, (oad duration Enclosed, Cat.2, Exp.e, MWFRS(Dix), load duration fearerexpo, 3 End verticgned are exposed to wind, Truss designed for wind loads 43 w in the plane of the truss only. cD 0 I 0 2 ,1 ek t yo o g1 I` --� 9 T 11 ., 13 a li .i r IL.. 1[ -a . M-1.5x3 7 M-1.5x3 ° MJ4jx8 M-3x8 12 ,� M-3x8 M-1.5x3 M-3x6+ M-3x6+ M-386+ M-3x6+ i' l y l 1, ,• 1. 3-01 3-05-12 9-09-15 2-05-05 2-09-12 9-08-09 1 1, 1, y 6-08-08 y 14-02-OB )' A�b PR 0, - l 13-10 7-01-08 7-01 y \5'\�C�NGINle ,9 `�.O 20-11 si:,, 2 c . 9200PE 9r JOB NAME : RT AREA 4 ENGLISH 2 - D3 Scale. 0.2047 WARNINGS: GENERAL NOTES. unless ote,wlx noted: O Truss: D3 1.made,and erection contractor should be seamen all General Soles 1.This desgn=based only upon me perimeters shown and is kr al Individual �/ 4 OREGON (v and Waminpa beforecanangbn commences, building component Applltabay or design parameters,and proper ` sic 3.Dot compression web bndrp mud be installed where shown• Incorporation of component Mlle responsibility of the budding aeelprer. 2aN Q"�N 3,AddO0 lent broom to Wbil Bunn 2.Be•bn asames Me top bottom chords to laterally Paced))) temporary 5 a lty g aonand'ron N /O 14, is the responsibility or the Ream.Additional permanent bracing o! Zo.c.and a110 roc.rcnpetive6'unbas braced mroupnoNlMFkrplM1 by DATE: 11/1/2 018 continuous sheathing such as plywood meethin.(TC)moor drywtll(lu).the oed50 olmaure le Me reapennbiy Orr)Wading designer, • ' SEQ.: K5392679 4.No load should be applied to any component untd alter a•Mao M 3'dlmistenofpact Missging or the moolateral s/Ging NGuirea e.Mnhee con te [� bracing 4.Design ananurbms are tonensed insresgam wmviron !7�' ��� fasteners are complete and at no lime should any Naar omelet Men 5.and aor"dry trusses are bee used in erlontoimaive environment TRANS ID: LINK aesilm loads be applied to any camppnem. Design are for eoneaen-m pr. 5.CampuTer has no=Mel owe and assumes no responsibility kr the 6.Ceagn�emumea Nil Mennp an al supports snow.Shim or wedge EXPIRES: 12-31-2019 relocation.Mnaurq,shipment lnMtlHtion or cempen.ms. Dorn ry' S.This denT.atignhWames.bedon bothfaceoMogonsprosiMd. November 1,2018 • demon is ONi,copesent andInstimllalwnssetbnney 7.DebssM•b•b(Roosts Mnheea at truss,end placed so Moir center iPPANCA N seal, of which WI be lrmshed upon request Isles coincide with joint center Ones. MiTek USA.IncJGompuTlus Software*T.6.9(1 L}E a Fun 5 indicate Sim of ate m riche 10.For bask connecter plate design yWee see ESTO1311,ESP-1954@.MIN OW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TO; 2x4 RODE N1&BTR LOAD DURATION INCREASE - 1.15 BC: 2x9 RODE N1dBTR SPACED 24.0" O.C. Design conforms to main wintlforce-resisting system and components and cladding criteria. 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 Wind: 140 mph, h-22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD 95.0 PSI Truss designed for wind loads considered for this design. LL - 25 P5F Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 5-07-04 5-07-04 1' . T 12 12 I Ind-4x4 Q 9.00 9.00 17 2 • I 0 0 5 ,<‹.- PROFFtS,�`, �N��NFF9 seal. y 1-00 y 11-02-08 y 1-0o y 89200PE f JOB NAME : RT AREA 4 ENGLISH 2 — Fl Scale: 0.9255 WARNINGS: GENERAL NOTES, ats4 omsrrnse noted' O �� 1.Baim,and erembnmm,adwehppdb advisedalallO nemlNntw nude snRamepnyupnnaeparameters Nrow amNmlanidmeml OREGON t Truss: Fl and Warnings before constmmbn commences. lit/ding component.ApplcaNNy or design parameters end proper 3.2s4 compression web bracing meal be installed where shown.. incorporation olmcicnem is thesaPs May of building designer. �1 s.Additional temporary emdngminwre maNlhy WONmnowaron I.Design swum.the Pp and bottom chords to be Nteraly braced et G/ it 6 '1y 14, :( P+ mile responsibility of the erector.Aeditbnal grmanenl booing of Yolnuousslao.n.rsoliary rsmararac Ohpul,ugwn:Mby V continuous sheathing soli as plywood mw.mm eawn••rywanj6e). M -RRIO- v DATE: 11/1/20188 tin loverall oadsouldctealsme to anystbmpnMMbuiNlte aweacr.n S.Intallanbnftrus is lateral bracinguiredelm remmane co.. 4.Namaemaumbelelt an at no component tom lalter eads lmaer an 5 D.msnanoensssses responsibility mmempeane contractor, SEQ.: K539268D fasteners are cwnp.M.mamnetme should any Mndsgresler man 5.end assumes Pussesare to x used menoneorroeN..n*Ironmst2 design beds be speed to any component. and ara for medry mnddan•oruse_ TRANS ID: LINK dries am.afogde.nne.t� mpmshown.Shmetw.dp it EXPIRES: 12 31 2019 S.CompuToehastm control wtrand awlmean luominsielA.b,Me Design adman. L. .1 bbS design is shipment andlnmpl55n of components. T.Design shall be Moiled drainage is IrSsean November 1,2018 B.This design s furnished subject to the imitations set lomo by g.Plates Nell be Moiled on Wm faced of low.and paced no troll center TpNMGA in BC41,copes of*.Mich will be furnished upon request. Imes coincide with joint comer Imes. 9.Digits Ideate we MOM.In Inches. MiTek USA.Etc./CumpuTrus Software 7.6.8111FE la.Emee b .connector pale design values see 538.1311,ESR.IMPI MUM 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/ODF/Cq=1.00 IC: 2x4 MODE' M16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7=(-210) 220 6-2=1-6301 172 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2-3=(-600) 116 7-8=1 -601 83 2-7=1 -40) 360 WEBS: 2x4 KDDF STAND; 3-4=(-6D0) 133 7-3-1 0) 306 2x6 RODE 62 A LOADING 4-5=( -9) 109 7-4-1 -40) 405 LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=1-630) 228 TC LATERAL SUPPORT <= 12"00. VON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. VON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BAG 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 KDDF 11485) -80/ 663V 0/ OH 5.50" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.001" @ -1'- 0.D" Allowed - 0.100" MAX TL DEFL - -0.002" @ -1'- 0.D" Allowed - 0.133" MAX TL DEFL - -0.015" @ 5'- 7.3" Allowed = 0.686" 5-07-04 5-07-09 MAX LL DEFL - -0.001" @ 12'- 2.5" Allowed = 0.100" MAX TL DEFL - -0.002" 0 12'- 2.5" Allowed = 0.133" T T T MAX TC PANEL LL DEFL - 0.062" @ B'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9,00 p IIM-4x4 Q 9,0a MAX HORI Z. LL DEFL = 0.009" @ 10'- 11.8" 9.0" MAX HORIZ. TL DEFL = D.016" @ 10'- 11.8" 3 ,( DiDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCD1-6.0,5CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 _40 �� M-3x9 7 f �O M-LB R.; -/ P O O 1 I , A 0 i M-1.5x3 M-1.5x3 4 6.00 6.00 C . 12 12 y 1-00 y 5-07-09 l 5-07-09 ..1" ..I' ..I' D PR 0A�y y 0�QEG11-02-08 NFq 6 110� 2 92 0 v` JOB NAME : RT AREA 4 ENGLISH 2 - F2 Scale: 0.3505 WARNINGS: GENERALNOTEB. unless atherwdn rated: 1.Budder and erection contractor should be advised of all General Notes 1.ma design n based only upon the parameters shown and es for an lhoiwdual 7. OREGON �4j Truss: F2 and warnings before connmmlon commences buningcomPmem.Appce0Wy redesign peammem and proper z.2s4 cameraman web baMng gun halnnaaetl where Hewn+_ incorporation or component keno responsibility pflM building designer. fO A� A f 1101 S.Addilbnel temporary bnanp la insure Gadifry dumpwmVudon 2 Design assumes Me by and bottom chords m 4 throube ghout braced at "7 N is Me responsibility of the erector.Additional Pmmanenl bndrg al 2'hoc.end at ID os.aapedvely Wen Mimed throughout their length by DATE: 10/31/2 018 Me overall structure is the continuous sheathing such as plywood sheathing(TC)emnr drPmnt5C). �k f''] responsibility of bdkline dasgnar. a 24 hymen bridging or latenlbradng rcgwrcd where Nosent Ell rT 11 SEQ.: K5342681 +No load should be applied to any mmponem v0m alter ale mating am O. Installation oftruir�s the ro enbU:e lthe reaped, ���r.n.nt ll1L fawners ern complete and at no time sMUM any bade greater than Reegn assumes TRANS ID: LINK design loam be applied to am component a and&rcrornn m�ceamm�.ew ram.,,.Shim orw. I 6.campaTmshasnacontroloverandase nee nore,poneibINyfartM Win. ram., p m�a EXPIRES: 12-31-2019 n. fabnohon,handling,shipment and Installation of components. .Design assume,adequate drainage Is provided November 1,2018 6.This design is f0M,hed subject tolls,limitations set Myth by .Plates anal be located an both faces albus,and placed so their center ^ TPWYICA in BCSI,copies of whits Wl be furnished upon request. lines mbwlde with : lines. 9.0181ts IMlmte sB,It plate In mchea. MITek USA,Ine.ICbmpuTrus Software 7.6.80 L)-E 10.For basic mnnaclor plate design values sea E611-1311,E59-1955(M12ek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2e.(-601) 145 4-5-1-184) 191 4-1=1-466) 165 5-3=I -41) 393 BC: 2x4 HOOF N1&BTR SPACED 24.0" O.G. 2-3-(-601) 165 5-6=( -57) 82 1-5=( -41) 362 3-6-I-468) 188 FOBS: 2x4 KDDF STAND: 5-2=1 -3) 306 2x6 KD➢£ k2 A LOADING LL( 25.01-1-DL( 10.0) ON TOP CHORD = 35.0 PSI BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES) BC LATERAL SUPPORT 0 12"OC. DON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -76/ 506V -161/ 161H 5.50" 0.34 KDDF {1485) 11'- 2.5" -76/ 506V 0/ OH 5.50^ 0.34 KDDF {1485) .. For hanger specs. - See approved plans LL 25 PSI' Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL 0.072" @ 6'- 2.7^ Allowed = 0.396" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.098" @ 2'- 11.8^ Allowed = 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.009" @ 10'- 11.6" 5-07-04 5-07-04 MAX HORIZ. TL DEFT. = 0.016" @ 10'- 11.8" 1 'r f 12 12 Design conforms to main indfarce-resisting 9.00 IIM-4x4 9 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.2ft, TC➢L=6.0,5COLe6.0, ASCE 7-10, (All Heights), Enclosed, Cab.2, Exp.0, MWFRS(Dir(, 8 load duration factor-1.6, s�II End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 �� M-3x9 M-5x8 4l -� 0 • I . Al 0 0 I 1 N N 4I �. AA, y •• ^� M-1.5x3 M-1.5x3 , 6.00 6.00 12 12 l l 1 ��lL n y 5-07-04 5-07-04 y ,,(((�C`w`Q PROnFrsfl 11-02-08 �G��` V,,01NE -,\ V/QA_ :9210P vr. JOB NAME : RT AREA 4 ENGLISH 2 - F3 � � Scale: 0.3528 ! i� WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Binder and erection codreda,should bit advised of all General Nalco 1.This design la Weed only upon the parameters shown cod islor en individual G ,t OREGON Ix j Truss: F3 and Warnings before conumc0on commences. building component Applicability oldesgn parameters and proper 47 S ge4 compression web bracing moor he installed serene shown e. Incorporation...pone.k Me nepnai4Ny of aid Watling designer. )I 3.Aa]Abrellempomry bracing to Insure stability during construction 2 Design assumes the top and bottom cnmds to be Wendy bmwd at '/� �• 14, , 20 A-3- Pos.and at IC o.c.respect'ively mien braced throughout their length by �/ Y le_ 'm the reeponaibildy Dime erector.Additional Deanne.bracing of cmnpnuownMaloinp such es plywood sheatgno(TC)ander 4rywe1118t). DATE: 10/31/2 018 the overall structure Is me to,ey s bitty Donne W.I.deeigner. 3.'M imp.bndgng or lateral bracing rewired when algwn" �^R R`L,„ SEQ.: K5342682 s ern lossd should er embed to any component until emr ant bmareend a Installation or Wee le the nee flu oty of the respeciewrNdor, Ieatermn ere oomph.and at no hew Mould any weds greeter tan D.Design assumes lmexs are to be used in a noncom*.environment, TRANS ID: LINK design loads be applied to am component and for"dry condition.Drees. S.DanpuTiue has no co*.over and assumes no responsibility he Me O. a a,arms,ld6W.dng.l.Nmppodeanawn.5nimarw.�.d EXPIRES: 12-31-2019 none... fabrication,handling.Mipmanl and inapNMiun of compamn.. ].Design assumes adequate drainage is provided. O.Thia designis furnished....to the limitations sat forth by n.Plates snagDe inn.on both of lo .and placed sit their center November 1,2018 TPVWtCA 1n NC.cop mm nds es of when will be uihed upon request lines mi wen joint center lines. lows. D.Digitsbalcete size M plea In Inches. NRek USA,lnc./CompuTtus Software 7.8.8(1 L}E 10.For basic...tor plate design values see ESR.1311,ES.1930(MIT.) 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/Cq-1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 109 6-7= 2 (- 246) 2275 2-7-1 -959) 636 WE: 2x4 KDDF STANDR SPACED 24.0. O.C. 2-3=(-1787) 1415 7-8=(-2296) 2275 2-7-(-1615) 1889 WEBS: 2x9 KDDF STAND; 3-4=(-1787) 1415 7-3=(-1039) 1303 2x6 KDDF#2 A LOADING 4-5=( -9) 109 7-4=(-1615) 1884 LL( 25.D)+DL( 10.0) ON TOP CHORD= 35.0 PSF TC LATERAL SUPPORT <= 12-OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9-0=( -9591 636 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORS 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 5.50" 0.66 RODE (1485) 11'- 2.5" -581/ 980V -2000/ 2D00H 5.50" 0.66 ROOF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-7 psP) 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'- 0.0" Allowed - 0.133" MAX TL DEFL = -0.042" 0 5'- 7.3" Allowed - 0.686" 5-07-04 5-07-09 MAX LL DEFL = -0.001" @ 12'- 2.5" Allowed - 0.100" ,� MAX TL DEFL = -0.002" @ 12'- 2.5" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.062" 8 8'- 2.7" Allowed = 0.396" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 M-4x6 N 9.00 S 4 0" MAX HORIZ. LL DEFL = 0.052" @ 0'- 2.8. MAX HORIZ. TL DEFL = -0.059. @ 0'- 2.8" _� ICOND. 3: 2000.00 LBS SEISMIC LOAD. 11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End Vertically) are exposed to wind, Truss designed for wind loads in the plane o£ the truss only. iM-4x4 � ��M-4x4 �D M-Sx8 4� -/ 0 0 0 A 10 ml f 6I,at ",.. N M-3x4 M-3x4 .o6.00 6.00 C . 12 12 1 1 J. 1 J' 1-00 5-07-09 5-07-09 1-00 1 1 kEtPRGFF 11-02-0B / \�` NGINEF s`Se/ 0 9 2 e4 9200PE 9<' JOB NAME : RT AREA 4 ENGLISH 2 - FDRAG ,.„..G_____. Scale: 0.3505 WARNN(S: GENERAL NOTES, MNese otherwise nond. Q CC TLu55: FDRAG 1.Builder and erenncontram,mouldbeaam«dof ell General Nona I.7S0000igns based onyupon the eaamenr.dmlan mid isMrenlsandual �` OREGON and Wammas before mnarummn commences. bANlp00naponerm Apl.rr S ibb or demo parameter.and ProPer G as compression web bracing mud be Installed where shown.. Incorporation of component a the respominl4 gnat building"GP". temporary bracing to insure a0Wily dolng conmuaan 2.ocean autumns me 10p end Emwm snores to be laterally braced Y 2_0 ��3.Additional nm ,O 4 y 4 r L "s the rcaponeeiRy al the erMor.Additional permanent bracing of 2'o.c.and m l0'os.re.peawery unbse brava throughout their length by I DATE: 10/31/2018 lbepw.rellauouresin m.eonsal®yorll.buildin.ae c� W�aM1e.thmp,ann;Benn es p,d�.aming,.Ro,.rorarewsl(Ro) MFI�RiI.‘- agnm. 3.2a limped Melina a le:erel blame required where mown.. SEQ.: K5342683 4.No Mad should be applied to any oemponem until after al bracing and 9.!mitigation of is the 1-o3p0 e used or the respective contactor. noNehmen,are complete and at line m m b should any loads greener than 5.Design assumes basses ere to be used in e nonconosim environment. TRANS ID: LINK design wed.be applied to any component. ante are for'dry conebew mute.. s nompuTmshasnocontroloverendassumesnoreopeneinldynrthe a.Deceasescore.amEdeannga,.gwppmamawn.5mmar wedge d EXPIRES: 12-31-2019 mention,handling,moment one Installation of components. nCCCB9an' a.This denim ls furnished dpmtpahlimdatmre tmthb 7.Dets0naewmes adequate drainage IsIbased. November1,2018 A Metes shall be wrested on bore noes of truss.ens paced wthew center TpUWICA in SCSI.copes of whim MP be furnished upon request. liens coincide lath mill center tines. A Pith lrilco see of plate Inches. MINE USA,Inc./CompuTrus Software l.6.8(1L}E 10.For basic connector plate design values see E517-1311.ES12.1684(NITem MIIIMIML 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 PC: 2x4 KDDF 4f16ETR; 12-01-00 GIRDER SUPPORTING 11-D2-00 1-2-(-2601) 630 1-5-(-502) 2010 5-2=( -233) 1267 7-4=(-193) 134 266 KDDF 81bBTR T2 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2-3=(-2010) 525 5-6=(-819) 3037 5-3=(-1081) 348 ,BC: 2xl KDDF 451613TR 3-4=( -24) 33 6-7=(-919) 3057 6-3-( -801 1024 WEBS: 2x4 KDDF STAND LOADING 3-7=(-3217) 895 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 24-OC. UON. TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 2'- 2.0" V BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. DON. TC UNIF LL( 52.1)+DL( 20.8)= 72.9 PLF 2'- 2.0" TO 12'- 1.