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--4_,_\,\ S.,,„ STRUCTURALPORTLAND COMPRESSOR HVAC TIGARD OR 'A !S MECHANICAL UNIT SUPPORT AND ATTACHMENT: MA 1-MA 1 5 SKETCHES: SKI-SK3 RECEIVED JUN 26 2018 CITY OF TIGARD IUIILDING DIVISION L CT URi (19 PAGES TOTAL INCLUDING COVER SHEET) 1 407 June 20, 2018 #114"011ifr:, sON r, / ,(.,,,,„..i.&13,2,.*:;\4(1 ,'VSDGNUMBER: 170184.02 EXPIRES: /' . ,ffillj' itt OFFICE COPYARCiiiTECTURI 11111 . 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO@CIDAINC.COM WWW.CIDAINC.COM 11- CIDA CDG TEL: (503)226-1285 RTU 1 6/20/2018 FAX: (503)226 1670 170184.02 MECHANICAL UNIT ATTACHMENT-LATERAL FORCES RTU ROOFTOP UNIT ON CURB Wp:= 681Ib Weight of unit We:= 861b Weight of curb VV,:= Wp wt= 767 lb L:= 74in Length of unit L := 70.75in Length of Curb wm: 48in Width of unit w := 40in c Width of curb hm:= 38.84 in Height of unit h := 14.in Height of curb hmc:= hm + he h hmc= 52.84 in Total height of unit on curb SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped S,:= 0.97 site class=D Adjusted Maximum Sm,:= 1.078 Design SDS := 0.719 h:= 20ft 1, 1.0 ap•.= 2.5 := 6.0 z:= h Air side HVAC component RP 0.4.ap•Sps' ( RP FPunit 1 + •WP Fp„,t=244.82 lb 0.7•Fp„1t= 171.371b hi 0.4.ap•SEG•1p Z FPcurb:= • 1 + 2.— •twp + WO Fpc„b=275.74 lb 0-7'FPcurb = 193.02 lb hi P WIND LOAD: BASED ON 2012 IBC/2014 OSSC V3 := 120 Exposure B Kd:= 0.85 Kh:= 0.7 := 1.0 GCr:= 1.9 GCL„rt:= 1.5 qz:= 0.00256-1(h-Kzt.K.d.V352.psf F:= GCrq F=41.67 psf 'windunitF•L'hm Pwind_unit= 831.8 lb Pwind_curb := F'L(hm + 11 ) wind_curb = 1131.63 lb E:\adcadd\1710184.00 Portland Compressor1StructuraNateraIMECH RTU curb(ASD-WOOD).mcd AVA- C1DA 'CDG TEL: (503)226-1285 RTU 1 6/20/2018 FAX: (503)226 1670 170184.02 WIND LOAD: BASED ON 2012 IBC/ASCE7-10-VERTICAL F„rt := qz•GC, -, Fmt =32.9 psf Pwind_unit_vert:= Fvert'Lvvrn Pwind_unit_vert= 811.56 lb Pvert_unit:= 0.6Wp–0.6Pwind_unit_vert Pvert unit '78.34 lb <0,Net Uplift Pven_curb:= °.6(w + WO –0.6Pwind_unit_vert 'vert curb=–26.74 lb <0,Net Uplift OVERTURNING-UNIT TO CURB LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at unit to curb SEISMIC-Overturning at unit to curb (h.` hm M • -= Fp • — ot_seismic_unit• unit Mot wind unit:= Pwind unit' \ 2 wind_unit = Motseismic unit= 396.2 lbft Motwindunit 1346.14 lbft _ ("Mot_wind_unit) Pvert_unit Mot_seismic_unit) (0.6 – 0.7-0.2•Sps)•Wp Pup_wind_unit Pup_seisrnic_unit 2 w 2 Pup_wind_unit =281.47 lb Pup_seismic_unit =–86.82 lb 0.6"Pwindunit=499.08 lb 0.7FP1= 171.37 lb WIND GOVERNS UNIT TO CURB CONNECTION ATTACHMENT Design attachment for 500 lb sliding and 282 lb tension at unit to curb connection-18GA curb 0.6.Pwind_„it=499.08 lb Fup_wind_unit =281.47 lb Try 16GAx6"CLIPS WITH(4)#10 SCREWSTO UNITAND(4)#10 SCREWS TO CURB Van,:= 4711b Per clip 0.6Pwind_uni t Ushear 2VCLIP Ushear=0.53 