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Specifications 8UP2o20- p0 1-7 OFFICE COPY Ik5(as Sv.) 'Pacific RECEIVED -= ,JUL 27 2020 Stratt;rsi Engineers • CITY OF TIGARD STRUCTURAL CALCULATIONS BUILDING DIVISION FRED MEYER RETAIL FACILITY NO. 375 Ground Level Condenser Tigard, Oregon Per Fred Mover June 24, 2020 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. sTgUCTUR,i4 ����D PROF�s 06-24-2020 c� tuc'1NFc9'o z. 546PE , OREGON �9 °O 11 2°�y O� / A RONS EXPIRES; 12-31-2021 KRAMER GEHLEN & ASSOCIATES, INC. CONSULTING ENGINEERS 400 Columbia Street, Suite 240 Vancouver, Washington 98660-3413 (360) 693-1621 (503) 289-2661 Fax: (360) 696-1572 • Project Summary: Title: FM 375 Tigard Condenser Site Address: 11565 SW Pacific Hwy, Tigard, OR 97223 KGA Project No: 19193-00 Client: Fred Meyer Design-Criteria: 2018 International Building Code (IBC) with the 2019 Oregon Structural Specialty Code Seismic: Sds=0.726g (per USGS Design Maps) Seismic Design Category D Wind: Wind Speed = 120 mph (ULT) Wind Exposure B Design per ASCE 7 Description: This project consists of the addition of one new ground-level condenser unit at the address noted above, weighing approximately 7,000 pounds. The condenser will be anchored directly to the slab-on-grade by Simpson post-installed anchors. Table of Contents: Structural Calculations C-1 Reference Sheets (FOR REFERENCE ONLY) R-1 rAff;d1p2 FM 375 Tigard Condenser Project Description ki,\0111r. FAO _ Structural Engineers Fred Meyer KRAMER CONSULTING ENGINEERS-GEHLEN 400 VANCOUVER,WA 98U1T 34°7 STRUCTURAL/CIVIL 6/19/2020 RZ ASSOCIATES 19193-00 1 _S� t S 0 C- I n iA t"1 ( r^J C- r a' _ r•Q 0. q a, Sos we ( j 2 ',, p jam'+ 1 ' v` ) Fp !, to ' p �p -- ? 31 p 0 ,5 Sri s .-s=- p 1 = 1 t ID to -7- �‘0.N P fig.. c k rOcL. = 2. = rt _._ f -. _N P NBC,- , - 4 -- 2:-4,- P-ZSuL-"C%- SEE S,Nt, o Ok..4.7POT 44\1krab trtA1� ( NC I St: Fai.L ovo t t4.`el okn c,kAT vs:U ---v<)t t.1� hJ A l-`fS 1S r . SE YStAtC, 1.( ti1w)L-4) p PROJECT FM 375 Tigard Condenser CLIENT Meyer Fred Structural ngineers KRAMER 400 COLUMBIA ST. 360-693-1621 DATE DESIGN GEHLEN SUITE 240 503 289-2661 6119/2020 RZ 1 VANCOUVER,WA FAX: 360-696-1572 PROJECT NO. SHEET II ASSOCIATES 98660-3413 www.kramer-gehlen.com 19193-00 C-1 l<C4A. project: FM 375 Tigard Condenser by: RZ • ER sr:ucn xu,oui location: Tigard, OR Job No.; 19193-00 GEHLEN `r,-W "�"` ' client: FM ASSOCIATES ""6 .. ' :`." RTU Lateral Analysis Created By: Collin Bundy, P.E. RTU Information Length 226.5 in Weight 6967 lbs Width 94 in Adapter Height 0 in Height 98.25 in Curb Height 12 in Wind Load Fh = qh * (GCr) *Af ASCE 7-10: 29.5.1 GCr = 1.9 Af= 173.4 f t2 Exposure B Bldg Height 25 ft ' qh = 0.00256KZKZtKdV2 ASCE 7-10: 29.3.2 KZ = 0.67 KZt = 1.0 Kd = 0.90 .V = 96 mph qh= 14.12 psf Fh= ( 4.65 kips ( I— co FLL �or F ,rV-Fv . CDD = Fv = qh * (GCr) *Ar \ _-'� . it U ¢ GCr= 1.5 x t -- Lia a Ar= 148 ft2 _ -cc ¢ Fv= I 3.13 kips I \ N ✓. WIDTH & v. Seismic Load , T C 1 0.4apSDSWp z FP = Rp/ (1 + 2 h) ASCE 7-10: 13.3 Figure 1: Unit Overturning , Ip ap = 2.5 Rp = 3.0 Ip = 1.0 Sus = 0.726 g Wp = 6967 lbs z/h = 1.0 FP = 5.06 kips Fp,max = 1.6SnsIpWp Fp,max = 8.09 kips Fp,min = 0.3SDSIp Wp Fp,min = 1.52 kips Controlling Fp = I 5.06 kips 1 Fv = O.2SDSWp FL = I 1 01 kips ! - Therefore, SEISMIC CONTROLS SIMPSON Anchor Designer TM Company: i KGA Date: 6/19/2020 Engineer: j Rachel Zylstra Page: 1/5 • strSoftware • Version 2.9.7376.D Project FM 375 Tigard Condenser Address: Phone: E-mail: • 1,Proiect information Customer company:Fred Meyer Project description: Customer contact name: Location:Tigard,OR Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):8.50 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type: Concrete screw Wcv: 1.0 Material:Stainless Steel Reinforcement condition: 8 tension, B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):5.500 Reinforcement provided at corners:No Effective Embedment depth,her(inch):3.590 ignore concrete breakout in tension: No Anchor category: 1 Ignore concrete breakout in shear:No Anchor ductility:Yes Ignore 6do requirement:Not applicable hmm(inch):8.50 Build-up grout pad:No cac(inch):6.38 Cm,,,(inch):1.75 Smm(inch):3.00 Recommended Anchor Anchor Name:Titen HD®Stainless Steel-5/8"0 SS Titen HD,hnom:5.5"(140mm) 5.,,,t gyp'°`-rte 8✓•iw b"-�w-,r-L-W*„3-�-< . i- t-, `'r. 1. 