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL) 0 A)+DL( 20.8)= 20.8 PLF 0'- 0.0" TO 12'- 1.0" V 0'- 0.0" -436/ 1896V -29/ 58H 5.50" 3.03 KDDF 1 6251 BC UNIF LL( 115.I1+DL( 92.1)= 207.2 PLF 0'- 0.0" TO 12'- 1.0" V 12'- 1.0" -496/ 1800V 0/ OH 5.50" 2.88 ROOF ( 625) NOTE: 2x4 BRACING AT 24"OC VON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 21.1)+DL( 0.4)= 29.5 LBS @ 2'- 2.0" L, y..OND. 2: Design checked for net(-7 Psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.059" @ 7'- 1.4" Allowed - 0.558" M-1.5x4 or equal at non-structural MAX TL DEFT, K. -0.106" @ 7'- 1.4" Allowed = 0.744" vertical members Won). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. MAX HORIZ. LL DEFT. = 0.011" @ 11'- 9.5" Hangers attached to the bottom chord MAX HORIZ. TL DEFL = 0.020" @ 11'- 9.5" will have 1.5" max. nail penetration. c' For hanger specs. - See approved plans Design conforms to main wind£orce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.2ft, TCDL-b.0,BCDL=6.0, ASCE 7-10, 2-05-05 4-09-13 4-09-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dirl, 1 1 1 1 load duration factor-l.6, End vertical(s) are exposed to wind, 2-09 Truss designed for wind loads 'f 1 in the plane of the truss only. 2 9.00� 11L M-1.Sx3 .!J. 0Ir.C.I I 7 IM I I I= I -, o 1' 6 6 7 of M-5x16 M-3x8 M-7x10 (-r M-5x12 <���� Or2�a•p, c; _`O I NRE°, �J"VV/ y 2-05-05 y 4-08-01 y 4-11-09 y �co' �` FR Oi9 l 92 0 1- 12-01 JOB NAME : RT AREA 4 ENGLISH 2 - IGIRD Scale: 0.2320 mamma: OENERALNOIES, unlessmkm'iaemind li OREGON 1_Budder and erection contractor should M advised OA General Notes 1.Ties design Is based mty upon Me parameters shown anal is M an individual Truss: IGIRD and Wemthgs before condmdkncommenes. Wladingcomponent.apdkaCgbyal design parameters and proper 9G/ �qY '¢ 2a� z.274 compression web bracing mw be nwned where Shown•. Ircorpomlkn el componem balk respondblsly mthe w4alne aesiRrw. s.addbbel temporary bracing to insure stability dueeg conenlyan z.Design assumes me top and bottom exorcists MkNmpy braced al AA is me rosponnNl of .redo,.admldna permanent zo.o.and WO'as.reopedlwely unless braced throughout their length by j 0... me permanen strenuous aheathsg such as plywood ehealNnp(TC)and'ur drywaE(Bc). `' SSA/ DATE: 11/1/2018 the overall mmdure is the regwneblity of the baking designee 9.za Impact Mlign4 orlemrelbmdng required Mere shown•• �RRI�` SEQ. : K5342684 4.No lead Mould be applied to any component unti deem bracing and 4.omllamn browsesaeeronabitlof be used ftth respective on thee'contractor. fasteners ere complete end at no tine should any loads greater man sign assumes des nlomsbe.I0hnON am wmponem. and are for Mry condition"or use. TRANS ID: LINK Dompuman..01.howeraMammeshorepnstblN arse e.1:,..0meam"baenree°a,mt.kw.5him°r e.tr EXPIRES: 12-31-2019 5. one s IaMketinn,handing,shipment and heIiertin of components. 7.Design assumes adequate drainage is provided. November 1,2018 a lebdesgn k furnished subject of lids beerwns set form by 6.Plates shall Se located on both taws of truss,and paned so their«her TPIMTCA in SCSI,copies of Mich will furnished upon request. lines coincide wM Pint canter gee. 9.Digits Indicate size or plate in Moho. MiTek USA,Inc/Compel/us Software 7.6.8(1LHZ 10.For bask cgmedor(AW design blues see ES17-1311,EBRe1998(Wel) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 11-02-08 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 SC: 2x4 KDDF #160TR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2-1-1943) 259 1-6=(-329) 1437 6-2=1 -95) 859 BC: 236 KDDF #16BTR 2-3-(-1061) 188 6-7=f-322) 1420 2-7=( -818) 192 WEBS: 2x4 KDDF STAND; LOADING 3-4 ( -222) 252 7-8=1-194) 736 7-3=( -226) 1478 2x4 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4-5-) 0) 0 3-8-(-1398) 304 TC UNIO LLI 50.0)FDLI 20.0)- 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4-) -234) 194 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LLI 115.1)+DLI 112.1)- 227.2 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. 00N. BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -250/ 1795V -169/ 334H 5.50" 2.87 KDDF ( 625) 12'- 1.0" -397/ 1796v 0/ OH 5.50" 2.87 EDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONO. 2: Design checked for net(-7 pot) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX LL DEFT, _ -0.023" @ 4'- 0.0" Allowed - 0.558" TO FABRICATION OF TRUSS. MAX TL DEFT. - -0.042" @ 4'- 0.0" Allowed - 0.744" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-01-12 3-10-10 3-08-14 0-03-12MAX HORIZ. LT, DEFL _ _ '1 f of ,f 'r MAX HORTZ. TL DEFL = 0.011" @ 11'- 7.5" 12 M-1.5x3 5 9.00 -/ Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 190 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1 A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor-1.6, End vertical(s) areexposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 3 1n o I u) 0 I a. M-3x6 /f .- r nn �o I© : IIIa nu o M-5x12 M-3x6 M-5x6 O M-6x6 �ti0 PR OFFS l y l l \��NG�NEFq OFFS/ 9-00 3-08-14 4-04-02 C 2 y l �� 89200PE• 9f of • JOB NAME : RT AREA 4 ENGLISH 2 - HGIRD • Scale: 0.3159 WAR VIOS: GENERAL NOTES, oleo otherwise noted'. �C I.Mulder and erection wneaaor should be advised of ell General Nolo I.This Ewen b baud any upon the peameba shown and m ter an lMNlduel OREGON �� Truss: HGIRD and Warnings berme w,oare: nwmmenws. building component ApNicabiby of design paammem and proper �L /� 1l �I- 2.2,4 compression web bracing must be Weaned where shown incorporation at component mthe aapawieany of me Raiding aestgner. ,9 ZQ� {� 3.Additional temporary bracing to insure WhilM during madbn 2_Design assumes Me nip andeohom chords to be laterally braced et ,M y "P sure Tc.c.and al lG as respectively unless baud lhaughoul their length by 1�TI ^N is the responsibility of the erector,Addinonal Pennan..I bracing of continuous sheathing such ea plywood Nroel9ng(TG)endlw Oyntll(BG). r'` V DATE: 11/1/2018 the oamll elrucure b thercapmsemy ortne Nadinewegner B.2S Impact Mfging or lateral bracing required stem shown.. ���. f1' 11.� SEQ.: K5342685 a.No bee ONO5 be applied m any tOe should and alter al bracing ash 4. llatbn W truss Is Me reis be ledfMerescw0cirmleelnnnnion.nem. also are oomgate and et no Noshould any loads prods Mae Design assumesin a TRANS ID: LINK demon bade be implied N any component. 6.Deessinfor raana,05 lull Innne 5114 aupwmahowni smm orwedgeg 5.comaTmahasnooMMeverandassumesnoreryvnmblytaMe unary. EXPIRES: 12-31-2019 taeheetlae.handing,shipment end imtallatbnofnompanents. ,. gnawamenaaewxatedainageIsprovided. November 1,2018 6.This design is NmlYred NOON to the lanpelonS Sot form by 6.Pbbamwl Gbcatsa en ball,lewd ohms.and pieced so IMlr cobs TPLWTCA In5G6l.cooled of which will be'holstered upon rennet. Shea windtle wMh Nni wnbrlirwa. B.Dien indicate site el pleb in'knee MiTek USA,YtciCompuTrus Software 7.6.8(1 L)-E 10.Far basis coramdar plate design values so ESR-13t1.HE el 988 Wet) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2015 MAX MEMBER FORCES 4WR/DbF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7338) 1200 1- 7=(-1062) 5482 7- 2=( -408) 2440 10- 5=( -220) 1270 BC: 2x8 RODE k16BTR 2- 3=(-4852) 808 7- 8=(-1048) 5396 2- 8=(-1686) 342 5-11-(-4976) 882 WEBS: 2E4 KDDF 44168TR LOADING 3- 4=(-1886) 380 8- 9-( -724) 3698 8- 3=( -518) 3312 11- 6=) -84) 28 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1408) 348 9-10 ( -230) 904 3- 9=(-2996) 602 TC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 5- 6=( -162) 202 10-11-( -230) 904 4- 9=( -178) 826 BC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2).s 445.6 PLF 0'- 0.0" TO 15'- 5.5" V 9- 5=( -634) 3586 Jc- ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 1801.0 LBS @ 2'- 3.5" BEARING MAX VERT MAX HORS BOG REQUIRED BRG AREA Attach 2 ply with 3^4.131 DIA GUN ADDL: BC CONC LL+DL= 1796.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 0'- 0.0" -955/ 5808V -174/ 344H 5.50" 9.29 KDDF 1 625) ,^/ 9" oc in 1 row(s) throughout 2x9 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1009/ 5760V 0/ OH 5.50" 9.22 KDDF 1 625) +],)/,C\ 9" cc in 2 row(s) throughout 2x8 bottom chords, LIMITED OF IBC 2NOT AND IRO 2015 NOT BEING MET. 9" co in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP TOND. 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 = 0.035" @ 6'- 3.6" Allowed = 0.727" NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX TL DEFL = -0.079" @ 6'- 3.6" Allowed - 0.969" PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR SEASONED LUMBER IN DRY SERVICE CONDITIONS TO FABRICATION OF TRUSS. MAX HORIZ. LL DEFL = -0.008" @ 15'- 2.0" MAX HORIZ. TL DEEM = 0.017" @ 15'- 2.0" 12-01 3-04-08 1 1 1 Design conforms to main windforce-resisting 2-05-04 9-01-13 5-05-15 1-05 1-11-08 system and components and cladding criteria. 1 1 1' 1 1 1 12 Wind: 140 mph, h=23.7ft, TCDL=5.0,BCOL-6.0, ASCE 7-10, M-5x6 M-7x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 9.00 17 Qi ��'I -,. load duration factor=1.6, Q411111111 End s al(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 e �r 0 0 m M-3x8 M-Sx16 'Al o if c:: �11Y ® Y 1- ] 8 �' 9 10 "11 y I M-3x12 M-4x8 M-7x8 0 M-3x12 -M-4x4 �,R�D PRoFFt4 y y1801w y y1796X y `5'� �NOINEF� s%0 2-03-06 ) 4-00-01 5-11-03 1-03-041-11-06 ,5.J' l y � 1 15-05-08 92 Q JOB NAME : RT AREA 4 ENGLISH 2 - GGIRD Scale: 0.2506 WARNINGS: GENERAL NOES, tomes Monism soled Q �' 1.Wilda aMmedianwm,ador should be advised or NI General Nolea 1.This designIs bawd on the wrs shown and lc la an Individual Truss: GGIRD only °°ram` -y OREGON , and wamingal>eron construction wmnmrse.. building pmvgnem.AvlgiraNmy ordamgn parameters and proper aw, 2.hammpeubn web bracing mum be instance where shown.. IncorWlohon orwmponemd me reslTtmlellXya me lwlalry)eespne.. �i n �N�'\ 3.neenawltemporary erasing do lrcure stability riming wn6rtabn ZDpgn assumes me top and bottom chords to be laterally Marion al O 14, ° �. isdM nsponaelfry oldie erector.Add2unel permanent bracing of Yox.and al l0'o.c.rapedNety thew bracedthroughouttheir length by continuous sheathing much a.plywood shedding(%)anynr drywall(NC), 4 'RR1L DATE: 11/1/2018 Ib5 owlan.budur•istn•mponeop Dena buildingnesignm. n.Dr Impaadiaging or lateral bracing required when shown.. SEQ.: K5342666 a No WM Ruud be applied to any component unlit after6.6 el bracing and 4.'widen.ofresponsibilityr bth.responsibility Vibereepeahe contractor. Y mgenels are complete and at no Erne roule any loads greater then S.Deslgn assumes Miaow are to be used'n a noncormeive environment, TRANS ID: LINK design wads be applied NI any any tompone and.re rorry continue or use. 9.empglne has m control q r.nd.ama.npnpoNbgdym,Inz 6,D r ealgns wFulWaringalalmpportaWon,.Shimorwedgeif EXPIRES: 12-31-2019 hMkallon,handling.shipment and inmallation 0f components. 7.Deslgn assumes adequate drainage is provided. November 1,2018 A lrysdeapn isbeSOed subject to thelmbtuns set forth by B.plates shed be boated on Cara laces orbues,and Owed tnwrwmer TPWWCA in SCSI,copes efo,5RR will be Swathed upon npeY. fares coincide with psi)centerhrwx 0.Digits indicate size of plate in inches. MITek USA,InWCompuTrus Software 7.6.8(1L(-E 10.For basic connector pate design values see ESR-1311,EnS-1998(MRek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. Sc: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #166TR 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"0C. DON. LL( 25.0)iDLI 10.0) ON TOP CHORD - 35.0 PSF Wind: 190 mph, h=lsft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIE' I All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration facto[-1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL 25 PSF Ground Snow IPg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Cable end truss on continuous bearing wall ION. REQUIREMENTS OF' IBC 20)5 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-10 9-10 f f f 12 12 9.00 17. I IM-9x4 Q 9.00 2 NO f -/ to o ro • 9 y 1 NN y 9-08 1-00 b Qp ��yGINE'F� /02 9200PE r JOB NAME : RT AREA 4 ENGLISH 2 — Ll Scale: 0.9870 • • WARNNO6. GENERAL NOTES. unless otherwise noted'. 10 [}r' Truss: LI I.and and'swam wNrador should be advised Pen Genera Naffs t.This design k based only mon Me parameters Pawn anal k ter an ln.lmI GO rid Warnings berm mnsiru[iwn wmmenoes. Wilding[omponeni.Fplalcablily of deYgn parameters arM proper 9L ,�OREGON}DI L 2.Pre mmpeaYon web bracing must be installed when shown incoryoraEon or component is Me rsapmalolRY urine building designer. \ (` 3.PddRarW temporary bracing to insure aaMliy during wnYmdwn 2.Design assumes Pe tap and Inborn Porde to be laterally bawd at < AO T 2.ea.and Y To-er respMwery unless braced tleoughoul their length by O Y 74 4 �tf leap rceponYONhy Pare erecter.mammal permanent bracing of continuous meatnng such as grwoad eheaM'ng,TC)anNw drywaMBL). /� [_ DATE: 11/1/2018 the overall ebWureIs the reymnsNlryeflneW4Nupdesigner. a.2elmpe bridgingorn Were!bracing remireoMere shown•• MERR��� S.Na aadshould be applied to any component wall after al bracing and 4_baextron of ousels the meponabli of the re dhe metedor, fl SEQ. : K5392667 lesion's ere complete and Y no time MauM my loads tin man s0"Ygn assumes trusses are m be u»a In a nmrarroa.e environment. grey TRANS ID: LINK design loads be applied to any component. and are for are mnelnon-m m.. S.campurnanas no cdnlrolanreM eaaumea no rtapenxedty for the e_Design assumes full bearing Y el subparts Mmm.SNm or wedge it �ry. 12 31 2019 fabrication,hendNre.ed subjet ct Installation ofcomponems T.Design assumes adequate drainage is provided. November 1,2018 6.Trls design Y furnished subject team limilalionaseton by B.Plates Mal be located on both Does ofirusa.and placed to their renter TM/WPM In SCSI,copes of which coil he famished upon request. lines cola wen)elm tent.Ines 9.Digits Indicate Yee of plate In Pram. MTek USA.Inc.ICompuTrus Software 7.6.8(/L)-E to.For basic summer pate deYgn values see ESP-1311.ESP.19e5 Wen) This design prepared from Computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 ROOF n16BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 71 2-4=(0) 0 BC: 2x9 ROOF k16BTR SPACED 24.0" O.C. 2-3-1-68) 33 TC LATERAL SUPPORT <= 12"0C. ❑ON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)'DL( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORS RRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -55/ 31T1.7 -21/ 77H 5.50" 0.51 ROOF ( 625) 1'- 11.2" -25/ 29V 0/ OH 5.50" 0.04 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 2.0" -23/ 52V 0/ OH 1.50" 0.08 RDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. kROVIDE FULL BEARING;Jte:2,4,3 BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP POND. 2: Design checked for net(-7 ps£) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.001" 0 1'- 0.9" Allowed - 0.062" MAX TC PANEL TL DEFL - -0.002" @ 1'- 4.2" Allowed - 0.208" SEASONED LUMBER IN DRY SERVICE CONDITIONS -/ MAX HORIE. LL DEFL - -0.000" @ 2'- 1.3" MAX HORI Z. TL DEFL = -0.000" @ 2'- 1.3" ' 12 9.00 7 Design conforms to main windforce-resisting ' system and components and cladding criteria. 