Pup_wind_unit Uupli ft Uupii =0.6 , VCLIP Use(1)16GAx6"clip per side with(4)#10 SMS to unit,and(4)#10 SMS to curb–(4)clips total E:\adcadd\17\0184.00 Portland Compressor\Structural\IateralMECH RTU curb(ASD-WOOD).mcd CIDA CDG TEL: (503)226-1285 RTU 1 6/20/2018 FAX: (503)226 1670 170184.02 OVERTURNING-CURB TO ROOF LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at curb to roof SEISMIC-Overturning at curb to roof mchmc` Mot_wind_curb:= Pwind_eurb•7 Mot seismic c FPcurb' 2 \ Mot_wind_curb=2491.48 lb ft Mot seismic c = 607.08 lb ft F (0.6Mot_wind_curb) Fvert_curb Mot_seismic_c) (0.6— 0.7-0.2.Sps)-(Wt) wind curb - Fup_sesmic_c 2 2 Fup_wind_curb =461.83 lb Fup_seismic_c =—64.01 lb 03*FPcurb= 193.02 lb 0.6.Pwind_curb =678.98 lb WIND GOVERNS CURB TO ROOF ATTACHMENT Design attachment for 679 lb sliding and 462 lb uplift at curb to roof connection °•6"Fwind_curb =678.98 lb Fup_wind_curb =461.83 lb Try#10x2 1/2"WOOD SCREWS EACH SIDE—Long side to take non, shortslies to take shear 'screw:= 2.5in length of screw 5 7 LP:= 'screw in — —in Lp = 1.66 in nscrews_per_bracket:= 1 8 32 screw length-Sheathing-tapered tip 2 d thread:= iscrew 3' thread length dscrew:= 0.l9in Screw diameter lb Lp Wthread:= 135.— withdrawal capacity per inch C,• CD= 0.87 in ' — 10.dsc„, Vajow:= 1.6.901b.Cp Val low= 125.53 lb Tallow:= .6'd thread'Wthread Tallow=360 lb 0.6*Fwind curb USHEAR USHEAR =0.902 6'Vatiow Fup_wind curb UUPLIJ UUPLIFT=0.43 3'Tatiow Use(3)#10x3"wood screws each long side—(12)screws total E:1adcadd11 7\0184.00 Portland CompressorlStructural\lateraIMECH RTU curb(ASD-WOOD).mcd CIDA TEL: (503)226-1285 6/20/2018 FAX: (503)226 1670 MECHANICAL UNIT LATERAL FORCES-RTU 2. W := 6811b Weight of unit W„:= 2401b Weight of curb adapter W := 86Ib Weight of(E)curb Wt:= Wp+ Wca+ WC Wt = 10071b L:= 74in Length of unit Lc:= L Length of Curb wm:= 48in Width of unit Wca:= 40in Width of curb adapter hm:= 38.85.in Height of unit w,:= 48in Width of curb hca:= 22in Height of curb adapter h := 14-in Height of curb him:= hm + hca+ he hmc=74.85 in Height of unit,curb adapter and curb SEISMIC PARTS AND PORTIONS (Tigard, OR) Mapped s,:= 0.97 site class=D Sms:= 1.078 Design SDS:= 0.719 h 20ft I 1.0z:= h Air side HVAC component P a P:= 2.5 RP:= 6 0.4-ap•Sps'Ip z PPunit • 1 + 2.— •WP Fpunit=244.821b 0.7.Fpunit = 171.371b hi P 0.4.ap•SE's-Ip ( FPadapter:= • 1 + 2• Wp + Wca) PPadapter=331.1 lb 0-7•FPadapter=231.771b RP 0.4.ap•SDS•Ip Fptotat 1 + 2.