7,�' •4.�= Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility e 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847,3871 www.strongtie.com Company: KGA Date: 6/19/2020 SIMPSON Anchor DesignerTM Software Engineer Rachel Zylstra Page: 2/5 Project: FM 375 Tigard Condenser Version 2.9.7376.0 Address: e Phone: ' E-mail: I, 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.3.3.4.3(d)is satisfied Ductility section for shear:D.3.3.5.3(c)is satisfied no 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]:508 V.,.[Ib]:0 I V„ay[lb]:1271 <Figure 1> • z 508 lb ti 3 1271 lb Y Oib ' .. Wes, rt M { v !,Y' : A 54 fig, T '19}4� �' • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. . 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 v,Mw.strongtie.corn SIMPSON Anchor Design Company: KGA Date: 6/19/2020 • Engineer: Rachel Zylstra Page: 3/5 Software • ' p Project FM 375 Tigard Condenser � ` Version 2.9.7376.0 Address. Phone: E-mail: <Figure 2> f. r 1 i ,:CSK strarktat 4 � g `# ^ 'Y Ali ' i d L l ' r i tho4N r, , 4 , >3 x? G 'fix ' Input data and results must be checked for agreement with the existing.�rcummences,the standards and guidelines must be checked for plausibility. £ .. . .. .. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax 925.847.3871 wwwstrongtie.com SIMPSON Anchor Designer TM Company: KGA Date: 6/19/2020 Engineer. Rachel2ylstra Page: 4/5 Software r s,; Project: FM 375 Tigard Condenser it, Version 2.9.7376.0 Address: Phone: • E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, • N.(Ib) Vuax(Ib) Vuay(Ib) y(Vuax)2+(Vuay)'(Ib) 1 508.0 0.0 1271.0 1271.0 Sum 508.0 0.0 1271.0 1271.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):508 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(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) "• Nsa(Ib) 0 ON.(lb) 28723 0.75 21542 ' 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21 Nb=ke28)/f cher'5(Eq.D-6) kc %a f'c(psi) he(in) Nb(lb) • 17.0 1.00 2500 3.590 5782 0.750Na,=0.750(ANe/ANco)Y'ed.NTc.NseNNb(Sec.D.4.1 &Eq.D-3) ANc(in2) ANeo(in2 cdMn(in) 'Yad,N nni "ep.N Nb(Ib) 0 0.75¢N.(Ib) 115.99 115.99 7.50 1.000 1.00 1.000 5782 0.65 2819 8.Steel Strenath of Anchor in Shear(Sec.D.6.1) V.(lb) 070ur 0 #9rpw4Vsa(Ib) 9367 1.0 0.65 6089 9.Concrete Breakout Strenath of Anchor in Shear(Sec.D.6.21 Shear parallel to edge in y-direction: Vbx=miN7(Ix/da)°2JdaAaNif'ocao'5,9%a><f'cca+'.51(Eq.D-33&Eq.D-34) le(in) de(in) 2. Pe(psi) ca,(in) Vbx(lb) 3.59 0.625 1.00 2500 7.50 8062 OV oby=¢(2)(Av,/Avco)Pauv'Pav''Pn.vVbx(Sec.D.4.1 &Eq.D-30) Ave(in2) Aveo(in2) 'f'edV 'Y,v 'i,,v Vbx(Ib) 0 ¢Veer(Ib) 191.25 253.13 1.000 1.000 1.150 8062 0.70 9811 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Ss: 5956 W.Las Positas Boulevard Pleasanton.CA 94588 Phone'925.560.9000 Fax 925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: KGA Date: 6/19/2020 Engineer: Rachel Zylstra Page: 5/5 • ,53 s,a ,>',/ Software Project: FM 375 Tigard Condenser Version 2.9.7376.0 Address: is Phone: E-mail: i ' 10.Concrete Prvout Strength of Anchor in Shear(Sec.D.6.3) ¢Vco=�kcnNce=�kcp(ANc/ANco,.ed,n1.c v••<AN...,(Sec. D.4.1 &Eq.D-40) kw Ant(in2) ANco(in2) v'adN Y'aN Y'tp,N No(Ib) 0 OVco(Ib) 2.0 115.99 115.99 1.000 1.000 1.000 5782 0.70 8094 11.Results Interaction of Tensile and Shear Forces(Sec,D.7.1 Tension Factored Load,Nua(Ib) Design Strength,eN,(Ib) Ratio Status Steel 508 21542 0.02 Pass Concrete breakout 508 2819 0.18 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,oV,(Ib) Ratio Status Steel 1271 6089 0.21 Pass(Governs) II