1 Wind: 140 mph, h-20ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Ca0.2, Exp.B, MWFRS(Dir). load duration factor=l.6, 00 Truss designed for wind loads CJ in the plane of the truss only. 0 N 0 f c o o f 4- / M-3x9 ° \7,,..0 PR OFFS J., 1. y �<5< OAGINEFR `S/O 1-CO 2-02 2w :9200PE �9r' JOB NAME : RT AREA 4 ENGLISH 2 - IJ � Scale: 0.9979 �_ wapjdOs: GENERAL NOTES. unless Sherwin noted. In CC. Builder end erection nnbador bind be advised ofal General Sates I.This design is baSed 0r45 upon the ammetem shown and Ismranlndhanal "9G 4,OREGON b pi Truss: IJ and Wetness note eonewrmn common., building component.Antoni y sl dean parameters and proper 2.In amprenlon web bracing mud be instated where shown r. mention ofamponent cure reeponselty plate bang designer. O� 3.Antional temporary basing to insure nen donna ransn m uan 2.Des assumes me lop bottom moraerohefaarely brews al O 14 4 s me linens-Willy mane erector.Additional permanenttwatwangmp er 2'on.and at ldoc.mepedwey nen brand throughout then nob by 1 ` �y DATE: 11/1/201B lboveminmwreIt the ree dbil ern de wmirwuadaemareterale singrdereelMhereshown aroraywan(eq. MRRIL�- V pon yo y agnate. 3.LImplwstbeamingnelging or suchmalywooduired wspudsendrr SEQ. : K5342688 4.No lead,ne are complete applied to any component until y atter bedsleats,pn 5.Ceap4. antaasumess:sinn nero be undit With. enrennissnn emlctor. ndennen are complete and d no rate abould any loads greater man TRANS ID: LINK design load,be applied to am component e.and lot rolll bearing er e�euparb drown.shim or wedge 5.Cempubs has no corset over and enumeanoremnantIn for the necessary. prT 1I���� EXPIRES: 12-31-2019 fabrication,handing,shipment and Installation of amponenm. T.Deaign animas adequate drainage Is mouaad. November 1,2018 B.Thisdesnn is furnished scbpclto the limitations set loon by B.Plates dal be located on nth laces al truss,and placed so their center TPWITCA in BCSi.capes of which e1)be tanned upon request. lines serene win plat centerlines. 9.Digits indicate sae of plate In Inches MElek USA,Inc/CompuTrus Soi0are 7.6.B(1 L)-E 10.501 beam connector plate design values see ESR-1311,ESR-1885(PADA) This design prepared Croat computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 RODE 616BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 NODE 8166TR SPACED 24.0" O.C. 2-3=( 0) 33 2-9=(D) 0 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LT.( 25.01+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ TOTAL LOAD = 45.0 POE 0•- 0.0^ -49/ 315V -18/ 67H 5.50" 0.50 KDDF ( 625) 1•- 10.9" -21/ 96V 0/ 0H 1.50" 0.07 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 2.0" -25/ 23V 0/ OH 5.50" 0.D9 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jte:2,9,3 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'COND. 2) Design checked for net(-] 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" 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 T ' MAX HORIZ. LL DEFT. = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 9.00 Design conforms to main wind£orce-resisting system and components and cladding criteria. I Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, 3 , Truss designed for wind loads in the plane of the truss only. 0 I 0 o d- I P 1 f y 0 4 M-3 x4 y 1-Do ` 2-02 ` e,�'��c:: s%144 `C. vf- JOB NAME : RT AREA 4 ENGLISH 2 - IJ1 Scale: 0.6862 �� WARNINGS: GENERAL NOTES. unless otherwise notes: O Cc Truss: IJl I_Budderend eremmmrgecto,&quleaadwud old General Notes I.This dedgniBased only upon Meparanotaw shown and Misr anInaNldual 'y` �OREGON �4, and Warnings Stem corWrudmn commences, building cemponem.Applicability or design wramelere and proper fs. 2.LawstOan nwebMadremudbeinemhdwlnwshown.. iwerp>Nmnorcomoonemi.IMn05u,d,ftyofinealghm,d Wegner_ �Y 2' P-1' 9.Additional temporary laadnyminewe galley during mnanudbn 2.Design assumes me too and bottom chortle m be laterally braced at /O 1Ya is me rc•Ponabiliry orm.endac aaailianal permanem aadng er 7mc.and at In oc.respectively unless braced Nmuphout Owir lmrplb by DATE: 10/31/2018 la the reettummrracome eder.Ad ryonal permanent designer. wndn,onaaneetnmg such as plywood shearing(TC)snaror dry al8885 /i�NNN��� load g 4.lvlmptintnss or lateral bracing leeoren...mii of tMslawMownee a✓�p�[]p���\ •SE4.: K5342689 a.Noene.MWedeapgan et any pa component until anar all sgeaterrth.l 4.DsignIasumnxmes aR to wen...midi In the enmoorrosivenvin: 17f� l� fastener.ere wmgete and cone time should am loads greater then S.Design eabuaw"el to M need lne mnmrmdw anvwnmanl. TRANS ID: LINK design bads be implied to tiycomeonem. .m are Far an condemn"el use. 5.CompaTnehsawwmwaoveraMaesamesnoreeecnmblbtylwthe psi a,gnassumeslWlreenngm.nuema.mlawn.aninarw.d9.a EXPIRES: 12-31-2019 necessary fabrication,handling,shipment and installation ofwmmnent., Osignas d,Tma demon d NmdHw wiped to the animism set form by 8•Hula.aaaurneboeduanta otr facelarywked. November 1,2018 0.Plates coral be boated an rat Hues oUruw,and placed w their center e TPNMCA in SCSI.cages or warn wall be Nmhhed upanrequest Ines coincide with loin center lines. 9.MOM indicate sae of plate in mesas MiTak USA,IngJCompuTrus Software 7.6.8(1LFE IC.For basic cenrectar plate design values see E517-1311,E21251966(We.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-2-D FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"lac 2X4 ROOF 816ETR TOP CHORD LL - 25psf TOP CHORD DL - lOpef TOTAL LOAD = 32psf 12 6.36 M-3x6- M-3x ,ALI - M-3x8 # . 0 Iiiiiiiil 0 o / ��t0 PROFFS y 1-08-09 y 3-00 y ��\ �NGINER s,0�9 't' :9200PE r. JOB NAME : RT AREA 4 ENGLISH 2 — IR nor ....104i . Scaler 0.9665 e0ARapNGS: GENERAL NOTES, unless othetwiw noted. j'� 'I. I.stinker and erection contractor NouW be advised of all General Notes 1.Ills design is based only upon the parameters shown end k ter an individual O OREGON s�� (Z, Truss: IR and Warnings listen/construction commences. bulwing component.Applicability ordesgnpararneters enbpreper 9/ AN .\ 2.test compression web bracing must be installed where shown e. Incorporation of component is am nywnsthllhy or building aeagnee 4 ^ ` �� 2.Design assioneslhe lop and bodom chortler.Pe lateralybrawd at ,.., 4 J.Additional temporary bracing to Blare stability during seriWdon 2'a.c.aM at 10'o.c respectively unless bated llneugnbul their length by �`w 1 s Is IN responsibility of the erector.Additional remanent Staving or continuous sheathing such as plywood eneeminglTC)endue aywall(3C). DATE: 11/1/2018 the overall abuaure is me responsibility of building desgner. 3.2 impacmidging or lateral Macaw required vAere Mown.. FR R 1'L. SEQ.: K5342690 9.No bad shoub Napplied to env component uMH DMregbretlng and 4.IOnpalnluwfinessisxt reeawn to naftl lD.requeNNN used in a N a032166. fasteners ere complete and at no time Sinus any laada peeler than grid NO kr'ay coneson'or use. TRANS ID: LINK detillnbedebeeppiedle any component 6.Design assumes lull beaNgat all Nippere shaven.Shim or wedge it EXPIRES: 12-31-2019 s.Commilnm nes no ooMW over and assumes nonpwwlbilI.rot ins wry,, fabrication.design is shipment and instillation ofcomponenls. T.pesign aaames adequate drainage prookiNt. November 1,2018 e,mmS design k furnished subject to Me ha 11ons set term by e.Rates shed be looted on born lanes M truss.and placed on lheiraenter TPW?CA n NC51,lapin el Alien wY tea Nmkned upon requeN. lines coincide who lain canine lines. 9.NU indicate sore of plate in inches. NTek USA,Inc./CompuTtus Software 1.6.6(1 L)-2 la.For basic connector plate design values nee ESR-1311.ESW 19ffi(bTeq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing.TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF A16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0).DL( 10.0) ON TOP CHORD- 35.0 PSF Bind: 190 mph, h=15£t, TCDL=6.0,18CDL=6.0, ASCE 1-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.s, MNFRS(Di r), Unbalanced live loads have been TOTAL LOAD = 95.0 PSF load duration factor=l.6, considered for this have. Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall LION. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-182 or equal typical at stud Verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 4-10 9-10 1' 1' 12 IIM-4x9 12 12.00 2 \12.00 AL f -, N Irc rh 1 All r- N ci '��ED PROFetO �NGINFFR /0A_�.1' y y y1-00 9-08 1-00 Q� '92 O t--- JOB NAME : RT AREA 4 ENGLISH 2 — Ni Scale: 0.4295 ,11// WARNINGS: GENERAL NOTES, unYU When*.noted: ('L Truss: Ni CC I.Builder and electoncontractor shoulbeadvii 1ofallGexMNoba I.This deupnu Patted onlupon the parameters shown and islwanindivival l-yG ,�OREGON Ii and Warnings before wnetruclion commences. building mnponent AppleaNay of design parameters and Prover l� 2.ha compression web Meurq must be installed where&rows.. IrrvrpoMnn of mmpanem hale rayunWlpry of me Gilding designer. N 1 9.Additional temporary bracing to insure stability tlunnp cons4Wpn 2.Design assumes me Gs and bonem.50b to be laterally braced at i0 Y 14, 2:3 Q'r is the respans411M of the ender Pmehonal permanent bracing of Ta.0 end al ls'a.c respeCNeN uNesc a2aElNeullheul Own WAD by DATE: 11/1/2018 tha overall*Wore i.me reamngMNonha building designer continuous sheathing such as pryweed sheathing(TC)anon anwan(BC). A No 3.Zo 01111.: bof ang er Me reteral bmdngry Wine MrpeNwwne. r.. (�'�\ 'SEQ.: K5392691 a. should be aam any mmwne a ant aeNauxmerBaro 5.Installation assufestruses are to he used n-oorrhe contractor. f� M !wieners am wmplmeand a no Ems should any bvdr stealer men 5.Design as trusses are wee uasd ma ronwrrovw environment, TRANS ID: LINK demon wads ha applied to am component and sir.fos•an condition-el use. 5,DempuTrushasnocontroloverendmamasnoresponse:myforme Design assumes afollE.dng..p ppPdaNaw snimanwds.b EXPIRES: 12 31 2019 teencetpn,handling,shipment and lnetalklbn of components. necessary. S.This design Is furnished subject B. Ma:..Desig assumes adequateon onn.g.is R sea. November 1,2018 ealgn jec11o1M limitations set openby request, heed coincide with laiNwnNr Urea Mu ck USA,InefCempuTlus Software F.6.8 1L 9.Digits lroiame ace of pate in inches. ( )-E 10.For Msk conned..pate design values see FSR-1311.ESR-ISes mask) 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 TO: 2x4 RIDE p16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) D BC: 2x4 RODE k1sBTR SPACED 24.0" O.C. 2-3-(-67) 33 CC 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 HORS BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) OVERHANGS: 12.0" J.0" TOTAL LOAD = 45.0 PSF 0'- 0.0 -52/ 319V -18/ 67H 5.50" 0.51 RIDE ( 625) 1'- 9.2" -34/ 24V 0/ OH 5.50" 0.04 ROOF ) 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ 0H 1.50" 0.0"I 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 BOTTOM CHORD CHECKED FOR SOPS? LIVE LOAD. TOP 'COND. 2: Design checked fox 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 = 0.131" I 1/ MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX BORIZ. LL DEFL = -0.000" @ 1'- 10.9" 9.OD I� MAX HORIZ. TL DEFL = -0.000" @ l' 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, £Xp.B, MWFRS)Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o o f i o 1 /- q o M-3x9 y J. y 1-00 2-00 Op co 4tJ 3 NE�cR /02 �� 9200PE 9T JOB NAME : RT AREA 4 ENGLISH 2 - ISJ1eL_, Scale: 0.6862 • WARNINGS: GENERAL NOTES, unless alarmist need I.Builder and erection wmraeer•"wwbe advised ofal General Setae 1.Tim deu°nel Mime only upon M•parameters Moon and islweniMNiawl ' OREGON 44.1 Truss: I SJ 1 and Mammas before mnenuanen commences. Mang monument koticaNlly of design parameters and proper 2.3acomprestlan web bracing must be Installed Mere sown.. inm�ranon of mmponem k Me responsibility ego IwiGnN designer. L�4.."OREGON 14 no��#� ].Addnbrellempenry bndrgminwreslaNlny during construction 2.Design assumes Me lop and bottom drordsa be Merely brawn al 4 k Me reaponslb of erector.Aaeltanel IMael r 7"4 and al IR co respective,unM¢breed throughout thee length by YtYo De^^•n•n bracing m,pirxwue NeeMlip such as Memel allselninp(TC)•nNordrywelY,BL). DATE: 10/31/2018 the°veal structure is the reepmtibity eine building aeeymr. 3.0 impact b"aging or mterel bracing required where Mown.• �' R'�� 4.No bed Mould beappned to sny component unld alter al braces and 4.InS.Ihkn al bum Is Me reepon•Ibity ufth.reepedpemnbeea. SEQ.: K5392692 fasteners we completeandel no time should any wade greater than 5.Design assumes beam.are le be used In a non<olro.ive«ellranment. TRANS ID: LINK design 1paasM.IMIMa to any component. Designassure Mr es ell,, ea. 5.Communes has no control emend assumes norespomwiity for Ihe 5.�°^raw assumes Llwppedas6own.sbimo,wedgeil EXPIRES: 12-31-2019 fabnkabon.bending,sh.pmem•nd Installation of mnoomnte. Bury m .ocnnshslassumes bailedoon othImesstlrovsMn November 1,2018 O.TRIANTC design SOM.codes ject of which e MP ffsd Mope by, B.Ses coincibebwlMcentnrnet oilnm.end placed 50 their center TP4WlLA in BL51,copes ar wbkb MpMNmMMd ufan re4ess. Diets ieswiniat v,M joint wnkrnmc D.For b'Niel.c¢eWile a Inches_ MRek USA,InclCompuTrus software lb.8(1 L)£ tO.Far basic mnn•dar ldeM design values moose-I atL BSR4 gee tMlTeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-DO GIRDER SUPPORTING 25-D9-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Pl&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-2518) 362 4-5=(-1890) 2094 4-1-1-2324) 312 5-3=( -572) 2434 BC: 2x6 RODE BluBTR 2-3=(-2518) 362 5-6=(-1890) 2094 1-5-) -572) 2434 3-6=(-2324) 312 WEBS: 2x6 RODE q2; LOADING 5-2=) -350) 2208 2x4 ROOF STAND A LL - 25 PSF Ground Snow (Pg) TC UNIF LLI 50.01+IL( 20.0)= 70.0 PLF D'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. ION. BC UNIF LL( 297.1)+DL( 257.7)- 554.8 PLF D'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. ION. 0'- D.O. -479/ 3436V -2000/ 2000H 5.50" 5.50 KDDF I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -479/ 3436V -2000/ 2000H 5.50" 5.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ' ( 2 ) complete trusses required. Attach 2 ply With 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �/�/ 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 /X\/�\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.019" @ 4'- 10.0" Allowed 0.583" MAX TC PA 9" oc in 2 row(s) throughout 2x6 webs, NEL LL DEFL = 0.045" @ 2'- 9.2" Allowed - 0.333" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 0'- 2.7" MAX HORIZ. TL DEFL = -0.004" @ 0'- 2.7" 4-10 9-10 l' "i ( IOND. 3: 2000.00 LBS SEISMIC LOAD. I 12 M-4x6 12 Design conforms to main n windforce-resisting 9.00 7 Q 9.00 system and components and cladding criteria. 24.0" Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1,110. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �r1� 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-3x8 W M-3x8 1 0 o r m g=a q m 5 ►1 M-3x8 M-7x10 M-3x8 y 4-10 ), 4-10 y ��En PROFFs C. J. 9 08 .1' , �NGINF�9 s/�2 `r :9200PE vI JOB NAME : RT AREA 4 ENGLISH 2 - LGIRD Scale: D.42BB � �e»-�-�- • INIMga: GENERAL NOTES. unless omerwlae noted: O 1.Polder and erection contractor should be ad"W of act General Notes 1.This design based orb upon the parameters shown ands ler en iedrviduel w Truss: LGIRD and Warnings Wore construction comments. building coin yp design parameters Koper �G A_ N N A. component.ApwaNB la mn.na _a7 A S 2a9 compression web bracing must be Installed where Mown+. incorporation of component M me reapommlry unre bulging designer. /I ` 3.AMAMI lemponry bracing to insure stability during carrsWdbn I.Design assumes Me by and bottom tlroNela be lalwalry braced al <Q •)r 1As AO �� N lino rcaconal411Ay OtIS.erector,Additional permanent bracing of continuous a[10'o.c.respectively ones braced throughout their length by l� V 11 L ' DATE: 10/31/2018 the overallfrvdua is Ms responsibility 2,impact aMginglor such reduc as plywood es! • M^fl Fl IL\- NV Yryonalp building tbricing 3.3.vImpact Meagaridging or such spayreyunM respective shown SEQ.: K5342693 a.Na load Mould be sparred to any component omit after al bracing arids installation oftruse is Me Crete Is line of Me respective connector. s@non are complete and at no des should any bads gloater man 5.Demon assumes trusses are le be used In a noncorrosive environment, TRANS ID: LINK design bads be applied toany component. em.re b,nn common wade. b rompuTrvahasnor.bmroloverandaswrmanoraMemibllkybrth. ��dn.um.amgbadngM.amppp�,ho.n.3hlmpr wedge EXPIRES: 12-31-2019 fabrication,handling.shipment and in9.11Mion of components. wry_ .