—zJWt Fptotal =362.02 lb 0.7.Fplotai =253.41 lb RP hj WIND LOAD: BASED ON 2012 IBC/2014 OSSC V3,:= 120 Exposure B Kd:= 0.85 Kh:= 0.70 := 1.0 GC,:= 1.9 GCL„rt:= 1.5 qz:= 0.00256•Kh•KeKd-V3,2•psf F:= GCcqz F=41.67psf Pwind_un it:= P'Lhm Pwind unit=832.02 lb • Pwind_adapter:= L(hm hca) P -wind_adapter= 1303.18 lb 'wind total:= F•L•hm, Pwind total= 1603 lb E:\adcadd117\0184.00 Portland Compressor\Structural\IateralMECH RTU curb adapter(ASD-WOOD).mcd CIDA TEL: (503)226-1285 6/20/2018 FAX: (503)226 1670 WIND LOAD: BASED ON 2012 IBC/ASCE7-10-VERTICAL Fvert qz•GCr_yert Fvert =32.9 psf Fwind_unit_vert:= Fvert'L Wm Fwindunitvert= 811.56 lb Fvert_unit 0.6Wp-0.6Pwind_unit_ven Pvert_unit =-78.34 lb <0,Net Uplift Pvert_ad:= 116(Wp Wca) "Fwind_unit_vert Fvertad= 65.66 lb <0,Net Uplift Fvert_total := "(Wt) "Fwind_unit_vert Fvertiotal = 117.26 lb <0,Net Uplift OVERTURNING-UNIT TO ADAPTER LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at unit to adapter SEISMIC-Overturning at unit to adapter h (1-1,\ Mot seismic unit := FPunit' rn _ Mot_wind_unit:= Pwind-unir—2 \ 2 • Motwindunit= 1346.83 lb ft M ot_seismic_unit =396.3 lb ft ("Mot_wind_unit) Fvert_unit (0.7.Mot_seismic_unit) (0.6-0.7.0.2.SDO•Wp Fup_wind_unit Fup_seismic_unit Wca 2 Wca 2 Fup_wind_unit= 281.6 lb Fup_seismic_unit=-86.8 lb Fwind_unit=499.21 lb 0.7Fp01= 171.37 lb WIND GOVERNS UNIT TO ADAPTER ATTACHMENT Design attachment for 500 lb sliding and 282 lb tension at unit to adapter connection 18GA adapter 116'Fwind_unit=499.21 lb Fup_wind_unit 281.6 lb Try 18GAx 6"clip with(4)#10 screws per clip VcLIF:= 4711b SHEAR CAPACITY OF CLIP " wind_unit USHEAR USHEAR= 0.53 < 1.0,ClipsAdequate 2'VCLIP Fup_wind_unit UUPLIFT UUPLIFT=0.6 < 1.0,Clips Adequate I'VCLIP Use(1) 18GAx 6"clips per side-Min.(4)total E:\adcadd\17 10184.00 Portland CompressonStructural\lateraIMECH RTU curb adapter(ASD-WOOD).mcd tiifr CIDA TEL: (503)226-1285 6/20/2018 FAX: (503)226 1670 OVERTURNING-ADAPTER TO CURB LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIN at adapter to curb SEISMIC-Overturning at adapter to curb hm + h„ (tin, + hea Mot_wind_adapter:= Pwind_adapter' 2 Mot_smsmic_ad FPadapter' j Mot_wind_adapter=3304.09 lb ft Mot seismic ad= 839.48 lb ft (o.6M ot_wind_adapter) Pvert_ad 03'M ot_seismic_ad) (0.6—0.7.0.2.Sps)•(Wp Wca) Fup_wind_adapter seismicad:— w _ _ c 2 we 2 Fup_wind_adapter= 462.78 lb Fup_seismic_ad =—83.04 lb = 231.77 lb 0.6.Pwind_adapter— 781.91 lb 0-7'FPadapter WIND GOVERNS ADAPIER TO CURB ATTACHMENT Design attachment for 782 lb sliding and 463 lb tension at adapter to curb connection 18GA curb °•6*Pwind_adapter= 781.91 lb Fup_wind_adapter=462.78 lb Try#10 SMS from adapterto curb: nuns:= 3.0 5301b vsms allow:— Vsms_aliow= 176.67 lb C./sins ("Pwind_adapter USHEAR °•vsms allow USHEAR="53 Fup_wind_adapter UUPLIFT UUPLIET= 0.65 4*vsms allow Use(4)#10 SMS per side—(16)screws total EAadcadd117\0184.00 Portland Compressor\StructurahlateraIMECH RTU curb adapter(ASD-WOOD).mcd M7 CIDA TEL:(503)226-1285 6/20/2018 FAX: (503)226 1670 OVERTURNING-CURB TO ROOF LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at curb to roof SEISMIC-Overturning at curb to roof • mc hmc\ Mot_wind_total:= Fwind_total* Mot2 _seismic_ r total FPtota \ 2 ) =4999,36 lb ft 1129.04 lb ft Motwindtotal Motseisnuctotal — (0.6M01 wind total) Fvert_total Mot_seismic_total) (0.6—0.7.0.2.SDO-Wt Fup_ _ _ _ wind seismictotal:— Wca 2 Wca 2 Fup_wind_total = 841.25 lbF1) seismic total =—14.32 lb ou.7=Fptotai_ =253.41 lb 06' wind = 961.8 lb WIND GOVERNS CURB TO ROOF ATTACHMENT Design attachment for 962 lb sliding and 842 lb uplift at curb to roof connection 0.6:Pwind_total= 961.8 lb Fup_wind_total = 841.25 lb Try#10x3"Wood Screws dsc„,„,:= 0.19in Screw diameter lb Lscrew:= 3 in Lthread:= Lscrew Lthread=2 in Wthread:= 135.—in withdrawal capacity per inch 3Lp:= Lscrew — 0.25in Lp = 2.75 in Lp=screw length-curb thickness Lp C := = 1.45 > 1.0,Screw has full shear capacity ' 10.d„„„ Vallow:= 1.6.116lb Vallow= 185.6 lb Tallow:= 1-6*Lthread'wthread Tallow=432 lb 0.6-PwindiotalFop_wincl_total U 10-Vailow 5Tallow U=0.908 Verify(5)#10x3"wood screws per bnq side—(10)screws total E:\adcadc1117\0184.00 Portland CompressonStructural\lateraIMECH RTU curb adapter(ASD-WOOD).mcd ill'i A 5 Design Maps Summary Report Page 1 of 2 . . 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USGS-Provided Output S5 0.970 g ....cm - s,„ = 0.719 g 1 078 g = s - ° S01 = 0.443 g S1 = 0.421 g (risk-targeted) and Smi = 0.664 g and For information on how the SS and Si values above have been calculated from probabilisttuicrn(rtios deterministic ground motions in the dlr. the application select the"2009 NEHRP" building code reference document. •,..:tri Response S..: 1 m NCB*Reponse S, m 0.72 i.g0 - 004 OS* - 0M, 043X - 0,40 0.77 ... _ 0,40 • 8 orti - .32 0 16 044 023 - 0.24 0.02 0.22 - 0.11 - 140 ISO 200 I I $ 1 4 000 I I I I I LZ) 120100 Si) 240 paw,T(see) esxt 0.X1 040 000 0R0 la) 0m (II) 040 040 000 L07 L MI 1,40 porsod,T(see) • apS/US/SUMMarYiP ke.cr.usgs.gov/designm https://prod01-earthqua hp?template=minimal&la... 6/20/2018 1, 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 �� TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@acidainc.com U �y PROTECT NAME: NO:. ° ;€. r t:: €,_. 1 1 .t i � i t i G 11 d � fr 3 F111111 i t. 1, , i ......._,... ...,.,.. , i { ._ ,<.. ._.......`9 _ __ 1 € 3 • i p I {!i Aj f.4 ';i°la�i'i }s,,:if'r` ,),,,,h,„4 $ .... .p .. _,.. ... _ ... 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Description: Existing 4x10 purlin at RTU1 CODE REFERENCES ; J -- Calculations per NDS 2015, IBC 2018, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination iBC 2018 Fb- 1,500.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 1,700.0 psi Eminbend-xx 690.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :Select structural Fv 180.0 psi Ft 1,000.