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Specifications (21)
Q\CA- CC\A-kg4 R7'1.-- --\ 1D .., ..• , \.. -\' -' CW UPKA`r-• •e\Nie-i . ' r. JUL 9 2019 COMPASS ONCOLOGY HVAC CU AT EXTERIOR SLAB TIGARD, OR Si WIC I t JRAI CALCULATIONS OFFICE COPY DESIGN CRITERIA: D1 CU AT EXTERIOR SLAB ANCHORAGE: CE1-CE7 SKETCHES: SKI 1 (10 PAGES TOTAL INCLUDING COVER SHEET) July 9, 2019 Orz FFI ,..,, •-•‘; 4..:Cipy PROJECT NUMBER: 180347.01 r- we w--- 11 0 .1 j oostittio, u PROtte . 1 Av .‘... ' -.:-///0' E ''f °,?"-• 15895 SW 72ND AVE SUITE 200 REG• ' PORTLAND,OR 97224 "p • 13,lo .c.,,,e, PHONE:503.226.1285 FAX:503.226.1670 FATIRES: er OAS INFO@CIDAINC.COM WWW.CIDAINC.COM OS H PD SEA COMPASS ONCOLOGY HVAC Cxp3 12123 SW 69th Ave, Tigard, OR 97223, USA Latitude, Longitude: 45.4326819, -122.74815139999998 g Meadow Springs no --J Community Church Great ClipsN. t 9 v faPediatric As 'ates 0 lr of the North Which Wich SW Douglas Dr Superior Sandwiches Landmark Ford Lincoln cn cn crkSW Elmhurst St < < Q j a Google le r Map data©2019 Date 7/9/2019,2:33:29 PM Design Code Reference Document ASCE7-10 Risk Category II 1 Site Class D-Stiff Soil Type Value Description SS 0.98 MCER ground motion.(for 0.2 second period) S1 0.423 MCER ground motion.(for 1.0s period) Skis 1.086 Site-modified spectral acceleration value SM1 0.668 Site-modified spectral acceleration value SDS 0.724 Numeric seismic design value at 0.2 second SA ( SD1 0.445 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.108 Site amplification factor at 0.2 second Fv 1.577 Site amplification factor at 1.0 second PGA 0.428 MCED peak ground acceleration FPGA 1.072 Site amplification factor at PGA 1 PGAM 0.459 Site modified peak ground acceleration T� 16 Long-period transition period in seconds SsRT 0.98 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.09 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.648 Factored deterministic acceleration value.(0.2 second) S1RT 0.423 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.486 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.851 Factored deterministic acceleration value.(1.0 second) PGAd 0.977 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.899 Mapped value of the risk coefficient at short periods • CEI CIDA LAJ TEL:(503)226-1285 7/9/2019 FAX:(503)226 1670 LATERAL-EXTERIOR CU Wp:= 267lb Weight of unit L:= 41.344in Length of unit win:= 14.5625in Width of unit hm:= 52.6875.in Height of unit SEISMIC PARTS AND PORTIONS (TIGARD,OR) Mapped Ss:= 0.980 site class=D Adjusted Maximum Sms:= 1.086 Design SDS:= 0.724 h:= 25ft Ip:= 1.0 ap:= 2.5 RP:= 6 z• := Oft Air side HVAC component 0.4•a •SES.Ip zl Fpunit Rp •I 1 +2•h I•Wp Fpunit=32.2216 J Fpmin 0.3 SDs.Ip'Wp Fpmin=57.99 lb Fp GOVERN_unit max�Fpunit,Fpmin� Fp_GOVERN_unit=57.99 lb WIND LOAD: BASED ON 2012 IBC/2014 OSSC Cf:= 1.51 Per Figure 29.4-1 in ASCE 7-10 Vas:= 120 Exposure B Kd:= 0.85 Kh:= 0.7 Kn:= 1.0 G:= 0.85 w 9z:= 0.00256•Kh•K Kd•V3s2•psf — 0.78 m =0.28 hm hm Longitudinal Wind: Flong 9i G•Cf Flong=28.15 psf Pwind_unit Fiong•L•hm 1 wind unit=425.87 lb E:\adcadd\18\000-2018 Mechanical Units\0347.01 Compass Oncology HVAC\Structural\Lateral-CU at Exterior Slab.mcd CE Z CIDA LAJ TEL:(503)226-1285 7/9/2019 FAX:(503)226 1670 OVERTURNING-UNIT TO SLAB LC#6 0.9D+1.0W LC#7 0.9D+1.0*OMEGA*E WIND-Overturning at unit to slab SEISMIC-Overturning at unit to slab c/CONC 2.5 hm hm Mot_seismic unit QCONC'Fp_GOVERN