°'te"PIS be adequate on drainage t"tones" waprovided. November 1,2018 • S.This eedgnremmlaMe aub)awm Me be la reeve roan by 7.Dasa Maabel"adedmbomfageea run end placedmmeu center TPFMCA in NC3l,copies of which will be furnished upon request. Oga simile with part renter lines. MTek USA,Inc./Coco Tms Software 7.6.81L R.For alneicwemnar ppt da in inerel. Pu ( }'B 10.Eorbind:mrmaMrpl le MagnveWes In E3R-1311,ESR-t938(Mliek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 49R/DDF/Cq-1.00 TC: 2x9 ROOF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( -12) 144 6-0=(-230) 245 6-2=1-592) 175 BC: 294 ROOF #166TR SPACED 24.0" O.C. 2-3=(-461) 99 7-8=( -53) 73 2-7=1 -22) 217 WEBS: 2,59 ROOF STAND: 3-4=1-477) 99 0-3=1 0) 256 296 NODE #2 A LOADING 9-5-( -12) 199 7-4=1 -57) 282 ILI 25.0)•OL( 10.0) ON TOP CHORD = 35.0 PSF 4-8-1-592) 213 TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIE 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" -72/ 615V -209/ 209H 5.50" 0.41 KDDF (1485) -72/ 615V 0/ OH 5.50" 0.41 ROOF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ". For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR DOPSF 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 LL DEFL = -0.001" @ 10'- B.0" Allowed - 0.100" 4-10 9-10 MAX TL DEFL = -0.002" @ 10'- 8.0" Allowed - 0.133" 1 ' MAX TC PANEL LL DEFL = 0.152^ @ 6'- 10.9^ Allowed - 0.382" 12 12 MAX TC PANEL TL DEFL = 0.141" @ 2'- 9.1" Allowed - 0.573" 12.00 M-9x6 N12 00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 9.0" MAX HORIZ. LL DEFL - 0.006" @ 9'- 5.2" AC MAX HORIZ. IL DEFL - 0.010" @ 9'- 5.2" IF Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.O,BCDTr6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRSIDir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 ii7ii M-3x9 2 M-5x6 I A ,, b _, .. ^^ M-1.5x3 M-1.5x3 .Q 6.DO 6.00 12 12 l 1' J. Y j 1-00 4-10 4-10 1-00 QED PR OFF y 9-08 b ����NGINFFR�/02 89200PE of JOB NAME : RT AREA 4 ENGLISH 2 - N2 Scale: 0.3531 WGRRINGG: GENERAL NOTES, ugewememlee noted: 0 CC t.Budder and esalen unreel&shoo&he advised of all General boles 1.This design k hosed orb upon the parameters aMvm and is hr an tWhldml -91 4/OREGON E, '\� Truss: N2 and Warnings before construction commons. Melding component Appllmdlity of design cannabis and proper ` 1^ 2.2a4 comWeselon web bracing must be inelalsa where shown•. Mmorporation&component lstM responsibility Vibe Wiring design&. / !1 0)O� �� 3.AadAurul temporary baang to inwe gabby during construction 2.Design assumes the lop and bottom chords to be Woolly braced at /s Y 141 la me rcsponalbilM of the erector Adaibenel permanem brag or 2'op.and at tit on.respectively unless bawd throughout their length by L n DATE: 10/31/2018 lateeemllawaure laumrc NMI of dab continuous sh°°mlre""h as Arwood ehesuing(TC)&coon drywanlec). 1 VP span RV ,designer. wheb •• FARIL�- SEQ.: K5342694 A NO load.Iwusbe Applied to any component until after ad bracing and 4.Inatatladen of Wss is thensponsiMNe Dine respective contractor. fasteners are complete and at no tick should any loads greater than 0 Desgn Resumes busses are b Mused In a non-corrosive environment, a design was be applied to any component. andan far•dry wnailmn'orrn. TRANS ID: LINK . s.catnWTn,.has ngaono-ol over end.a.rm.anar.aponmdiuy ter ma a Desron assumeslullM•ingatalauppad,ahown.Shimorwe02.d EXPIRES: 12-$1-2019 necessary. beneath:,handing,shipmentand Installation limitations set Ms. T.Design assumes adequate drainage is pnvtled. November 1,2018 0.This design is SCSI, subject to the limitation set fops by 9.Rates anal M located on um tacos of truss.and mama w their-canter TFIMRCA in SCSI,copes ofwhiM will be NmlMed upon lowest. IsnaulnaM with)tint tenter lines. 9.Digits inchoate sire M plate In inches. MiTek USA,Inc.ICompu Tlus SORWare].6.8(1L)-E 19.for beck wnneaer plate design values see ESP-1211.E59-1988(M941.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RODE g16BTR LOAD DURATION INCREASE - 1.15 1-2-(-462) 101 4-5=(-192) 203 4-1=(-405) 146 5-3=( -28) 266 BC: 2x4 RIDE 81&BTR SPACED 24.0" O.C. 2-3=(-473) 125 5-6=( -50) 72 1-5=) -23) 219 3-6=(-405) 171 WEBS: 2x4 KDDF STAND; 5-2=( 0) 256 2x6 KDDF X2 A LOADING LL( 25.0)•0L( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 45.0 PSF 0'- 0.0 -67/ 435V -170/ 170H 5.50" 0.29 NODE (1485) -67/ 435V 0/ OH 5.50" 0.29 ROOF (1485) LL = 25 PSF Ground Snow (Pg) e` For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2; Design checked for net(-] psf) uplift at 24 "o c spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.153" @ 6'- 10.9" Allowed - 0.382" BOTTOM CHORD CHECKED FOR LOOSE' LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.048" @ 2'- 7.1" Allowed = 0.573" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.006" @ 9'- 5.2" 4-10 4-10 MAX HORIZ. TL DEFL = 0.010" @ 9'- 5.2" 9 12 12 Design conforms to main windforce-resisting M-4x6 12.00 [777,112.00 system and components and cladding criteria. 2 4.0" Wind: 14D mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, Pat (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), P load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x91 M-3x4 . M-5x8 Q$ -✓ at an o A I- 0 9 le 11,, t-i 114-1.5x3 M-1.5x3 .. 1 6.0D 6.00 I . 12 12 y b 4-10 4-10 �Ep P R OFFS 1 9_08 �����NGINFQ 6�Q��� • 9200PE JOB NAME : RT AREA 4 ENGLISH 2 - N3 • Scale: 0.3533 WARNINGS: GENERAL NOTES, unk•s sMwna•,rated' I.Balmn and erection comlactorsh ulbead�sedofellGeneralN•tes 1.Thidesinsa»dakY upon teparametemshown and iakranindiid,al w OREGON CCU Truss: N3 andwamngs before construction commons. buodng component.ApplicabM al design peremelers end S.W.' 4 /' A incorporation of component ate•reepbmtl111y of Me baking designer. `� .74 / 2.0d compression web beatp must be mtlaNd where shown v. S.IDnlgn assmy Me by and bottom chords to be laterally braced al /^ ply 1A 20 ��" S.5ddmonallempoeTbnanB to insure aledlilY dung construction Yds.and at ICI e.c.respedrvely takes braced lhmupneN tMkkngth by v I`t (� isohe responsibility•I the erector.Additional permanent bracing al canbnuauseneslhing wcn a•plywood sheathing(TC)andbr drywep(BC). Fp ``s Nl DATE: 10/31/2018 the overall stmdurefameresponmipaofthe building designer. 3.bting5 Mt IOF 01eralbracingrequiree respective nto M`4lR1LL 4.No padahoald be applied to any component until aaer an bracing and a Dealfaeonarn5xilame reep•nstbse In.respective contractor. 'SEQ.: K5392695fasteners as wmplele and at no time•male any leads greater men B.Design assumes trusses are to be used In a non,orro•ive environment, end areldr-dry condition al use. des loads he applied to any component_oncomponent_TRANS ID: LINK ,.tamM,Tms has rweomml over.hoapwmeermresyoeaibaay for m. ft.Design assumes follbeanngalal supports shown.Shim or wedge lf EXPIRES: 12-31-2019 necefabhubpn.handlin cons handling. T.Design assumes be leded on bhlmgerefImes an November 1,2018 B."Ns design n csi,nodwtfoaash the*I Pe funsidrupo r e.Plates mepbe web loll nwmne.aorinves,and placed so n.h«eer • TPLWfCA in SCSI,ropes of stash*I Pe lvmWeE upon request. lines wah loin)pndrirwx B.Diggs indiuk sae orNate inncMa MiTak USA,IncJCorrpuirus Software 7.6.841LFE 10.For basic connector side design values sae E9R-1911,ESR-1990(MITeN) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.D" IBC 2015 MAX MEMBER FORCES 414R/13DF/Cq=1.00 TO: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( -121 194 6-7-(-2233) 2262 6-2=( -999) 744 BC: 2x9 KDDF #16BTR SPACED 29.0" S.C. 2-3=(-1630) 1361 9-8-1-2233) 2262 2-9=(-1441) 1604 WEBS: 2x4 MODE' STAND; 3-4=(-1610) 1361 -3-(-1028) 1298 2x6 KDDF #2 A LOADING 7 9-5=( -12) 199 -8-(-1994) 149 LTA 25.01 iDL( 10.0) ON TOP CHORD = 7 10.0 PSI 9-8=( -994) 99 TC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSI BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -688/ 1002V -2000/ 2000H 5.50" 0.67 KDDF (1985) 9'- 8.0" -688/ 1002V -2000/ 2000H 5.50^ 0.67 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 30 PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-] psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002^ @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.001" @ 10'- 8.0" Allowed = 0.100" 4-10 9-10 MAX TL DEFL = -0.002" @ 10'- 8.0" Allowed = 0.133" '1 f 1' MAX TC PANEL LL DEFL = 0.152" @ 6'- 10.9" Allowed = 0.382" 12 12 MAX TC PANEL TL DEFL = 0.191" @ 2'- 9.1^ Allowed = 0.573" 12.00 M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 3 4.0" MAX HORIZ. LL DEFL = 0.040" @ 0'- 2.7" AA MAX HORI Z. TL DEFL = -D.049" @ D'- 2.7" 0,11 am Ir0ND. 3: 2000.0D LBS SEISMIC LOAD. I Design conforms to main win dforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticalls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 rsii� M-3x9 2 �C /1111i)111,11.1.15X: N in `d r A e o r o M-3x9 M-3x9 Q 6.0D 6.00 12 12 l l l )' l 1-00 9-10 9-10 1-00 l l QED PROFF •2I0P 9-08 Ct' JOB NAME : RT AREA 4 ENGLISH 2 - NDRAG j Scale: 0.3531 /a., WARNRe3S: GENERAL NOTES. dileuamencee ded: Q (� Truss: NDRAG I.Bieber and eredlon contractor about'be advirn or al General Notes I.TJarmelg•ie eased only upon me parameters Gown and is del an Individual 'yG A_OREGON t ��end NBmlngs Pence cone moon commences. budding somponent.Appositely a design summated end proper .y 2.d4 wmpreupn web bracing must be indeed:where shown= Incerpdraben of component m me reapnnsibila of me building designer. 2��` �� ].Additional temporary bathe to insure steady:Mpg conalrrrtllon 3 DesIgn assumes me top end bottom chords m be laterally braced at /Q 9)- 14, wee nsponGLIHy MIne.repot.AbJmorel penmanem br drip of 2''ex.ands IV a.c.respeawey unites braced throughout lbc,length bl Y DATE: 10/31/2018 theewndlmNpWebheresponMM1le.,Rely of the manelding Mdcring continuous sheathing soh plywood eneammglTc)enw•,erys,Nl(BCI. R 3.2n Impact Naomi:or lateral bracing required weed Mown 0s �[���1 SEQ.: K5342696 4.Ns bad should be applied to any component until alder all bracing and 4.InnelkfunumesRm the responsibility sed a rsspap0ewntreaon. F7 1� fasteners are compete and et no Ilse should any bade greater men 5.Deep.awumea waxy are to herded M e narwrormwe environment, TRANS ID: LINK design bade be applied to ansompeneni. end are for ldry common"or um. s.CampuTw has mcontrol over and assumes no reyonebiliy he me IL Design assumes full bearing al all supports shown.shim diverged EXPIRES: 12-31-2019 ralmem•n,handling.shipment and lnerelleton of components. nec.marc. I./nn d. a.Dates h.I eaaaded one drainage le iGes.a. November 1,2018 sign is CSI.ced subleetro the sal eemr.by 9.plates del be located on Wham.erirvrs,and placed mmelrxmer T'WllcA In 6cslevpies ofwasa nil be funbhed open request fines coincide Mai pint comer lines. 9.Bads ICn,sae of pale in Inches. SA MiTek U ,InuiCompuTeus Somaere].6.8(11}E ID.For basic connector plait design values see ESA-I811.E3R-1398(MReb 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.OD TC: 2x6 KDDF NISBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-15B) 202 4-5-(-280) 942 1-4=( -154) 64 2-6=(-1938) 444 BC: 2x6 KDDF 14168TR 2-3=1-158) 202 5-6-(-28D) 942 4-2=(-1938) 446 6-3= -154 64 WEBS: 2x4 KDDF STAND LOADING ( ) 5-2=( -959) 3172 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL) 50.0)+DL) 20.0)- 70.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"0C. UON. BC VNIF LEI 297.1)+DLI 257.7)- 554.8 PLF D'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -594/ 3020V -283/ 283H 5.50" 4.83 EDDY 1 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.0" -594/ 3020V 0/ OH 5.50" 4.83 KDDF ( 625) e ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. nails staggered: ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing.\Ai 9" o n 2 fowls) throughout 2x6 top chords, /X`/X\ 8" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" ocin 1 row(s) throughout 2x4 webs. MAX LL DEFT, = -0.021" @ 4'- 10.0" Allowed = 0.438" *tt For hanger specs. - See approved plans MAX TL DEFL - -0.038" @ 4'- 10.0" Allowed - 0.583" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9=10 4-10 MAX HORIS. LL DEFL = -0.002" @ 9'- 4.5" 4 1 1' MAX HORIZ. TL DEFL = 0.003" @ 9'- 4.5" M-1.5x3 M-3x8 M-1.5x3 1 2 T Design conforms to main windforce-resisting y system and components and cladding criteria. Wind: 190 mph, h=23.3Tt, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 01,111 i ch co 4.8 5 6 M-9x8 t4-3x8 M-4x8 j4-10 y 9-10 y `��D PROOFS 9-08 '04GGINEF9Vsi0A- 2 " 89200PE S• • JOB NAME : RT AREA 4 ENGLISH 2 - NGIRD • Scale: 0.3208 WARNINGS: GENERAL NOTES, unless°Neneke nold: O Cr Truss: NGIRD I.Bubder and isle ben contractor should be advised&all General Nome I.This design is batted only upon live parameters shown Is an Individual 9/ -7 OREGON 64 1.0 and Waimips before tonmmcWn cemme^se. bllalre mmp°nent RppfuWRy of design parameters era proper v 2.3a c°mpmuron web bracing must be Metaled where Mown• Mwrydralbn ermmponam b the rca�rab4b/of Vie building designer. �J 9.PdManal temporary Mount;to insure Gann,dung o°nYnetkn x.Design semitone me top and Meant chords to be laterally h'aud.t <O ']r y • 2a1 �� is me responsibility al the erecmr.Mdlbnal permanent bracing of 2a.c.and al IV co.respedNely unless braced throughout their length by 4 �a l DATE: 10/31/2018 the overall structure Is me r.apontibBh of me building designer. aaminworebeemmo wet as plywood aheemegrt)anmar rlywnlBe). 11�� ya 3.2%Impact Mdelnm or Went anon required Were shown•• -�T V 4.Na bed should be applied to any oempbnem unlit alter al bracing and4.Installation°1Wss W the res bf f the re li RII-k- SEQ. : x5392697molemn ere compete and at no time should any loads peeler then 6.Design aaepmeatma:a areie ee used m arra nb/yesett nmerll, TRANS ID: LINK design bads be applied m any compo M. 'hestrcmr•°"Po"°"°^°`"e EXPIRES: 12-31-2019 5.e°mpnrma has m control over we assumes no responsibility for me e.neesamumes wlb.enne al el auppoda an°sun.snlm°r wedge if rebnratsn,handling.shipment and installation orcoeponents. necessary. es 7.Design 6,1 be a adequate°mirage'°provided. November 1,2018 a 6.TM1le design Is furnished subptl to the limitations...orb.by S.pars label be booted an WM face¢°Mss.and peod so their center TPSWICA in BCSI,cop'ea of MINI oil be 1WIINmd upon request. lines coincide with joint centerlines. Trutt Software 7.6.6 11 E 9'Moils sgkoamsae of plate in inches. MiTek USA,Inc icc mpu ( )- 10.For basis xtar Ilea dewgn values sea ESR-1311,ESR-1969(MiTebi This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF Nl4BTR LOAD DURATION INCREASE 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KODF k14BTR SPACED 24.0" O.C. WEBS: 2x4 RODE STAND) Design conforms to main windforce-resisting 2x4 NODE p14BTR A LOADING system and components and cladding criteria. LL( 25.0)aDL( 10.0) ON TOP CHORD - 35.0 PSF TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF Wind: 14D mph, h-15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSE Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRO 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Rote:Truss design requires continuous Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span VON. complete specifications. 