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0i23) D(0.048)S(0.1) t, ° 1 ''' ‘ / . _ MP -------i 4x10 Span= 19.750 ft , . r .... Applied Loads ,, Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=4.0 ft Point Load: D=0.230k @4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.945 1 Maximum Shear Stress Ratio = 0.344 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,847.30psi tv:Actual = 71.27 psi FB:Allowable = 1,954.91 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.587ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.785 in Ratio= 301>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 1.246 in Ratio= 190>=150 Max Upward Total Deflection 0.000 in Ratio= 0<150 Maximum Forces&Stresses for Load Doffininalions __. ....._ • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C1 M fb Pb V iv F'v 4{)+S 0.00 0.00 0.00 0.00 Length=19.750 ft 1 0.945 0.344 1.15 1.200 1.00 1.00 0.94 1.00 1.00 7.68 1,847.30 1954.91 1.54 71.27 207.00 Overall Maximum Deflections Load Combination Span Max."-*Deft Location in Span Load Combination Max."-I-•Dell Location in Span 40+S 1 1.2462 9.803 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settingsmenu item Project ID: /1 4 it and then using the Printing& Project Descr: Title Block°selection. Printed:20 JUN 2018,11 12AM Title Block Line 6 W06i:1-Seam E.Lidcaminpi84,00 pproand ctromixessatucturaARTy roof de.4. Licensee JPA INC, ••••••• Description: Existing 4x10 puffin at RTU1 vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ' Overall MAXimum 1.645 1.508 Overall MINimum 0.988 0.988 D Only 0.657 0.521 ilD+S 1.645 1.508 +D+0.750S 1.398 1,261 +0.60D 0.394 0.312 S Only 0.988 0.988 Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings'menu item Project ID: Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:20 JUN 2018,11 13AM Wood Beam AS 1St ---7-717 File=Ekelcadd117t8184.00Perteed CernpressenStructureARTU roof cbeckec6 .--,)•,. 0 . .p,',, Lit.#:KW-06O06865jP Licensee:C1DA INC. Description: Existing 4x10 puriin at RTU 2 • CODE REFERENCES - - -- Calculations per NDS 2015, IBC 2018, CBC 2016,ASCE 7-10 • Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 1,500.0 psi Ebend-xx 1,900.0ksi Fc-Pal 1,700.0 psi Eminbend-xx 690.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :Select structural Fv 180.0 psi Ft 1,000.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.302) i D(0.0480)S(0.1) I 1, 4x10 Span=19.750 ft 1.----- -«* Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=4.0 ft Point Load: D=0.3020 k @ 6.0 ft DESIGN SUMMARY ' Design N.G. Maximum Bending Stress Ratio = 1.002 1 Maximum Shear Stress Ratio = 0.350 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual =- 1,959.60 psi fv:Actual = 72.51 psi FB:Allowable = 1,954.91 psi Fv:Allowable = 207.00 psi Load Combination +0-i-S Load Combination +D+S Location of maximum on span = 9.226ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.785 in Ratio= 301>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 1.316 in Ratio= 180>=150 Max Upward Total Deflection 0.000 in Ratio= 0<150 Maximum Forces&Stresses for Load Combinations __. ...,„„„ ..