unit' Mot_wind_unit Pwind_unit'-2- 2 Mot wind unit=934.91 lb ft Mot_seismic_unit=318.28 lb ft (1.0Mot_wind_unit) (19•Wp (1.0•Mot_seismic_unit) (0.9—fCONC.0.2•SDS)'Wp Fup_wind_unit w — 2 Fup_seismic_unit w — 2 m m Fup_wind_unit=650.25 lb Fup seismic_unit= 190.45 lb 1.0'Pwind_unit=425.87 lb1.0 QcoNC'Fp_GOVERN unit= 144.98 lb WIND GOVERNS UNIT TO ADAPTER ATTACHMENT Design attachment for 426 b sliding and 651 lb tension at unit to slab I.0•Pwind_unit=425.87 lb Fup w nd_unit= 650.25 lb (1.0•Pwind_unit) VANCHOR 4 VANCHOR= 106.47 lb (Fup_wind_unit) TANCHOR 2 TANCHOR= 325.12 lb USE(1)1/4"x3"SIMPSON T1TEN HD ANCHOR EACH CORNER—MIN.(4)LOCATIONS E:\adcadd\18\000-2018 Mechanical Units\0347.01 Compass Oncology HVAC\Structural\Lateral-CU at Exterior Slab.mcd Y C3 SIMPSON Anchor Designer TM Company: CIDA,INC Date: 7/9/2019 Engineer: Luke Jannusch Page: 1/6 Software Project: Strong-Tie Version 2.8.7075.59 Address: 15895 SW 72nd Ave.,STE 200 Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment:WIND GOVERNS OVER OMEGA'E 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,f,(psi):3000 Anchor type:Concrete screw 4rcv:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable , Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,h.r(inch):1.940 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear.No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmm(inch):3.50 c..(inch):6.00 Cm,,(inch):1.50 Smtn(inch):1.50 Recommended Anchor Anchor Name:Titen HD®-1/4"0 Titen HD,hnom:2.5"(64mm) Code Report:ICC-ES ESR-2713 • kb X95, \, \, /Nam,. 2 11 .mfig. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 vAvw.strongtie.com � E9 SIMPSON Anchor Designer TM Company: CIDA,INC Date: 7/9/2019 Engineer: Luke Jannusch Page: 2/6 Software Project: .rltl'O Z'lt3 Version 2.8.7075.59 Address: 15895 SW 72nd Ave.,STE 200 • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear:D.3.3.5.2 not applicable Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib):326 Vuax[Ib]:0 Vuay[lb]:107 <Figure 1> Z 326 lb 10716 Y 0 tb tO j 4i X Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com SIMPSON Anchor Designer TM Company: CIDA,INC Date: 7/9/2019 Engineer: Luke Jannusch Page: 3/6 Software Project: strong/lie Zkle Version 2.8.7075.59 Address: 15895 SW 72nd Ave.,STE 200 Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com <Figure 2> g � CD O a 3.00 74* Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Cc( SIMPSON Anchor Designer TM Company: CIDA,INC Date: 7/9/2019 Engineer: Luke Jannusch Page: 4/6 Software Project:Strong-Tie Version 2.8.7075.59 Address: 15895 SW 72nd Ave.,STE 200 e Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 1 Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear/�� load combined, N.(Ib) V..(lb) Vuay(lb) 4(Vw<)2+(Vuay)2(lb) 1 326.0 0.0 107.0 107.0 Sum 326.0 0.0 107.0 107.0 Maximum concrete compression strain(%e):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):326 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Ny(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor In Tension(Sec.D.5.1) N.(Ib) 95 Oise(Ib) 5195 0.65 3377 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) NO=kutegrcher15(Eq.D-6) kc A. fc(psi) he(in) Nb(Ib) 17.0 1.00 3000 1.940 2516 0.750Ncb=0.750(AN c/ANw)¶'ed,NJ'c,Ny'cp,NNb(Sec.D.4.1 &Eq.D-3) AN.