6-09-07 5-08-09 1. T 1' 12 9.0D M-1.5x3 4 y M-3x6 411111111 �f o 0 o 0 1 M-1.5x3 M-3x6 M-3x4 1 1 1 <�Ep PR pFFss 6-02-11 5-10-05 11-09 1 12-01 1 ,� �` �R 0v9 9200PE T JOB NAME : RT AREA 4 ENGLISH 2 - P1AFW .0.. Scale: 0,2739 WARNINGS: GENERAL NOTES, unless otherwise roles: /: I.Builder anticrt[lbn contactor should be advised old General Notes 1.This design is based only upon me parameters shown and heat an individual O OREGON C. �(f Truss: P1AFW and warnings before construction commences. naming mmpenent.Appllosbany of design parameters and proper 2.ha mmwesaion web bracing mud be installed where shown.. Incorporation a mmpenem la inns respond sly PIP,naming designer. y 1,Additional temporary nrncmgm Insure stability donna mnffivalon 2-Deurlas.assumable cop and bottom awNa b be labw,h braced at L7O qy 14s 2O ��� le me nA tribe Pease permanent r 2'se.and at la.,in rtapeatrely unless bawd throughout,d,ynym by 1 (� forgone irya permanen being mMMrowtagingg such ae plywood dreda RC)and/ordrywallUG). ill - v DATE: 11/1/2018 me nvem structure me reeponaibmry a the building deagnec a.2r Impact bridging or lateral bwdrg required where shown•• SEQ. : K5342698 a.No load ohm be appiedto any component until alba a Pang and 4.Installation or hues le areelae s do a respenrnco�eto.environment, Patens,.are complete ant at no lime Nwaa any foods greeter Men and assumes tuneconditi aretob TRANS ID: LINK design beds W applied m any component 5.Design assumes full basing atal supports snown.Shim or wedge e EXPIRES: 12-31-2019 5.Computers has m control over ant aaamee m responsibility lie be fabrication.handing.shipment and installation el wmponenta. T.Designwe,t, assumes adequate drained.la provided. November 1,2018 B.This design re furnished sable.,to the%neetkne set roan By 8.Plates Peal be located on both fens of tram,end paced m Per center TplwrCA In NC51,open of which all be weaned open request. lines coincide wife joint centre Mies_ B.Digits indicate Sue of plate in naps Mirek USA,Inc./CompuTrus Software 7.6.8(1 L)-E ta,Poe bask connector plate design values see ESwtstt.ESR.I28B(1111iak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" 'COND. 2: Design checked for net(-7 psf) uplift at 29 ^oc spacing. TC: 2x9 NODE #16BTR LOAD DURATION INCREASE = 1.15 1' BC: 2x9 KDDF 21613TR SPACED 29.D" O.C. POND. 3: 150.00 PLF SEISMIC LOAD. I - WEBS: 2x9 ROOF STAND; 2x9 KDDF #16BTR A LOADING Design conforms to main d claddingresisting LL( 25.0-DL( 10.0) ON TOP CHORD= 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF Wind: 190 mph, h=15ft, TCDL=6.O,BCDL=6.0, ABCE -ID. BC LATERAL SUPPORT <- 12"OC. VON. TOTAL LOAD = 95.0 PSF (All Heights). Enclosed, Cat.2, Exp.B, MWFRS(Dlr), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, • M-1.5x9 o equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Truss designed for wind loads LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. in the plane of the truss only. 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 complete specifications. Note: design requires continuous bearing wa`1 for entire span UON. 1-05 9-06 10-00 T T . 1-05 4-09 4-09 6-06-09 3-05-07 r f 4 ' 4 4 12 12 9.00 Q 9.00 M-5x6 =M-4x4 M-5x6 2 3 a M-3x9�71 •- "7p � /I co M-3x6 o ,z, M-7x8 cel 41 I Iiij025 ' M-9x8 M-3x6 I IM-4x4 IIM-4x4 M-5x8(S) 1 06-12 9-02-08 y 6-11-13 y 3-01-15 l mac,, iN F-<,/ 20-11 V� 89200PE 9T JOB NAME : RT AREA 4 ENGLISH 2 — P1BFW a i 0 I P/e1----. Scale: 0.2210 1 WARNINGS: GENERAL NOTES, Inlew omervnw noted'. Q CC t.Biome,and ereaien contractor snoull he advised of al General Notes 1.This design N based only upon me p rameten Nwwn and is for an ndN0"al -yG ,t OR EGO N 1._ �4/ Truss: P1RFW and Warnings belere construction commences_ budding component_Applicability of design parameters and proper '[' 1^ 2.234 compression web bmanp must be Instated where shown.. Inwryoraann of cae pan i°toa reeponsIbiliryef me nuling daapner. ,I 0 1 3.Addflonai temporary bracing la hsurs dabltlydumgmnauabn 2.Design assumes me rop and honour,chords,Stine be steadythroughout rooted al <Q �j 1� !1st P+ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'a.c.reupegively plywood MCM tnroupM1wlfMn Nrpm ray y 4 1 DATE: 11/1/2018 the cease:RmaureSme responRbgy of lulWn a continuous sheathing wee as plywood aneamng(.cl ender nses.ywen(6cA p designee 3,d bland boiapinpor lateral bracing required wnare snows*. FR R RL SEQ.: K5342699 4.No Gad should be apnea mens mmpenem g*r aver al bracing and e,Installation onneslsthe responslblurespectiverespectiveoldie respective contester. fasteners an compteta mould eras at no one any bade greater Man 5,Design assumes trusses are to M used In a nonrome.environment, TRANS ID: LINK deRgn beds be applied to.m pampm.m, and a reror"drywnaltion''et use. 5.C°Inp"Troe has no control over and assumes no responsibility for me 6. wedgeWarmSOW EXPIRES: 12-31-2019 necessary. rebNm xn,handing.¢N nlho'mediationpme 'mediation of components. ° nassures ss""°"°°"°t °'n'pe`"°"N°' November 1,2018 • 6.This design is furishedutw to the umtations see forth I truss.by d.Platesshad located on both laces et tr ,and placed so deli center TPIMTCA in BC51.copinses al which will be NmiNed upon request. Ines coincide with joint center Imes. P.Fanls IrMidete Rae of pile in inches, MTek USA,Inc/CompuTms Software 7.6.6(I L)-2 10.For bas'cco,n°aor le desi gn gn valmaett E6R-1311,E6R,1989(MRek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" ICOND. 2: Design checked for net(-9 paf) uplift at 24 "oc spacing. TC: 2x9 ROOF p166TR LOAD DURATION INCREASE = 1.15 I., I BC: 2x9 BODE #16BTR SPACED 24.0" O.C. FOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 ROOF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DL( 10.01 ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF Wind: 190 mph, h-15ft, TC0L-6.0,BCOL=6.0, ASCE 7-10, TOTAL LOAD- 95.0 PSF IAll Heightsl, Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (FS) End vertical Is) axe exposed Co wind, M-1.5x or equal at non-structural Truss designed for wind loads vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane o£ the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Note:Truss design requires continuous complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 3-06 ' 1 12 9.00 V M-1.5x3 Aol MIO O • im 1 0 4 M-3x4 M-1.5x3 1 y 1-09 y 3-06 y ���\5 0NGIN� R /029 89200PE' • JOB NAME : RT AREA 4 ENGLISH 2 — P1CFW Scale: 0.6263 WA1BlaNGs: GENERAL NOTES, unless othem'Ise noted. 40 1.Babderand erection contractor should be advised oMI General Notes t Des design labase4 only won the pemmelesamam and Is for anSWAM.l OREGON o, /0 Truss: P1CFW and warnings before construction commence. buildme component Appl'aabilM of design paramebre.d proper !� T.bit compression wee bracing must he lnstaiad where meow.. Incorporation ofc.nwnenl b Me responsibility of the building desgner. �� "�.9 ^ON �' 3.Aeeaienalumpemry bracing to insure aadwyamlw cvnamabn I Deaenewatto'oa lop and bottom unlesschord.ted tteueraw braced at Q 1.' 74, 4 Ogle reswr.IbillY of the.e,00.Aatlnunal permanent a 2'o.c.and al 10'o r.rsa my unless braced Mrouonem dew long.by (j� IermaMn p cor4nuaua MeeMing such es plywood ebee.fop(IG)endear aryweitt0 . v DATE: 11/1/2018 Me overall amcture is the no asp component of no wining designer. 3.tt Impact bridging or lateral bracing requiee.mere mown 10 FFI R 11..\- a.No wad should be mooed to am component until mr Al bracing and 4.tnaalellon of truss tithe sespopeibury etme respemmewanalsn SEQ.: K53927D0 Fasteners are compete and et no lime mould any boas greater Man B.Design assumes Au..as to be used a a non-comp.'s environment, design wad be applied to any comwnenl. and are for'airy meat.'or FFP TRANS ID: LINK S.<dmporn.haanowntroloverend,ewmesnoreawnamMyforme a.Dapn assumes full tearing„ngel.nsupport,m� .ablmnrwedge EXPIRES: 12-31-2019 mmsany. Mbw.en.n.alllSOedomm.neinstallationaFampnby P. signa.nmesadequate dhOneala,weean November 1,2018 e.This awgnn furnished subject to the 1meamr.set roan by a netesmmne located entotn lanes elms;and placed so their vim. TPIAATCaa BC.copes oPeticb ME be furnished upon request Ones wlacne web loin career ones. 9.Digits Mena We of plata in oche.. Weft USA,InoJCompuTnrs Software 7.6.8(114-E no.For basic nemeaer plate design values see EBR-test.ESR-1 NZoraq This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I TC: 2x4 KODF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41613TR SPACED 24.0" O.C. kOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x4 RDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)'0L) 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12••0C. UON. DL ON BOTTOM CHORD= 10.0 PSF7-10, TOTAL LOAD= 45.0 PSF Wind: (Al mph, hts),t, closed: Cat.2, WFRS( (All Heights), Enclosed. Cat.2, Exp.B, MWFRS IDix7, load duration £actor=l.6, LL - 25 P5F Ground Snow (Pg) Truss designed for wind loads M-1.5x9 or equal at non-structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. Note:Truss design requires continuous Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span VON. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 T T T T 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 T 1 •1 T T T 1' 12 12 9 DO M-5x6 M-3x9 M-5x6 6 Q9,00 4 5M-3x6 M-3x6 d-E +F \ /-1-1 \ o / \ , o l0 10. M-115x3 110.25" 0.25"Iu 13 O M-1.5x3 0 M-9x6 M-5x8(5) M-5x8(5) m y l y y 1 \��� D� SsO 7-00-11 6-10-01 9-02-08 6-10-01 7-'p 1-04 37-00 1-09 "P: :9200PE f JOB NAME : RT AREA 4 ENGLISH 2 - P2FW - ` "�• Scale: 0.2251 „• I.Bidder GENERAL NOTES, my u pmewka noted L. OREGON Cr I.Budder and erosion contractor Nutt benaviaed Mall General Sales I.This design is baud only upon B.a PerameUlcshown and isles an Mai'.If, TI'US5: P2FW end Mmmirge before unumdlon commences, bowing wmpenent.Appb<anilny of design ammeters and Pre Per 2.rake compression web bracing must be instated whose shown¢. Insolpamlion olwmponeM is theu5 reapandbiFY oldie Wily designer. , 9 �Q'� �±9.Additional temporary brats.to Insure NUNS),during construction 2.Soc.auumas the top and hectare GroNcw MlabnXy bated at Q r �A s the reaponeblI55 of the erector.Additional pennenelO RIS IlO or 2'o.c.and at 10 p.c.ree1edwely unless braced throughout Meir length by Y A continuous sheathing cosh as plywood In sureNingeTcrownor drywap(BCL 41$R R'1 �J DATE: 11/1/2018 Me overall structure is me reapma*1y of the building designer. 3.Installation almpact bridge.or Waal mamma required allele shown e e \ rT {� 'SEK5342701 a.Na load shawl be muted m any component unto alter all bracing rem a.Installer nalw.is Me reellnaaiee of IN respective contractor_ Q. : s.Design Residue busses are to M used e a nondolla.ive environment. *MePan see cemtere end al tin.elwuw.ny loads greater man and m for'dry condition"Ouse. TRANS ID: LINK dadgn loads be applied m any component ft Design ieumeshg hewing alel supports shown.Shim or wedge a EXPIRES: 12-31-2019 5,CompuTrus has w control over and assumes no ngrormbety ror me .se fabd[adan.handing,shipment and installation Mcomponents 7.Design assumesadequate drainage isprovided. November 1,2018 B.This design is hushed subject to the*Marna set forth by B.Plates shag be touted on Nth face.Duruss,and paces so moonier , TPIM1VECA In SCSI.copies of wbsh lId be NmMed upon fewest lees coincide will tarn canter lines. 9.Mots indicate sae M plate in Indies. MTek USA•Inc./CMtpuTrus Software 7.6.1(1 L)-E 10.For base connector plate design values net ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-0D GIRDER SUPPORTING 9-08-00 FROM 26-00-00 TO 37-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g10BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4356) 432 1-10=(-274) 3326 10- 2=( 0) 23D 7-14=1 -650) 3654 BC: 2x6 KDDF 81013TR 2- 3=(-3954) 500 10-11=(-274) 3324 2-11=( -366) 194 14- B=1-1042) 222 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-3780) 544 11-12=(-228) 3072 11- 3=( -94) 22B 8-15-( -116) 1304 LL = 25 9SF Ground Snow (Pg) 4- 5=1-3000) 446 12-13=1-302) 3600 3-12=( -450) 270 TC LATERAL SUPPORT <= 12"OC. ION. TC UNSF LL( 50.0)+DL( 20.0)= 70.0 Fir 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. ION. BC UNIF LL( 0.0)4DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7-1-5074) 782 14-15=(-720) 5674 12- 5=1-1476) 32S BC UNIF IL) 95.8)4-DL) 96.7)= 192.5 PLF 26'- 0.0" TO 37'- 0.0^ V 7- 8=1-6284) 930 15- 9=1-722) 5690 5-13=( -224) 1206 J1- 1 2 1 complete trusses 8- 9=1-7396) 1010 13- 6=1 -428) 2858 required. ADDL: BC CONc LL+DL= 2819.0 LOS @ 25'- 9.0" 13- 7=(-3330) 660 Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORS BEG REQUIRED BRG AREA )0( 9^ oc in 1 row(s) throughout 2x4 top chords, LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) /yvy\ 9" oc in 2 row(a) throughout 2x6 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 2962V -235/ 235H 5.50" 4.74 KDDF ( 625) 9^ oc in 1 yowls) throughout 2x9 webs. 37'- 0.0" -718/ 5272V 0/ OH 5.50" 8.43 RODE ( 625) ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT. = 0.087" @ 25'- 11.0" Allowed - 1.804" MAX TL DEFL = -0.211" @ 25'- 11.0" Allowed - 2.406" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.022" @ 36'- 6.5^ MAX HORIZ. TL DEFL = 0.061" @ 36'- 6.5" Design conforms to main wind£orce-resisting system and components and cladding criteria. 13-06 10-00 13-06 1 1 1 1 Wind, 140 mph, h-15ft, TCDL=6.S,BCDL-6.0, ASCE 7-10, 5-11-12 5-04-12 2-01-00 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 'f 1 1 1 1 1 load duration factor-l.6, 12 12 Truss designed for wind loads 9.00 VM-5x6 M-3x4 M-5x6 719.00 in the plane of the truss only. 4 5 w!, M-3x4 M-3x6 3 M-3x4 +1 -3 +! M-3x4 0 oil J ,.,1.,o 1 10 11 12 "I 33 n 19 ley V .\.9 0 I -M-4x4 M-1.5x3 M-3x9 0.25" 0.25" " M-7x6 M-1.5x3 M-3x8 1 M-7x0(3) M-7x8(S) ED PROF y l l 1 y *28 19n y 5<C� G I N F L��Lr�'/ y 5-10 5-03 2-06-12 9-08-08 2-06-12 5-03 5-10 1 �\ ((,� �'7 O2 37-00 �� -9� 9 200PE JOB NAME : RT AREA 4 ENGLISH 2 - P3GIRD , Scale: 0.1789 • WARNINGS: GENERAL NOTES, unless atelwlse mle& Q C- 1.Bup•r and angian conlrador should be advised of al General Notes t This,t n S Weed the ten shown and is tor an...Ngwl Truss: P3GIRD "A "8cedisorer/We. "9� OREGON ��(/ and Wemi Wore construct.commences. MYNInp mmpanenL Rpplcewny"1 design parameters and proper z NA mmprceYpn wee bracing must be metaled where shown s. iMerperetan•f component iame re•penaeiNv of Tile bulging Magner. /I 2 V �4 3.Additional temporary Racing to Retire stabay Suing conarus,e z Oesgn...omega top and bottom ass la m M laterally ereue at an �O '1 y Q i,Inds lab bifry ul Me erector.Additional permanent bracing of 3'ex.anam IS o.a.respectively unless Mooed throughout flrtirNrym by 14, DATE: 10/31/2018 the onran structure iame responsibility aline gagingde 2aImpacontinuouesnwlNne,sue upywrobduied where shown m/Nell(Be). �j ` VP egmr. A Almpacl bridging m lateral pa 55119 tIn.where Mmm ra �II F]11-� SEQ.: K5342702 4.Namad should a:,c be applied to anycomponent until after a a bracing air a Inaalatbn of WAN i,me respobe lymthe respectieponbaaR. Ill fasteners ere Rommel.and at no lime should any beds greater men S.Design swum••truss.are N de used In a no^aormwe ercAmnmem, TRANS ID: LINK design loads too applied to am component and are for my aominon1 Ouse. &I;ampuTm Constar... control aver end:serum.no reasonability me &Dasgn+ceum.e hill bearing et d Supports storm.Shim or wedge II EXPIRES: 12-31-2019 Nonstaon,ha.n necessary. handing,shipment and i.limitations mrnI ion of components. T.Design assumes adequate drainage ispovaean 0.This deegnismmisheasubjecttothelimiblbns set b&by &Mates enaAewahju located on bag tacos of truss.andplaced so their center November 1,2018 TPIMTLA In 9061.copies of Wash will be gnashed upon request lines coincide will joblwnbr llms. 8.FIRMS Indicate size an plate in Inches. MiTek USA.IneiCompuTres SOWWere 7.6.80 LK 10.For basic connector plate Omen values me ESR-1611.ES6-1998(We)) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 RODE R14BTR LOAD DURATION INCREASE = 1.15 1- 2-( -21) 17 8- 9=1-405) 389 8- 2=(-1238) 360 6-11=(0) 273 BC: 2x4 ROOF 816BTR SPACED 24.0" G.C. 2- 3=( -410) 280 9-10=1 -99) 623 2- 9=[ -298) 1035 WEBS: 2x4 WOOF STAND; 3- 4=( -307) 253 10-11-1-170) 1051 3- 9=( -84) 131 2x4 RODE#1618TR A LOADING 4- 5=( -684) 307 11- 7.1-168) 1052 9- 4=( -766) 287 LL( 25.0I+DL) 10.0) ON TOP CHORD - 35.0 PSF 5- 6=( -997) 322 4-10=( -94) 393 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-1484) 274 10- 5=f -68) 256 BC LATERAL SUPPORT 11 12"OC. VON. TOTAL LOAD = 45.0 PSF 10- 6-( -504) 244 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA .. For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE 3Q.