Concrete breakout x- 1271 9811 0.13 Pass • Pryout 1271 8094 0.16 Pass Interaction check N,a/rdNn Vua/6Va Combined Ratio Permissible Status Sec.D.7..2 0.00 0.21 20.9% 1.0 Pass 5/8'0 SS Titen HD,hnom:5.5"(140mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied-designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ,,, 5956 W.Las Positas Boulevard Pleasanton.CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 9/17/2019 ATC Hazards by Location ATC Hazards by Location Search information Address: 11565 SW Pacific Hwy,Tigard,OR 97223, USA Vancouver ill 05, Coordinates: 45.4404573,-122.75035960000002 bland Tillamook Hillsboro° o c Elevation: ft �tatr.-Forest Beave on Gresham 1) MI Hi Ti mestamp: 2019-09-17T17:07:51.663Z National Hazard Type: Seismic 3 Reference IBC-2012 '",G ,7ie 115 Map data©2019 Goog'e Document: Risk Category: II . Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa{g) I 1.00 r 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 ( 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Basic Parameters Name Value Description Ss 0.984 MCER ground motion(period=0.2s) Si 0.425 MCER ground motion(period=1.Os) SMS 1.089 Site-modified spectral acceleration value SM1 0.669 Site-modified spectral acceleration value SDs 0.726 Numeric seismic design value at 0.2s SA SDI 0.446 Numeric seismic design value at 1.Os SA Additional Information Name Value Description SDC D 3 Seismic design category Fa 1.106 Site ampl'fication factor at 0.2s Ft, 1.575 Site amplification factor at 1.0s R-1 0.9 Coefficient of risk(0.2s) https://hazards.atcouncWorg/#/seismic?lat=45.4404573&Ing=122.75035960000002&addre`5=11565 SW Pacific Hwy%2C Tigard%2C OR 97223%2C... 1/2 9/17/2019 ATC Hazards by Location CRs • CR1 0.871 Coefficient of risk(1.0s) PGA 0.43 MCEG peak ground acceleration • FPGA 1.07 Site amplification factor at PGA PGAM 0.46 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.984 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.094 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 2.716 Factored deterministic acceleration value(0.2s) Si RT 0.425 'Probabilistic risk-targeted ground motion(1.0s) Si UH 0.488 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.87 Factored deterministic acceleration value(1.0s) PGAd 1.006 Factored deterministic acceleration value(PGA) The results Indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/iongitude location in the report. R-2 https:r/hazards.atcouncil.org/#/seismic?lat--45.440457381ng=122.75035960000002&address=11565 SW Pacific Hwy%2C Tigard%2C OR 97223%2C... 2/2 B Baltimore Aircoil Company • AC TrilliumSeriesTM Condenser Selection Report 0 Version: 1 8.0 NA Product data: July 02.2019 Project Name: Selection Name: Project City: ALBERTVILLE MUNICIPAL,AL, USA Project Country: United States Date: July 18,2019 Model Information Design Conditions Product Line: TrilliumSeriesM Condenser Refrigerant: R-22 Model: 1 TSDC2-TF-234-24.8 Total Heat Rejection: 1,922.30 MBH Condensing Temperature: 95.00°F Fan Motor: Full Speed,24.80 BHP Wet Bulb Temperature: 70.00°F Total Standard Fan Power: 24.80 HP Dry Bulb Temperature: 95.00°F Total Pump Motor Power: 0.66 HP Elevation: 167.0 ft. ESP: 0.00'WC . • 4 4- w t Engineering Data,per Unit Standard Total Fan Motor Power: (8)3.10 HP Electrical Data @ 460V Total Pump Motor Power: (2)0.33 HP FLA MCA I MOP Airflow: 91,630 CFM 30.59 38.23 40 Unit Length: 18'10.50" Unit Width: 7' 10.00" Unit Height: 8'2.25" Approximate Shipping Weight: 6,063 pounds • Approximate Operating Weight: 6,967 pounds Refrigerant Charge: 129 pounds Note: These unit dimensions do not account for any accessories. Please contact your local BAC sales representative for dimensions of units with accessories. Note: The values presented in this document are estimates only and are subject to change by BAC. Note: Data for other supply voltages is available from your local BAC sales representative. Page 1/2 R-3