(in2) ANco(in2 ce,nxn(in) Wed,N Pc,N 'Pcp,N Nb(Ib) 0 0.750Ncb(Ib) 33.87 33.87 3.00 1.000 1.00 1.000 2516 0.65 1227 6.Pullout Strength of Anchor In Tension(Sec.D.5.3), 0.750Np„=0.750'Pc,P.t.Np(fc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) Y'c,P Aa Alp(Ib) fc(psi) n 0 0.750Np.(Ib) 1.0 1.00 1905 3000 0.50 0.65 1017 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongUe.com CF_ q SIMPSON Anchor Designer' Company: CIDA,INC Date: 7/9/2019 Engineer: Luke Jannusch Page: 5/6 Software Project: Strong-Tie Version 2.8.7075.59 Address: 15895 SW 72nd Ave.,STE 200 0 Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 8.Steel Strenath of Anchor in Shear(Sec.D.6.11 Vsa(Ib) Og,,,u 0oo40V„(Ib) 1695 1.0 0.60 1017 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge In y-direction: Vby=min)7(1e/da)°.2Jda .,d ccel'-s;9.1ov Goo's'(Eq.D-33&Eq.D-34) I.(in) da(in) A. (u(psi) car(in) Vby(Ib) 1.94 0.250 1.00 3000 3.00 1501 0V cby=95(Avc/Avco)'Pad.v'/c.v'Pu.vVby(Sec.D.4.1 &Eq.D-30) Avc(in2) Avw(int) 'Pedv 'Ppv 'Phv Vby(Ib) d OVcby(Ib) 30.00 40.50 0.900 1.000 1.061 1501 0.70 743 Shear parallel to edge In y-direction: Vbr=min)7(le/da)°'2Jda2a1(ccat'-s;92.N.Tccet'51(Eq.D-33&Eq.D-34) Ie(in) d.(in) ,ta rt(psi) co(in) Vb,(Ib) 1.94 0.250 1.00 3000 3.00 1501 tVwy=0(2)(Avc/Avcu)'Ped,v ,01.'h,vVbx(Sec.D.4.1&Eq.D-30) Avc(inZ) Avco(in2) 'Pe4v 'Pcv Y'hv Vu, (Ib) d lVcby(Ib) 30.00 40.50 1.000 1.000 1.061 1501 0.70 1651 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) rbVcp=OkcpNch=Ibkep(ANc/ANco)Wed,N'Pc,N'Pcp,NNb(Sec.D.4.1 &Eq.D-40) ke. ANc(in2) ANc,(in2) 'Ped,N 'Pc,N Pcp,N Nb(Ib) 0 0Vcp(Ib) 1.0 33.87 33.87 1.000 1.000 1.000 2516 0.70 1761 11.Results Interaction of Tensile and Shear Forces(Sec.D.7.) Tension Factored Load,N.(lb) Design Strength,0N1(Ib) Ratio Status Steel 326 3377 0.10 Pass Concrete breakout 326 1227 0.27 Pass Pullout 326 1017 0.32 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status Steel 107 1017 0.11 Pass T Concrete breakout y+ 107 743 0.14 Pass(Governs) II Concrete breakout x+ 107 1651 0.06 Pass(Governs) Pryout 107 1761 0.06 Pass Interaction check Nue/6N. Vua/glV Combined Ratio Permissible Status Sec.D.7..1 0.32 0.00 32.0% 1.0 Pass 1/413 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S,rnpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 5‘ 1.1..g +RoFFSf lowi4PE 9 !4rr4/°0.RE • 1 Gi 6 13.•2CP c N T'SD. Gix— 4" MIN. EXPIRES: 6/30/21 IT / Z _1 ...\ lin.amemehmetimemonumstor __ w 1 R Z E SLAB EDGE LAN ( ) .1111" S11. III1111111!!!1111i1111111 11111111111111!!!1111111:1! 1111111111111111111111!11111C1111111111111111!11 . " . II II 111 I,II!ii1�1�11111!11111111 IIII!II I , 1 li!IIIIll11111111ii1,Ii11I!!I!�iu;��11111!II!i Illi"QI III!!11111111 IIII Ill11111!!!!!!il!!I1l IIllI'' IIu111111111111111I11uII1�- ' 11111ii�1::...........:::.i;i111111111111 (N) 270LB MAX. WEIGHT ..H111IIIIIIIIIIIIIIIIi HI1HIH11111N11N11nInNN: _"— CONDENSING UNIT J 1� (1) 1/4'.0x3" SIMPSON TITEN HD ANCHOR EACH CORNER OF UNIT ``"� � MIN. (4) ANCHORS TOTAL �� (E) SLAB ON GRADE • 41, MIN. . FIN. GRADE 1 =111=1 1 1 11 i I I 1 l i1 1 11i 1 it 11i l iI I i 0 CU AT EXTERIOR SLAB 3/4" = 1'-0" QDRAWING TITLE: CU AT EXT. SLAB DRAWING: OPROJECT: im ARCHITECTURE 15895 SW 72ND AVE SUITE 200 COMPASS ONCOLOGY HVAC V ENGINEERINGpORTLAND, OREGON 97224 12123 SW 68TH AVE SIKPLGTEL : 503 . 226 . 1285TIGARD, DR INTERIORS FAX 5 0 3 2 2 6 1 6 7 0 JOB: 180347.01 DATE: 07.09.19 E:\adcadd\18\000-2018 Mechanical Units\0347.01 Compass Oncology HVAC\SKdwg Jul 09, 2019 — 3:42pm © 2019 CIDA.INC.AU.RICHES RESERVED