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -175/ 1145V -343/ 209H 5.50" 1.83 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 25'- 3.2" -179/ 1148V 0/ OH 5.50" 1.84 KID£ ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 0-04-04 VERTICAL DEFLECTION LIMITS: LL-L/240, 80 MAX LL DEFL - 0.034" @ 11'- 7.5" Allowed = 1.218" 2-03-04 9-06 13-06 MAX TL DEFL = -0.058" 0 11.- 7.5" Allowed = 1.624" 1 1 1 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11 4-09 4-09 6-06-09 6-11-06 1 1 1 1 1 1 MAX HORIZ. LL DEFL - -0.014" @ 24'- 9.7" 12 12 MAX HORIE. TL DEFL - 0.024" @ 24'- 9.7" 9.00 7 N9.00 Design conforms to main windforce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. 3 5 Vv jV Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, p G End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. A M-3x4 6 i N I co e. 6 e` 9J 30 11 7 O M-1.5x3 0.25" M-1.5x3 M-3x4 0 M-3x6 M-5x8(S) y2-05 l 9-02-08 1 6-10-01 1 6-09-11 y ,\CO' XA y NE&,..., j02 25-03-09 C12 9200PE JOB NAME : RT AREA 4 ENGLISH 2 - P4 Scale: 0.2198 • WARNINGS: GENERAL NOTES, unite.otherwise noted: O q' 1.Builder and erection contractor should be adswd or el General bales 1.This design is based only upon the ten shown and N for an individual Truss: P4 and warnings before concoction commences. bribing component.Apulicabiby of design -�/ egn parameters Me Punt proper !I /f- N OREGON � (- x.]fta mmpuaen web bracing must be ins/alert vnerc.hewn.. heerrn aurumsthecomponent pani•Rrc rec to Me WwinpddGyiar. L a��/ ,` 3.Additional temporary boobs to Insure OabIllty duS,450 rutlbn ],Denpn.enures the top and bottom chords555ben 9, Gaud al <Q -ly yge nQ is the reprn&Nlly of the erector.AdtiYrnal permanent bream el Yo.c.and at lP o.c riWgivaly unless braced lM1mudrrui their length by 1 L A e DATE: 10/31/2018 the niudw•I•Ib rearwbmr ni me building designer. centruow•himhing ash ae plywood she.mingRcl endlor dryereb8Et 3.2almpact bridging or lateral bracing required where shown.. �� '1 �, SEQ.: K5342703 4-no bad annualepl.t, a to any component until alter all bracing ant 4.0AallaWn elbow s ma responsibility olmrtasaaiee contractor. R l� Iawnen are complete and el no time sneuld any been greater man 5.Design assumes bums are to be used In a nmrcormuv environment TRANS ID: LINK a.ngn bads be applied to any component. and are for bur S.CompuTrvs has no control over and aamesrro responsibility pure 6.Desgn names lull baring al al supports shown.Shim ar wedge N EXPIRES: 12-31-2019 fabrication.handing shipment endimYlNt'rn or components. " awry 7.Design assumes e0ed50bOm"ecsoltprovided. November 1,2018 6.lhbaea4in NmiMoaaglwWmelibewanaul up.,, 9.anea 400 roared onderMen.ortrva;and pkceawlM1eh center TPt^NfGTin SCSI,copies of wive',vnll be banished open rcWeat- Grew Male w9 piplatei ache MITek USA,Inc./CompuTres Software 7.6.81 E 109.RI baakmesceopgnelnirchea (U- .For basic connector plate design values sae.ESR-1]t t,ESR-19B8(Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TO: 2x4 NODE E16BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF 816BTR SPACED 24.0- O.C. kOND. 3: 150.00 PLF SEISMIC LOAD. 1 WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 4= 12"0D. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 POE BC LATERAL SUPPORT 4= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL - 25 PSF Ground Snow (Pg) Truss designed for wind loads vertical4 or equal at non-structural in the plane of the truss only. vertic members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING NET. Gable end truss on continuous bearing wall UON. `]ote:Truss design requires continuous Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PS£LIVE LOAD. TOP bearing wall for entire span ION. complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-09 9-06 13-09 1 1 1 1 7-02-07 6-06-09 9-09 4-09 6-06-09 7-02-07 1 1 1 1 1 1 1 12 12 s.00 M-5x6 M-3x4 M-5x6 Q D.00 4 5 6 M-3x6 M-3x6 3 li ..I4 1/ V .y 1, _ I ILM-1,5x3 e 0 5" 0.25,00 M-119x3 \ o M-9x6 M-Sxd(5) M-5x0(5) • 0 PR.FFeiffil. II ss/ 7-00-11 6-10-01 9-02-08 6-10-01 7- - A_ 1-09 37-00 1-04 'Y9 Et 89200PE r JOB NAME : RT AREA 4 ENGLISH 2 — P5FW • Scale: 0.2251 WARNINGS: GENERAL NOTES. unlesso5155,M mad: 1.BMW.andssBion contactor should be adrim2 of all General Notes t Tnk design N based only upon me penmeNrs shown and 1s br an Individual 9 ,�OREGON f. �(/� Truss: P5FW and warnings betas constms4on commences. budding component Apwiubiliy Oldest.parameters and proper 2.2v4 compression web b2ang must be fnstaged where shown a. irmrco2tan MI component klne rospar"IbIR/or the Wilding aeal9ner. , �1' O� 3.Additional tempamry brash°to Insure Mobility during construslwn 2Deag^aawmea the top and Wham UmNsm be MAWS teemed el O }. 14 9. is gro responsibility the enactor.Mcleanld permanent bracing al lac.and at r0'o.a.reyearuely Alma b"aEtnrorgM1null AR A:)n by l DATE: 11/1/2018 the overall avuauna came responsibility of the burning xai continuous sheathingsonas plywood sheathing/ITC,anwa,dnyiwll(ae). le. IM 9 9n... 3.2yImpaabridgingorlateralbracing y aired hew shown•• FRRiL‘- SEQ.: K5342704 4.No bed should Ea spondee to any component unfit alter al Mating al. S.Design gn of truss me reaponeai,y aril.respective contractor. reeknen are complete end at no time should any loam greater tiAn S.Design assumes truss ors to be used no a neemnoYre environment, TRANS ID: LINK design weds be applied to any component B.Dsaggn as sr assumes fugat al snppoes shown.shim or wedge e.tompsTma has no corbel over and assumes no re,penabgdy For the .,e.ry EXPIRES: 12-31-2019 ne,fabrication,handling,shipment andlnalilalion of components. T.Design assumes adequate drainage is provided. S.Thsde84nufurshedsubpam the lmMWnesetfad^by 8.Rates shag be located on Wm acesolwso.and pacedso their cenar November 1,2018 TPINViCA in SCSI,copes ofMmkh wE be furnished upon requ.R. lines casdde old,Joint center lines. 9.Dips Indicate Ste Glob.in Inches. MiTek USA,InciCompuTrus Software 7.6.8(IL)-E 10.For basic connector pats desgn values e5 ERR-1311.ESR-1988(Nlakl This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0^ IBC 2015 MAX MEMBER FORCES 4WR/130F/Cq=1.00 TC: 2x9 ROOF 91hBTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 95 2-10-(-270) 179D 10- 3-1 0) 279 BC: 2x9 KID? 016BTR SPACED 29.0" 0.C. 2- 3=1-2317: 402 10-11=(-271) 1789 3-11=(-508) 240 WEBS: 2x4 ROOF STAND 3- 4=1-18211 935 11-12=(-235) 1993 4-11=(-133) 707 LOADING 4- 5-1-1326) 417 12-13-(-271) 1711 11- 5=(-255) 112 TC LATERAL SUPPORT <= 12"0C. DON. IL) 25.0)+DL1 10.0) ON TOP CHORD= 35.0 PSI' 5- 6=1-1326) 417 13- 8=(-270) 1712 5-12=1-254) 112 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF' 6- 7=1-1821) 435 12- 6-(-133) 707 TOTAL LOAD - 95.0 PSF 7- 8=1-2317) 902 12- 7=(-508) 290 OVERHANGS: 16.0" 16.0" B- 9-( 0) 95 7-13=1 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 Par LIMITED STORAGE BEARING MAX VERT MAX HOR2 BRG REQUIRED BBC 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/ 1325V -264/ 269H 5.50^ 2.92 KDDF ( 625) 37'- 0.0" -259/ 1825V 0/ OH 5.50" 2.92 KDDF ( 625) ICONS. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ -1'- 4.0" Allowed - 0.133" MAX TL DEFL e. -0.008" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.809" MAX TL DEFL - -0.142" @ 18'- 6.0" Allowed - 2.406" MAX LL DEFT. = -0,007" @ 38•- 9.D" Allowed - 0.133" MAX TL DEFL = -0.008" @ 3B•- 9.0" Allowed - 0.178" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" e 36'- 6.5" 1 13-09 9-06 13-09 Design conforms to main windforce-resisting system and components and Cladding criteria. 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 1 T T T 1 1' 1' Wind: 190 mph, h=15ft, TCDL=6.0,BCOL-6.0, ASCE 7-10, 12 12 (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 9.00 M-5x6 M-3x4 M-5x6 7 4 5 6 9.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 3 o 0 e = if 6 1 1. 11 12 13 'p o -M-9x9 M-1.5X3 0.25" 0.25° M-1.Sx3 =M-4x9 M-5x8(5) M-5x8(5) e�D PfiQFl 5a j j 7-00-11 l 6-10-01 y 9-02-08 j 6-10-01 y 7-00-11 y l :•-, �.\4 FFR /0� 1-09 37-00 1_09 4 9200PE -7_, JOB NAME : RT AREA 4 ENGLISH 2 - P6 Scale: 0.1626 WARNNOS: GENERAL NOTES, unless otherwise noted. a CC I.Builder and ono..ror9adcr should be addtea Mall General Nolen I.1Nadeapn k based only upon M.parameters shown and is for an Individual -7/ 4y OREG.ON w �' Truss: P6 and Wamina°beta,e conslnMbn commences. Wllamo compo"em.Ppgk°NlM ors 4- 2. (' N zva compression design wrsm.ters,na proper pression web bracing must besabdec whore shave"•. incorporation of wmponent is the or the buAdnp designer. 3.PaaXl°ral temporary bracing to insure tlaNlitY during coneYuclun 2 Design assumes me lap and bottom chortle to he laterally braces et ,O `�'' 14 2° P+ is ale respansleffy MINI Creator.Addilonal permanent bracing of a'a.0 and at sheattr hing roepeasr$p*woad throughout length by rn. I DATE: 1 0/31/2 0 18 the overall seutture is me reappnael of PAWN ea continuous seething such°.*woad sheeming(i"ander drywe°(DC). �`F'R`'L - KY 13 sign' 12vlmpon hogging or kleralbmdng required where shown•• • SEQ.: K5342705 a.Na load shouldbeeglied a,ny womwnenl urdil Mier all bracing and a.Installation Mtmsa Issue n e,be e of the rave N.contractor. fasteners °re complete and at no time should any loads greater than S.Design n assumes trusses a to be Used In a noncorrosive environment. TRANS ID: LINK deegn loam ne awned to any admpanent. Se ere wrey anmm�roam. s.CempuTrva has no...plover eM aseumea no respantibilM for me 6.Dew.sumes full be°rwg at al supports Clown.Shim or wedged r.6rcatNn.hondlieg.AcceMand mM.11almn orcampbnenm. acwww. EXPIRES: 12-31-2019 7.°atessrasm°a°aedan drainage ewseffsW' November 1,2018 B.lbw design lanmiig copies subject tolMpmiet'wnawl Uponby1 a Raley n assumes adedatWmhnCsMlprovided placed mmeircemer TPWfICA in BONI.copies.Wngl will be banished upon request. Ilmes minds.wet foist mnlarn 9.F1g1b Ishtar.°Ge of plate in inches. MITek USA,lnc./Comparnis Software 7.6.8(1 L)-E 10.For Peale nameemr plate design values see ese.vn,ESP-tees(1.lN.x) 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 IC: 2x4 KDDF #1sATR LOAD DURATION INCREASE = 1.15 • 1- 2=(-304) 267 7- 8=(-464) 473 7- 1=(-1153) 401 9- 5-(-269) 225 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-255) 233 8- 9=(-186) 492 1- 8=( -391) 1028 5-10=(-403) 188 WEBS: 2x4 KDDF STAND; 3- 4=(-500) 266 9-10=(-149) 524 2- 8-( -94) 206 10- 6=1-150) 703 2x4 KDDF #16BTR A LOADING 4- 5-(-754) 264 10-11=( -44) 62 8- 3=( -654) 335 6-11=(-921) 215 LLI 25.0)*DL) 10.0) ON TOP CHORD= 35.0 PSF 5- 6=1-650) 143 3- 9=( -113) 303 TC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=( -25) 155 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD- 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M-1.Sx4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 KDDF 16251 vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.D" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. •• For hanger specs. - see approved plans THE BOTTOM CHORD DEAD LOAD TS A MINIMUM OF 10 PSF. L POND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05 9-06 10-00 MAX LL DEFL = -0.021" 0 6'- 2.0" Allowed = 1.000" 1' 1 1 1 MAX IL DEFT, = -0.037" R 10'- 9.3" Allowed - 1.333" 1-05 4-09 4-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS I 4 1 ' MAX HORIZ. LL DEFT, = 0.007" B 20'- 9.3" 12 12 MAX HORIE. TL DEFT, = 0.011" P 20'- 9.3" 9.00 r,77. Q 9.00 Design conforms to main windforce-resisting M-3x4 M-5x6 M-5x6 system and components and cladding criteria. M-3x6- 2 3 4 i ' y Wind: 140 mph, h=l5ft, TCDL=6.O,BCDL-6.0, ASCE 7-10, • M-3x6- Om. 1 ,ii-" Illo,,p,„ m-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '�f M-3x4 loatl duration £actorexpo, End ventsign. ) are exposed to wind, IlyA Trussdesigned for wind loads inthePlane o£ the truss only. M-2.Sx4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. ti Outlookers must be cut with care and are 0 4a o permissible at inlet board areas only. p o 0 i Al M-3x4 a, m 0 I N o r1 7 a• 8 0.25" 9 10 11 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-5x8(S) 1-06-12 9-02-08 y 6-11-13 j 3-01-15 .1' ��C��, GI EFL CV 20-11 (. -Y_ :92sOP v JOB NAME : RT AREA 4 ENGLISH 2 - P7 _ 411111k..-.--Z---., Scale: 0.2295 WARNINGS: GENERAL NOTES, rare»otherwise rwtad: In Cr I.Bolder and erection contractor.noun be aaugzd et all Genera Nobs I.Ilia design is bawd only upon the wra.eters shown end Is la an IMMNal OREGON Truss: P7 ens Warnings Wore construction commences. builbecomponont Appbatlety of design wremetets 5tk proper Dl 2.h4 compre»Mn web bracing mud be loaded where shown•. uncorparalw^ofmmponeM N[M Mapomlb{ryotlre waling damper. rya � 3.AtltlOunalbmpaary bacingbinwre WElaty dunnp mndMtlbn 2'Design assumes Me lop end bottom coma to be glmlu bard N G/0 }" 1 4, O is the reaponaGlAy of the archer.Additional permanent Gating t So.c.and at lR as respectively Werra brae..throughout their length by 4 2 PermaAO 'g^ continuo.sheerly such fee plywood Weamng(IC)G..d1.015C). (• 1 `' Tye DATE: 11/1/2018 the overall structure Jell»rea sehlry of Me bunging designee s hlmpact bodging or lateral brainy required where shown*• RR'T+f S EQ.: a.No Red siculd be applied N any component until abler all bracing and S.Installation atro.leettdare Isles idea.f Me rea.aodrrdeve contractor. nmenl, fasteners are wmpNe end at no Gm should any bads greater than and are assumes or Wer...es'M w. TRANS ID: LINK design loads b.applied e any component. a Design s.rmea lull bearing atal wpm.ehown.Shim or wedge II EXPIRES: 12-31-2019 5.CompuTrus has no control over all assumes no reyonabJhy for Me aSer on WARW .handing,shipment and install..of components. 