__ Load Combination Max Stress Ratios Moment Values Shear Values ...,....., Segment Length Span# M V Cd C FN Ci Cr cm C t CL M lb Pb V ft, Pv 40+S 0.00 0.00 0.00 0.00 Length=19.750 ft 1 1.002 0.350 1.15 1.200 1.00 1.00 0.94 1.00 1.00 8.15 1,959.60 1954.91 1.57 72.51 207.00 Overall Maximum Deflections Load Combination Span Max.*-*Deft Location in Span Load Combination Max.'+'Deft Location in Span +04-S 1 1.3158 9.803 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Engineer: /31 using the"Settings"menu item Project ID: /I/ Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted.20 JUN 2018 11:13AM _ • Fila = ' Wood Beam ••.'4ii.4**It,z-,- " •ciDA INC Licensee # kW-06006865 Description: Existing 4x10 purlin at RTU 2 vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 1.672 1.553 Overall MINimum 0.988 0.988 D Only 0.684 0.566 +D+S 1.672 1.553 +D+0.750S 1.425 1.306 40.60D 0.411 0.339 S Only 0.988 0.988 IV --1 4. TABLE NO.25-A-1—ALLOWABLE UNIT STRESSES—STRUCTURAL LUMBER—(Continued) Allowable Unit Stresses for Structural Lumber—VISUAL GRADING 31". .... (Normal loading.See also Section 2504) ALLOWABLE UNIT STRESSES IN POUNDS PER SQUARE INCH EXTREME FIBER IN BENDING Fb Comore*. Comoros. Tension sten per. sion MODULUS U.S.C.STDS SIZE Single- Repetitive- Parallel Horizontal pendlcular Parallel OF UNDER SPECIES AND CLASSIFI- member member to Grain Sheer to Grain to Grain ELASTICITY WHICH COMMERCIAL GRADE CATION Uses Uses 6 F,. Fcl.21 Pc E 21 GRADED DOUGLAS FIR-LARCH(Surfaced dry or surfaced green.Used at 19%max.m.c.) DOUGLAS FIR-LARCH(North) • Dense Select Structural 2450 2800 1400 95 730 1850 1,900,000 Select Structural 2100 2400 1200 95 625 1600 1,800,000 Dense No.1 2050 2400 1200 95 730 1450 1,900,000 No.1 r to 4" .,__..... 0 2050 1050 95 625 1250 1,800,000 Dense No.2 thick 1950 1000 95 730 1150 1,700,000 No.2 r to 4' iiist"-- 1650 850 95 625 1000 1,700,000 No.3 wide 800 925 475 95 625 600 1,500,000 25-2 Appearance 1750 2050 1050 95 625 1500 1,800,000 25-3 Stud 800 925 475 95 625 600 1,500,000 and 25-4 550000:000 C410 (Sce2 thrtrugtnh°91es, C Construction r to 4" 1050 1200 625 95 625 1150 11: Standard thick 600 675 350 95 625 925 Utility 4"wide 275 325 175 95 625 600 1,500,000 II,13, "ft 0 15 and 16) 23 Dense Select Structural 2100 2400 1400 95 730 1650 1,900,000 a: SelectStructural 1800 2050 1200 95 625 1400 1,800,000 LD Dense No.1 r to 4" 1800 2050 1200 95 730 1450 1,900,000 C No.1 thick 1500 1750 1000 95 625 1250 1,800,000 F Dense No.2 5"and 1450 1700 775 95 730 1250 1,700,000 o No.2 wider 1250 1450 650 95 625 1050 1,700,000 Z No.3 and Stud 725 850 375 95 625 675 1,500,000 0 Appearance 1500 1750 1000 95 625 1500 1,800,000 C) 0 a m . . — g ti C T 06,4 . m --`\ il pv 4 . ,,,Ar, r. I ;1111104 6 fir (N) 681LB UNIT ON 11 — iv GON NEW 86LB CURB TO rimum..7014,4 9/ t. REPLACE EXISTING - Vb.. ,,p7. /3, ---NOTE: PATCH ROOF /s D. Gi\ . AT ORIGINAL CURB LOCATION AS REQUIRED EXPIRES: 6/30/19 (E) 650LB UNIT 1111 AND 86LB CURB TO BE REMOVED I III (E) 4x10 JOISTS AT 4'—0" O.C. Ds, I- : 7 (N) 681LB RTU It WITH 240LB CURB .._..... ...... ADAPTER TO 0 0 • REPLACE EXISTING _ 883LB UNIT 0 0 (E) PRE—ENGINEERED ----- METAL BUILDING FRAMES Ill , - Illr (E) RTU TO REMAIN r 1 3 V z SK Ak.. ,... - . D---- r 1- ,-5 - r . 11 4FIT--- NORmiTH / PARTIAL ROOF PLAN • 1/16" =< 1 jak DRAWING PROJECT:TITLE:HVAC KEY PLAN DRAWING: 1 0 PORTLAND COMPRESSOR 15895 SW 72ND AVE SUITE 200 7440 SW BONITA RD. NE ARCHITECTURE PORTLAND, OREGON 97224 TIGARD, OR SK NOINEtRIIT E L : 5 0 3 . 2 2 6 . 1 2 8 5 U : AHN: JOB: 170184.02 DATE: 06.20.18 INTERIORS FAX : 5 0 3 . 2 2 6 . 1 6 7 0 © 2oie CIDA, INC.AU.RIGHTS RESERVED /gUCTufi, A, ; 63354' .°P -s-7 • / .dre ct-- . /pi, • 13, \.\ /S D Gi\Ci . EXPIRES: 6/30/19 (N) MECH. UNIT PER PLAN--MAX. WEIGHT / PER PLAN Av (1) 16GAx6" CLIP AT EA. SIDE OF UNIT CAULKING (4) #10x1/2" LONG TEK SCREWS PER CLIP AT BASE OF HVAC UNIT AND AT CURB ril .... #10x3" SCREWS--MIN. ViAe.' ..... in (3) SCREWS EA. SIDE ii!1 (N) 18GA METAL !!!1! IiII! (12) TOTAL CURB ifili ni <> 11,,F TZP f (E) 4x10 JOISTS INSTALL NEW 4X6 BLOCKING WITH SIMPSON U44 HANGERS UNDER ALL EDGES OF NEW CURB NOT DIRECTLY OVER 4x10 (E) BUILDING FRAME 0MECH UNIT AT (N) CURB ATTACHMENT 1" . v-0- 01 I DRAWING PROJECT: TITLE:HVAC ATTACHMENT DRAWING: PORTLAND COMPRESSOR 2 1.1 ARCHITECTURE 15895 SW 72ND AVE SUITE 200 7440 SW BONITA RD. 11110 ENGINEERING PORTLAND, OREGON 97224 TIGARD, OR SK PLANNING TEL : 5 0 3 . 2 2 6 . 1 2 8 5 JOB: 1 701 84.02 DATE: 06.20.18 INTERIORS FAX : 5 0 3 . 2 2 6 . 1 6 7 0 © 2018 CILVL INC ALL RIGHTS RESERVED si RUC Tuiy4 ' . % i PROft Z / c.- - , 6.,41,,e,.• -P _..7- r--- /./ iiir# ' •?, "` 13, /IS 0. OP EXPIRES: 6/30/19 (N) MECH. UNIT--MAX. WEIGHT PER PLAN CAULKING (4) #10x1/2" LONG TEK SCREWS PER (1) 16GAx6"CLIP CLIP AT BASE OF HVAC UNIT AND AT AT EA. SIDE CURB OF UNIT (4) TOTAL \\La., (E) #10x3" SCREWS, MIN. (5) '- (N) METAL CURB ADAPTER ' SCREWS PER LONG SIDE--(1O) PER UNIT SUPPLIER. MAX. '''•,. ,,,_ SCREWS TOTAL--ADD SCREWS WEIGHT PER PLAN AS REQ'D TO ACHIEVE MIN. ANCHORAGE (4) #10 SMS SCREWS EACH SIDE MIN. (16) SMS TOTAL 11 Mi (E) 18GA METAL CURB g' A ,,4 (E) 4x JOISTS ZAk PER PLAN ri) UNIT AT (E) CURB ATTACHMENT ._.sK.,) 1 " = 1 '-0- pk< TLETi :HVAC ATTACHMENT PROJECT:DRWNODRAWING; I PORTLAND COMPRESSOR 3 15895 SW 72ND AVE SUITE 200 7440 SW BONITA RD. am ARcilincruRE S K ENGINEERING PORTLAND, OREGON 97224 TIGARD, OR PLANNING I E L : 5 0 3 . 2 2 6 . 1 2 8 5 UJOB: 170184.02 DATE: 06.20.18 INTERIORS FAX ; 5 0 3 . 2 2 6 . 1 6 7 0 (2) 2018 aDA,Pc Ali RIGHTS RESEI