2.Desgn Brumes adequate drainage is provided. November 1,2018 8.This design re.rmbhed subject to the llm(lalism set forth by B.Plates shall be located on both feces of lmss end placed ae their center TPUNTCA in Bell.wiriesafaTM will be furnished upon regime.. Wear:Gnarl.set rant center lines. B.Diana Indicate We W plate In Inches. MiTek USA,Incicompalnts Software*7.6.9(1L)-Z ID.Fdrraloenmeeter plate design,elves see ESA-1311.ESR-Igoe IMITsk) 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 RUDE 4168TR LOAD DURATION INCREASE = 1.15 1- 2=(-304) 267 7- 8=(-464) 473 7- 1=(-1153) 401 9- 5-(-269) 225 BC: 2x4 RUDE BLASTS SPACED 24.0. D.c. 2- 3=(-255) 233 8- 9=(-186) 492 1- 8=( -391) 1028 5-10-(-403) 188 WEBS: 2x4 RDDF STAND; 3- 4=1-500) 266 9-10=(-149) 524 2- 8=( -94) 206 10- 6=(-150) 703 2x4 EDDF 41s5TR A LOADING 4- 5=(-754) 264 10-11=( -44) 62 8- 3=( -654) 335 6-11=(-921) 215 LL( 25.0).DL( 10.0) ON TOP CHORD - 35.0 PSF 5- 6=(-650) 143 3- 9=( -113) 303 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD - 10.0 PSF 9- 9=( -25) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " For hanger specs. - See approved plans 0'- 0.0" -146/ 984V -344/ 243H 5.50" 1.57 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 1D PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-05 9-06 10-00 MAX LL SEFL = -0.021" @ 6'- 2.0" Allowed - 1.000" f ,f ,r MAX TL DEFL = -0.037" @ 10'- 9.3" Allowed - 1.333" ! l 1-05 4-09 9-09 6-06-09 3-05-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 f 1 1 f MAX HORIZ. LL DEFL - 0.007" @ 20'- 9.3" 12 12 MAX HORIZ. TL DEFL - 0.011" @ 20'- 9.3" 9.00 7 719.00 Design conforms to main windforce-resisting M-5x6 M-3x4 M-5x6 system and components and cladding criteria. 2 3 4 1. A M-3x9yV Wind: Td1IAonro4 dula0 st mhss pe hddPee,sslihaig-nonesl1 en5)(sdof,tf)f f,othTr Ce wDLIitnnr=6.sODl oo,aoH CDsl Ly-6.0, ASCE 7-10, lEld ih o-e1d.d Cat.2, Exp.B, M ir), 6, tldnto.wind, M-3x4 0 el. A 0 I • 0 M-3x9 Al 0 I N O inr. -= ire o a -1 7•• e 9 10 e"11 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-5x8(5) (1 11-06-12 9-02-08 y 6-11-13 1 3-01-15 j \Co'`(`,_`G N F4Ss>Q 20-11 t(Gc <` 29 9200PE C JOB NAME : RT AREA 4 ENGLISH 2 - P8 Scale: 0.2258 WARNINGS; GENERAL NOTES, unless otherwise noled: O 21" 1.Builder and•smion contractor should be advised Orel General Soles I TMoaa u Caned o Ind meters Mown aea is 5,anmMNleual �l Truss: P8 'co only °°" �4 OREGON ��(/ am wareuyc before wnewmon commences. building wawnem.Appwl.lay or eeegn parameters am proper 2.Drat compression web bracing moat be Irelands where✓Nwn•. Inoerparatlan et component ietre responsibility sums WlkNrO designer. a.Additional temporary Mating to mmreclelNwy eunng wnumaan I.Design auumea me rap and bolero comes m be&Morally braced at <O Al Y 14, - �. is me responsibility Mille erector.Addition permanent bracing of Zoo.and al lO o.c respectively p6 unlesssod,booed lMaugboul their length by L A DATE: 10/31/2018 Par overall atrudur•ie me ra. continuous sheathing sum as*sem]ebeaminp(rc)ender iywtll(SCr M�R RILL {Vh puneibiyry of the Melding designer. 6.5,Impact tmnging or lateral bracing required where shown•• ,�'l�t^^ 7l I 'SEQ.: K5342707 a.No load should be applied to any component until es al bracing and o.Installation of lathe naponsowy atom respective Denim:Mr. fasteners ere complete and et no time should any loads greater than 5.IM+i9nassumes sues.are m be used F a nmamaNe environment. TRANS ID: LINK aeon loads be rimed lb era component_ +la.re rot dry meaner or use.d.Des f� 5.Oomp.Trwa heir rat wMol over and assumes no re.ponsaidy far Pm gnawumes roll bearing supports shown.Shim at wedge EXPIRES: 12-31-L019 fabrical'wn,handling.%Moment anti lndAlation or components. 7.Design assumes adequate drainage is,..sided. November 1.2018 B.TNa dasgn is amassed suble•3to the Imitations set forth by 8.Mies stud be lowed on both faces et was.and placed so malt canter • TPkwTca in SCSI,copes statues ME be furnished upon request. Tinos 5(508.wnh'owl center lima. 9.Digits indicate sat of plate in itches. MITek USA,IscJCompuTms Software 7.6.8(1LfE 10.For bask wnmctar plate deign values see ESR-I31t.ESR-IO88(WON) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" 'COND. 2: Design checked for net(-7 ps f) uplift at 29 "oc spacing. TC: 2x9 ROOF R16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE R169TR SPACED 24.0" D.C. NOTE:Design assumes moisture content does WEBS: 2x4 RODE STAND not exceed 193 at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)COL( 10.0) ON TOP CHORD= 35.0 PIE Design con£ones to main windforce-resisting BC LATERAL SUPPORT <= 24"OC. UON. EL ON BOTTOM CHORD- 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 95.0 PSI Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL-6.0, ASCE 7-10, Lt. - 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dix), load duration factor-l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP No[e: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. 9-01 9-01 1' T T 4-09 4-09 1 T 1' 12 12 9.00 7 RIM-9x4 9.00 34.0" el /y col I o .0 0 M m Pjal f Anil M-3x9 M-1.5x3 M-3x9 y 9-09 y 4-09 y � G R OA-4-vNF / o-02-03 8-02 0-02-03 Gs . 6) C1. y 9-06 y CC- 9200PE v(- JOB NAME : RT AREA 4 ENGLISH 2 — PCAP . •;,...,./_—_, Scale: 0.5058 • WARNINGS: GENERAL NOTES. unless ellnwise noted iiOREGON Bidder and erection wnbader should be advised anal General Notes 1.This design is based only upon Me per°mans shown and Is la an individual OREGON ` �� Truss: PCAP and Waminge before con erection commences. building component Applicability el design pane,elens and proper µ 2.2se compression web bracing m O be metaled where shown e. Incaporelnn olmmnenem is the responsibility el me buYYlrp designer. 11 2�� �1 3.AtlManel temporary bracing to aware debility Meng eanamGbn 2'Oeag^auumes tM legend bottom chortle le be laterally breve et 'O -/ 14 T Is mane responsibility of drachm.AdlYonal permanent bracing o/ Tot and at ID oe resetivay unless Maed throughout their length by sip°^ M a cominuou•sheathes suet as plywood aneawnge-C)enftw erywee(sc. pp 1 `_ DATE: 11/1/2018 the lead should rectum la the responsibility aline wailing designer, 3.2s Impact beeping or leant emery required where Mown a e �RIIIL` SEQ.: K5392708 4.No Mad are complete et no empanel enrol amnalide g Manor 4.!Wellston truseMre tnbeeused ins non-cceloal•w eons-aeon fasteners congkte and et no hme should any leads greater Men Design assumes TRANS ID: LINK designbem be applied to any eropenem_ a and ere e.omneriviry NI heowN use.al summits ahbwn.RAt arw. n 5.CempuTrus has nomem.ever and assumes noresporcabiaylerthe Design p• p� °�• EXPIRES: 12-31-2019 ry lebricegan.handing.ehlpmenl and Mediation or mmPonana. 0.Design assumesame:ate drainage N provided. November 1,2018 e.nes design Boil.hed melee le tM limitations set forth by e.Plates Shall be Mama on both Meese(at:wend pieced w their center TPW✓eCT N BC5I.copes el which sell be furnished upon reques/. lines mhmde wait holm am•e lines. 5.Dgishekate size delete In Inches MTek USA.km./CompuTAS Software a7.6.9(IL)-E Ile.Fa badeanevem.plate design values see ESR-llIt ESWI886(MiMak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 2.0" OOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. Tel 2x4 NDDF k1O16TR LOAD DURATION INCREASE = 1.15 LL..OND. 3: 150.00 PI.F SFiSMiC LOAD.BC: 2x4 KDDF BlaBTR SPACED 24.0" O.C. F WEBS: 2x4 KODF STAND NOTE:Design assumes moisture content does LOADING not exceed 19kattime of manufacture. TC LATERAL SUPPORT <- 12"OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD - 35.0 PSF BC LATERAL SUPPORT <= 29"OC- VON. DL ON BOTTOM CHORD - 10.0 PSF main w Design conforms to m indforce-resisting TOTAL LOAD - 95.0 PSF system and componentsr and cladding criteria. M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pig) Wind: 190 mph, h=20.Rft, TCDL-6.0,BCOL-6.0, ASCE 7-10, vertical members Ilion). LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. load duration factor=l.6, Truss designed for wind loads BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP in the plane of the truss only. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous SEE STANDARD INDUSTRY PIGGYBACK TRUSS CONNECTION bearing wall for entire span UON. DETAIL FOR CONNECTION TO BASE TRUSS AS APPLICABLE, OR CUNSULT QUALIFIED BUILDING DESIGNER. 9-01 9-01 f f if 4-09 9-09 f f f 12 12 IIM-9x9 9.00 7 a 9.00 39.0" F or- I\ N ru O 1 I at to I o la lf I ]( 1 M-3x9 M-165x3 M-3x9 ) 1 1 4-U9 4-09 )l k) \��tp PRQFFss 0-02-03 8-02 0-02-03 c� GINE y 9-0 6 y �C� �N ,4 02 92 OP 9r JOB NAME : RT AREA 4 ENGLISH 2 — PFWCAP Scale: 0.5047 WARNINGS: GENERAL NOTES, ling otherwise noted. I.guilder and erection cenirador snouts be atNleed teal General Nobs I.This design is bawd only upon the parameters snows and la for an Individual Truss: PFWCAP and Warnings �"yG ,y�OREGON �1[� rgson we construction incorporation al ce.Appxwdth responsibility parameters and a.z.d mmpreealpn wee bracing must be!Waled where Mews.. Dineenreisumes atop an kite raspordstobe ltehe auairew/ltner. a.Additional temporary Malang to inure away during centime. 2.IMaq^aaumae me top and bottom Groraero11e laterally brew/let et �O 9y 1 A fsQ b m.responvbl. 7o,c.and al t0 cc.respectively unless braced al...whoa their length by Y S+ M°iho ammo,Additional permanent bracing or co"anwua Memmngouchasprywoodelwsmluscc)anda Oyrwn(90). 6-, 1 a DATE: 11/1/2018 me overall Proctors Is the responsibiHye I Idldngdeegner. 4 .Otani IIingorlateralMadrerequiredMereAlone•• �FRRIL�- SEQ-: K5342709 4.No lead Moue be applied b any component lima elm al bracing and 4.Installation el truss in the responsible inhe resperoemabanor. fasteners ire complete and at no lime he am loamrectr b eeen 5.m alp^assumes wsses are to be Used In a non-corrosivea"yiro"mere, TRANS ID: LINK deafen loads be applied to any component. .rP are for'dry wnanoh of use. mpgTme haamwbal overand.Wmea npra pomeary for me S.Designmemos lull bearing al el support Mown Sterner wedges EXPIRES: 12-31-2019 bbrication,handling.shipment and Installation or components. Design necess assumes 7. °"m°' °qOn drainage`provided. November 1,2018 „ 0.This design s m ished subject to e Notations set forth by a Pineal id be located on both bees oilmen.and placed so their center TFIPATCA in3CS6SI,napes of which will be Nmb'1ed upon request. Ines oolmde with joint center litres. MiTek USA,InAlCo uTrus Software•7.6.91L-E s.ForDiggslsin,0rI orate Mncnea nW ( ) Ill For baPcwmsaerp°b design values see E994]11,E9R-190.0 gMTeM) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.0" IBC 2015 MAX MEMBER FORCES 441R/DDF/Cg=1.00 TC: 2x4 KODF 6168TR LOAD DURATION INCREASE - 1.15 1-2=( 0) 37 2-9=101 0 BC: 2x4 KDDF P160TR SPACED 24.0" O.C. 2-3=(-40) 12 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DLI 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORS BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0.0" -60/ 321V 0/ 28H 5.50^ 0.51 NODE ( 625) 1'- 8.2" -35/ 23V 0/ OH 5.50^ 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.0" -20/ 94V 0/ OH 1.50^ 0.0R KID? ! 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2,9,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND. 2: Design checked for net(-3 psf) uplift at 24 "oC spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/18D MAX LL DEFT, - 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFT - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFT, - 0.001" @ 0'- 11.6" Allowed = 0.040" MAX BC PANEL TL DEFT - 0.001" @ 0'- 11.6" Allowed - 0.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT = -0.000" @ 1'- 10.3^ MAX HORIZ. TL DEFT = -0.000^ @ 1'- 10.3" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 y Wind: 140 mph, h=15ft, L=6.0, ASCE 7-10, [All Heights), Enclosed, Cat.2, Exp.3, MWFRS(Dir 1. load duration factor-1.6, Truss designed for wind loads .-, in the plane of the truss only. 1 al f 1 ro o V f 1 y 2 4 M-3x9 j 1-00 y 1-11 1' ��� PPROFFS,d' ,5.7 �N�iNE r , /'2 `r' 89200PE Sr" JOB NAME : RT AREA 4 ENGLISH 2 - Z1 41' Scale: 1.0196 _ �`-� WARNINGS: GENERAL NOTES, unless otherwise noted: f'a I.Bolder end erealnncontractor Should be advised or all General Notes 1.This design u batedenp upon me parameters shown end is for an individual O OREGON L//� Truss: Z1 ens trimmings before eenanucbon commun . building component Appludlb al design panmelen end proper LV 2.bawmpeWon web bred°must CO=toled where shown.. fo[orpemlen et component is me naponeailry of ere bulking designer, 3,Additional temporary braving to Insure stability during wns50db 2.Bevan assumes the top and bottom chute to be laterally teener e, L<0 ' 14 13 is the responsibility of the erector,Additional permanent bracing o! rose-and al lfr o.t respectively ultras brand throughout their length by Y 11 continuous sheathing wehasprywg re iredwh(reshowerarrwanlBel. MERRI�L V DATE: 10/31/2018 fneoveregsmdaa is earamm�rnpaemperma building,,Crow s.Installation dshemenss lateral e r.mad°dshea emenddownrd SEQ.: K5342710 a.No load should be appan m any flee sfent until seer al brad°and s.a Ixtion ofes truss Boss Me n b ee uzein a non-corrosive environment,°, festenerearewmplete and at no tine shrub any badsgreaterman and assumes trusesera use. TRANS ID: LINK design bade he.pplearo any component. &Deafenassumesfulbeahngatalsuppor:shuntShimorwedge„ EXPIRES: 12-31-2019 s,compuTrva has no vorbol over and assumes no responsibility la theeLn, Nbrlrafbn,handing.shipment and IMmIWbn M components. 7.Desgn assumes adequate drainage is provided. B.Ibis dee1n in furnished subkG to the*Mhations set forth by B.Males shall be located on both faces orbs,and placed so Med center November 1,2018 TPIM?GA In SCSI.capes el vmidr will be furnished uponrequed. lines coindde with gird cent.Ines. MRek USA,Inc/to Tms Software 7.8.81 0 FUrIasic indicate Me'mbnM1ac n9m (L)-E1.parbaiswmnsizer plate design in itches. values sea E3R-1 s11.ESR-I 988(MUM) 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/C 1.00 TC: 2x9 NODE p15BTR LOAD DURA'1'10N INCREASE = 1.15 9 BC: 2x9 ROOF 816BTR SPACED 24.0" O.C. 1-2=( 0) 37 2-4=(0) 0 2-3=(-91) 13 TC LATERAL SUPPORT <= 12"OC. 00N, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0(+D1,( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF 0'- 0,0" -59/ 313V 0/ 2BH 5.50" 0.50 KDOF ( 625) 1'- 10.9" -20/ 97V 0/ OH 1.50" 0,07 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4,0" -15/ 20V 0/ 0H 5.50" 0.03 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 I BOTTOM CHORD CHECKED FOR 1025F LIVE LOAD. TOP ICOND. 2: Design checked for net(-] psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX IS DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" 1-11-11 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed - 0,133" / f I MAX BC PANEL LL DEFL - 0.001" @ 1'- 1.7" Allowed - 0.053" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.9" Allowed - 0.071" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 v MAX HORIZ, LL pEFL = -0.000" @ 1'- 10.9" MAX HORTZ. TL DEFL - -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 3 in the plane of the truss only. M I O 1 I 2 -,, co M-3x4 1 b y 1-00 2-09 ���E 0 PROFFss 2 JOB NAME : RT AREA 4 ENGLISH 2 - Z2 '9200PE 9� Scale: O.R]R / ., WARNWRe: GENERAL HOSES, unless otherwise noted: O Truss: Z2 Ct I.Sulkier andamman contractor should Be advised or ell Ganonl Notes I.Tice Eeupn u based only upon Om promoters shown and is for an Individual '�/ OREGON ��/ andWerninp.Ware aenstn dies commences Wlana oompnnenl.apg5atary or design panthers air proper A_ 2.ha compression web bracing must be Installed where mown e. IncoOgrNpn et component ts the responsibility of building deegner. 4 N 3.PtlJ[grW[empwary Minim to Insure eNMlily dunnR annwratbn 2.Design assumes the top and boXam chords to be laterally braced at /O 4}- t4r 2°� Q+ Mite negnYbiYy olrhe erector.Adlilgrul pertnanenl bracirq of 7so.and at l0oc.respectivey unless braced throughout their length by (� OA1'E: 10/31/2018 theeverepenwhaenine repdneauy Dal per Mmgdaai her. dentlnuean sheathing mien ea plywood ehemhing(TC)andbr drywall(BC. d� <.NabedeMUM beapplied m an ntuntilaner egb u a.filmpaet MdtmgmYnrelbnongre4ulredwepedw,nn.a C[7 rj`\ 1 'SEQ.: K5392711 fasteners are camptnd at noat a amend any loads greater mend I. IDesewe assumes truss le w Oyu the noncdrow.is.contractor. ID: LINK deabn bads be applied to am component. and.re for^ey aui n,,Muse. ,.Dam rnenaarwcontroloverandaawmesnore d.flece. m,rolln.dn,.t.,supports aw.3himarsedge ir EXPIRES: 1231 2019 Pu HNnibito.for me esign rebrlotbn,handling,shipment and mstallelan of components. T.Owbn assumes05110 on dreY,agenprovtlee. . 8'TMisdeaft:nSmI.copsished featto the R01855tions sat loce beponr e,Plates ahawbelocatedonbothfaces of truss.and plcedsotheircenler November1,2018 TFWVECA in SCSI.cords,olwnbh we ds Nmiehesupon request lines coincide Mboint cemer lines MiTek USA,Inc./C Trus Software T.6.8 1 L 9,Dices indicate see of plate In Inches. dmpu ( }� 10.For basic connector pate design values sae ESR.1311.ES19I988(MITeld This design prepared from computer input by Pacific Lumber and Truss-PC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 30 2-4-(0) 0 BC: 2x4 RIDE 811BTR SPACED 24.0" O.C. 2-3=(-40) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)1DL) 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 45.0 PSF 0'- 0.0" -54/ 316V 0/ 32H 5.50" 0.51 KDDF ( 625) -14/ 23V 0/ OH 5.50" 0.04 HOED ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -26/ 58V 0/ OH 1.50" 0.09 %ODE ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Uts:2,4,3 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-) pst) 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.D" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001- @ l'- 1.7" Allowed = 0.053" MAX TC PANEL TL DEFL = -0.002" @ 1'- 5.3" Allowed - 0.147" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX NORIE. LL DEFL - -0.000" @ 2'- 3.2" MAX HOAR. TL DEFT, - -0.000" @ 2'- 3.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' a, Truss designed for wind loads I,T o ti in the plane of the truss only. 0 Lo 111 M-3%4 y 1-00 Y 2-09 pl. IINO PR v� JOB NAME : RT AREA 4 ENGLISH 2 - Z3 ,, Scale: 0.9725 WARNINGS: GENERAL NOTES. unk0OMamaa noted. 1.Builder and ereclbn contractor Rum.ee advisee ar ell Cenral Notes 1.114s dewni.wssaonroupon me pa'amnen Shown em:a Soren lnANwm Q CC OREGON 4(/ Truss: Z3 and Warnings bete..coosmwlon commences. bulling component.ApplicabMy of design panmelen and P.P. A 4,4 2.2v4 compression wen bracing mnf be...led where shown 4. incorporation olwm ik00 resparulellry of me lxealre aetloner. ,l In \ xAmeanal temporary bracing to Insure slab*dud..mnshudlon 2Oedgn aawmsslm to mmmcmmsrox laterallydeem al L!O 14, �� Pi' Nth.responsibility of Meenclan.Amilbnal penmalrtm eradrg et 2'we.and H 10'o.c.respeeNay unless braced throughout..lerem by p DATE: 10/31/2018 the ovmall.huwuralsihare sNRyonto. ead des nldns. Nno ohaapyvnmMredp.m)angoralywall(BC). MERrI►t� shun b filer. 9.Dr Impact NMOingm Alen bracing plywood uaen Llawn.. Pl 4.No load should eaap..a enycempenem any Isaac.bman55M 4.InatslNlon or truss is Me repo 55 ac OMlro0P6aOepmindm. SEQ.: K5392712fasteners ere compete and at no time should any load.gredm man S.Design asw.mestome,are to tee used m a nonwrosve environment. ID: LINK design loads be appleea any Componsd. Desgnassmre mm�eoeri0...- TRANS ppd 5.Cpmmrtms ha.lmummd over and asmrnesnoreponse..airme g. mare" full bearing t.psea tea Moves.gNmprcoed..lr EXPIRES: 12-31-2019 t,Mcatlon.handing.shipmenlanewsnammnormmponenm. v.Demon assumes adequate drainage lspreoaad. November 1,2018 B.Thisdesyn Is Nmated snajed to the rmndimseel Nlm by e.Plates Mare moles on both Noesd bum,and placed so tier center TPV'MCA In Rcsl,capes of dtbh will be furnished upon raguesl Ines combs wM loin doter lines 9.Giges IMkan area en plate In Inch.. MWTek USA.Inc./CompuTrus Software 7.8.8(114-E 10.Fm cos.connector pate design values sea ESR-1311,ESR.I086(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 224 KDDF 01613TR LOAD DURATION INCREASE = 1.15 1-2=(-10) 37 2-4=(0) 0 BC: 2x4 ROOF 7116BTR SPACED 24.0" O.C. 2-3=(-52) 31 TC LATERAL SUPPORT < 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ 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" -81/ 377V 0/ 22H 5.50" 0.60 KDDF ( 625) 1'- 1.3^ -90/ 33V 0/ OH 5.50" 0.05 KDDF ) 625) LL - 25 PSF Ground Snow (Pg) 1'- 4.0" -46/ 22V 0/ 0H 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. I,, 'PROVIDE FULL BEARING;Jts:2,4,4 I • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-7 pm?) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, O60 • MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL - -0.003" 9 -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. 4.00 l" Wind: 140 mph, hol5ft, TCDL-6.0,BCDL=6.0, ASCE 7-10, -'c (All Heights), Enclosed, Cat.2, Eep.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads e) in the plane of the truss only. I u o I - o m e o f 1 _ _ t 2 4 M-3x4 y 1-00 ' 1-04 ,`<�ED PROre �,\ �NGIN�FR �02 :9200PE yr JOB NAME : RT AREA 4 ENGLISH 2 - Z4 Scale, 1.0087 -a. 0A --\ WARNIMGs: GENERAL NOTES, tmleasotherwise noted' Q I.Builder and weans ceNreabr atonal be advised stall General notes 1.The design is based only upon the parameters shown end is lot an MeiMuel Truss: z4 and Warnings ets..ConsbuSMndemmen,e._ bolding y OREGON ((� 9 wmpan.la>ypl®bilny of p.nmekra.N P.P. S. compression wet:Manny thus be Metaled where shown.. Incorporation of component lath raWanaMlAly or me builanp daegner. G Y 2��� �r\ a.Adeaonal temporane Modesto nacre stability during construction 2Desg"a'wrrras the top and bottom dpNsto be laterally termed al /O 14y Oa Me respenwbety of the erector.Additional permanent bracing of zuc.and el le'we reapedh.ly codex bNudtnloughaut their brpM br DATE: 10/31/2018 the overall condone ingot repeneibuty Nine building designer. conbnuoussheamne^rd'ea Awned aheambg0D)a,wor drywalllBCA rs.21lmpacl of truss or lateral bracing required whale Wiow..• ��O'1 •SEQ.: K5342713 4.No load should be applied to any component rage`ter at browns and 4.0.s,on oftru«is me tee le Otte respective contractor. 1� L.. fasteners are complete and al no time should any pads greater tan s Design assumee Swans ate le be used In a non-corrosive environment TRANS ID: LINK design loads be applied to any component and era rorrory wrdlMmetuse. B.Dent rrsahand control over assumes eLnge assumes rug Mating et al supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu asonability br the new M1brlulon,handling.shipment and installation of components. pant B.This design T.Dare"assumes adequate drainage a"oval". November 1,2018 ^ esgn la SCSI.I cop subject to the limitations an rote by Si Plated Mel be ocated to Wm facesM toss.end paced so their center TPNgICA In copies afwhM will be furnished upon request Digits indicate with lobs center lines. B.Digila indicate age of plate In inches. MTek USA.Inc/Compurros Software 7.B.B(1L)-E to.For been connector plate design values ale.ESN-13I1,EBWtgBB(NTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2.- 0.D" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NODE N16BTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 37 2-4.10) 0 BC: 2x4 KDDE 11103TR SPACED 24.0" O.C. 2-3-1-4D) 12 TC LATERAL SUPPORT <= 12.0C. UON. LOADING i BC LATERAL SUPPORT <= 12"OC. DON. LLI 25.0)+0L( 10.0) ON TOP CHORD - 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0^ 0.0" TOTAL LOAD= 45.0 P3F 0.- 0.0^ -67/ 319V 0/ 3DH 5.50" 0.51 KDDF ( 625) 1'- 9.2" -30/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11,7" -21/ 46V 0/ OH 1.50" 0.07 NODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1.- 0.0" Allowed = 0.133" 1 T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed - 0.043" MAX BC PANEL TL DEFL - 0.001" @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.5£t, TCDL=6.0,BCDL=6.0, ASCE 1-10, 1 A11 Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-4.6, • Truss designed for wind loads in the plane of the truss only. .a t 65 - - 0 On+ 1 - 2 4 0 RI-3x4 1 1 1 1-00 2-00 / �NGINFER iJ 89200PE I JOB NAME : RT AREA 4 ENGLISH 2 - ZH1 ;' --- Scale: 0.7197 - WARNINGS: GENERAL NOTES, unless otherwise hard. 1.1 ,," 1.Saber and erection contractor mould be advised el all General Notes I.This design is lased only upon Ire Seam*.glens add is fur.,iddwmai OREGON it Truss: ZH1 end warnings before am.lmdios cominmcee Embmg component AppgalKay;McNair parameters and proper �QL 2.act mmpreman wee bracing must be instated where abeam.. imnmoamn or component'.tre reasonability orm•wildbg designer. ���•( 14 201` 4� a.Additional temporary bracing la insure stagily daring construction 0.IleNgn awume•rr the rop and bottom;Idnt.m be laterally braced at is ire nsaemlblM Diana erector.Additional permanent bracing of oor7'ob.and at eo o.c.respectively unless braced Inrwgtaut their length by Q Q DATE: 10/31/2018 the overall structure lemer bin rare balding a Dsn^uo'^.idging wWng en bracingacg re g».mmgrshwn•nf+nIXec). ��n R'to� V e.porsl rco a esgar- 3.2.snaadbodisgwM.hnagmres wneremewn.. /n� SEQ.: K5342714 a.No lead should be applied to any campenenl until alter all baring and Installationftru is the�nwnu ftheectre. n.ner mstemn are complete and eta lime should any ld.as aw.r man s Design bused e non-corrosiveenvironment, an M•ler'dry condition.of use. TRANS ID: LINK design bade b..vpg.dm any component. 6.Design assumes full bearing al all tampons shown.Shim or wedge II EXPIRES: 12-31-2019 5.Coeval-rem has no control over and assumes no respom9elty for menee oast Tabscanon.handinng.shipment and lamllalinafcomponents. 7.Domanassentea.d.9n.te drainage ispre.ided- November 1,2018 C.TNs design is SCARxd MA./to the nmxanon5 set forth by S.Plates oral be located on gam bus oftruss,and named se tell'ember 71bilbrOn in SCSI,copes°,wn'd,will be furnished upon request. lines candela van rant center lines. a.Obit indicate size of plate in inches. MITek USA,Inc/CompuTrm Software 7.6.8(1 L)-E 10.For begs cnmectar Sate deagn uelueaw ESR-t of I.ESR-1988(Mires) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 2-4-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDOF It stern TOP CHORD LL — 25ps£ TOP CHORD DL = 1Dps£ TOTAL LOAD = 35ps£ 12 2.83 v M-3x6— M-3x6— M-3x0 o � eE) PROfFS 1-05-12 3-02-19 ks �NCa F9 /02 :9200PE 9' JOB NAME : RT AREA 4 ENGLISH 2 — ZR Scale: 1.3649 WARNINGS: GENERAL NOTES. unless otherwise noted: • Bidder and egnenwnoegtershoulbeadsedcralGeneralNoes .This nabsed only upon the parameters shown and is for anindiiai G ,ifOREGON IQ Truss: ZR and warnings before construrnonwmrnenas. building component.AppiubHbyofdmgnparameiersandproper 4L 3.a4 comwessbn web Omen:must be Metaled where show�. incorporanon of component re the responsibility of de building designer. ,p 1' • a Amtrloultempdrary Encino to insure marry euengwnalmaan 2.De.ign assumes the top and bottom chords to be ateralNbraud at <O "7! 14• 0 is the responsibility of the ercemr.AmumnoR permanent bracing or as.anal l0 oc.respectively unless breed throu:honl Mar length by (. �y DATE: 11/1/201H the overall structure re mere s=IN=OHhe MOWN designer, mnuot bidding or.um.spirs rewireood where dry ran,ac7. �`RRVL.— V Gann g 4.In Impact or truss i.Nanlbndrgnquree renenr 0eos SEQ.: K5392715 4.Noene ahead balete en at any lime until ands greater ngan 4.�ign umes Ruauapeers to bebused in a nonco�eeenvitsnmena Narerenere::masts end et no time should any bads:niter Man and assumes design loam be appted to any component. aria are for Mg condition"of use. TRANS ID: LINK mpTmh..ndentreldWr.nd.mmeanorepdmbg for the e.GaregnaesumesfUibeanngaialsuppem shown.Shlmor wedge If EXPIRES: 12-31-2019 Wry. aisd.09,handing.shipment and ineriation pwmponenR Design assumesamamie drainage is provided. November 1.2018 S.This design is furnished subs:lb the imitations set form by e.Pwensnea be treated on both races alums.and placed so their center e TPLWTCA In SCSI,copies OMANI MI be furnished upon request. lees commie with pith aentertma. s.Digs indicate sae of pate CIO.. MiTek USA,InciCompuTrus Software 6.2.3(1µZ to For basic unnonor pate design values see ESP-1511,ESN-1980 wirso - Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6 4-8 dimensions shown in fl-in-sixteenths Failure to Follow Could Cause Property 1 " Center plate on joint unless x,y 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. liqk 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. O_�1G,r 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves O ,r 4 may require bracing,or alternative Tor I _ ILMilliA10)11 pbracing should be considered. 1_� O =O 3. Never exceed the design loading shown and never 0_ U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c6_7 C56 r designer,erection supervisor,property owner and • plates 0- "re'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 ANSIi rPI 1. • connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. • software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that P Indicated by symbol shown andlor SYP represents values as published specified.by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or 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 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but m 2012 MiTek®All Rights Reserved approval of an engineer. 1 ■M 41111' reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. • _� Min size shown is for crushing only. __s 16.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSIITPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. aill is sufficient. BCSI: Building Component Safety Information, M iT/Ilt.I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIIrPI 1 Quality Criteria. • Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 3 • • STANDARD PIGGYBACK TRUSS CONNECTION DETAIL PIGGYBACK (MAY BE USED FOR DRAG TRUSSES UP TO 150p1f) DRAG (150p1f) 9/10/2016 PAGE 1 OF 1 SPANS UP TO 20'-0" MiTek USA Inc. GENERAL NOTES: ! 1.LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2.MAX MEAN ROOF HEIGHT=30 FEET 3.MAX WIND SPEED NOT TO EXCEED 140mph. 4.MAX TRUSS SPACING NOT TO EXCEED 24"oc. M ITe k� 66..MACH NPOTTT E SPAN 1/1MAX EXPOSURE 5.CATEGORY II BUILDING, 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 EACHBASE TRUSS LONG NAILS STAGGERED AT 6"oc THROUGHOUT. JOINT OR MAX.24"O.C.ATTACH WITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD I FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) A ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2-0.131"X 3" 6�0 LONG NAILS TOENAILED. .41 ,,' \i�I�iMRAr;. I /� � STRUCTURAL BASE SEE STRUCTURAL TRUSS BELOW FOR PURLIN TRUSS BELOW REQUIREMENTS-NOT TO EXCEED 24"oc. 44, < > 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"X3"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. MINI_MUM 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. bAA 7"x 9"x 1/2"PLYWOOD(or 7/16"OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX.24"O.C.ATTACH WITH 2-NAILS 0.131"X 3"LONG NAILS INTO EACH CHORD ...j FROM EACH SIDE(TOTAL-4 NAILS EACH CHORD) 2x4(MIN)SPACED PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE STRUCTURAL TRUSS BELOW(SPACING NOT TO EXCEED 24'0.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH WITH 2- 0.131"X 3"LONG NAILS. 1MMOr0 WARNING-Verify deefgn parameters end READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE YD-7473 BEFORE USE. Design valid for use only with entek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��� o for lateral suppor•of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure isregard the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPI7 Quality Criteria,DSB-09 and SCSI I Building Component MiTek® Safely Information available horn Truss Plate institute,583 D'Onofrio Drive,Madison,WI 53719.