ML20028B814

Summary of 821109 Meeting W/Util in Bethesda,Md Re Preliminary Results of Seismic Margins Analysis for Svc Water Pump Structure & Borated Water Storage Tank

ML20028B814
Person / Time
Site:	Midland
Issue date:	11/29/1982
From:	Hood D Office of Nuclear Reactor Regulation
To:	Office of Nuclear Reactor Regulation
References
ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8212060389
Download: ML20028B814 (40)

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NOV 2 91982 Docket Nos: 50-329 OM, OL and 50-330 OM, OL APPLICANT: Consmers Power Company FACILITY:

Midland Plant, Units 1 and 2

SUMMARY

OF NOVEMBER 9, 1982, HEETING ON SEISMIC ANALYSIS OF SERVICE WATER PUMP STRUCTURE AND BORATED WATER STORAGE TANK On November 9,1982, the NRC staff and its. consultant met in Bethesda, Maryland with Mr. T. Thiruvengadam of Consumers Power Company (the Applicant) to discuss preliminary results of the seismic margins analysis for the Service Water Pmp Structure (SWPS) and Borated Water Storage Tank (BWST) at Midland Plant, Units 1~

and 2.

Mr. Thiruvengadam reviewed the information (Enclosure 2) audited by the staff during a July 27-30, 1982, audit with respect to the seismic margin study for the Auxiliary Building. As explained in Section 3.7.2.1 of SER Supplement 2, the applicant is using 1.5 times the FSAR seismic response spectra as the basis for designing the underpinning. To demonstrate the adequacy of this approach with respect to site specific response spectra (SSRS), comparisons were made of instructure response spectra at 5 elevations for 1.5 X FSAR spectra and the seismic margin earthquake (SME).

The SME represents ficor response spectra deter-mined by use of the SSRS for base motion and using different composite damping derived from half-space theory.

The SME also includes some increase in the longer period range.

The SME is derived for the applicant by its consultant Struc-l tural Mechanics Associates, using the CLASSI computer code.

The approach and results will be described in the report of the seismic margins evaluation for the auxiliary building scheduled for submittal to the NRC staff by the end of 1982. provides some of the information which, after completion of QA reviews, will be incorporated into that report.

Mr. Thiruvengadam presented and discussed similar comparisons for the SWPS (see ) and BWST (Enclosure 4).

These data, too, are preliminary and are presently being checked as required by QA procedures. The applicant plans to incorporate these results into seismic margin reports for submittal to the NRC in early 1983.

8212060389 821129 PDR ADOCK 05000329 PDR A

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The staff concluded that these results, although preleminary, provide increased assurance that the applicant's use of 1.5 times the FSAR response spectra is an acceptable approach with respect to the SSRS.

The staff also noted that a further meeting to discuss the methodology for soil-structure interaction prior to submittal of the seismic margin report should be scheduled.

Darl S. Hood, Project Manager Licensing Branch No. 4 Division of Licensing

Enclosures:

As stated cc: See next page K

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' MIDLAND Mr. J. W. Cook Vice President Consuners Power Company 1945 West Parnall Road Jackson, Michigan 49201 Mr. Don van Farrowe, Chief cc: Michael I. Miller, Esq.

Division of Radiological Health Ronald G. Zamarin, Esq.

Department of Public Health Alan S. Farnell, Esq.

P.O. Box 33035 Isham, Lincoln & Beale Three First National Plaza, Lansing, Michigan 48909 Sist floor

Chicago, Illinois 60602 Mr. Steve Gadler 2120 Carter Avenue James E. Brunner, Esq.

St. Paul, Minnesota 55108 Consumers Power Company U.S. Nuclear Regulatory Commission 212 West Michigan Avenue Jackson, Michigan 49201 Resident Inspectors Office Route 7 Midland, Michigan 48640 Ms. Mary Sinclair 5711 Summerset Drive Midland, Michigan 48640 Ms. Barbara Stamiris 5795 N. River Freeland, Michigan 48623 Stewart M. Freeman Assistant Attorney General State of Michigan Environmental Mr. Paul A. Perry, Secretary Consumers Power Company Protection Division 212 W. Michigan Avenue 720 Law Building Lansing, Michigan 48913 Jackson, Michigan 49201 Mr. Wendell Marshall Mr. Walt Apley c/o Mr. Max Clausen Route 10 Battelle Pacific North West Labs (PNWL)

Midland, Michigan 48640 Battelle Blvd.

SIGMA IV Building Mr. Roger W. Huston Richland, Washington 99352 Suite 220 7910 Woodmont Avenue Bethesda, Maryland 20814 Mr. I. Charak, Manager NRC Assistance Project Argonne National Laboratory Mr. R. B. Borsum Nuclear Power Generation Division 9700 SouthCass Avenue Argonne, Illinois 60439 Babcock & Wilcox 7910 Woodmont Avenue, Suite 220 James G. Keppler, Regional Administrator Bethesda, Maryland 20814 U.S. Nuclear, Regulatory Commission, Region III Cherry & Flynn 799 Roosevelt Road Suite 3700 Three First National Plaza Glen Ellyn, Illinois 60137 Chicago, Illinois 60602

2-

' Mr. J. W. Cook cc: Lee L. Bishop Harmon & Weiss 1725 I Street, N.W., Suite 506 Washington, D. C.

20006 Mr. Ron Callen Michigan Public Service Commission 6545 Mercantile Way P.O. Box 30221 Lansing, Michigan 48909 Mr. Paul Rau Midland Daily News 124 Mcdonald Street Midland, Michigan 48640 Billie Pirner Garde Director, Citizens Clinic for Accountable Government Government Accountability Porject Institute for Policy Studies 1901 Que Street, N.W.

Washington, D. C.

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, Supplemental page to the Midland OM, OL Service List Mr. J. W. Cook cc: Commander, Naval Surface Weapons Center ATTN:

P. C. Huang White Oak Silver Spring, Maryland 20910 Mr. L. J. Auge, >

<ger Facility Design E. ;.aeering Energy Technology Engineering Center P.O. Box 1449 Canoga Park, California 91304 Mr. Neil Genring U.S. Corps of Engineers NCEED - T 7th Floor 477 Michigan Avenue Detroit, Michigan 48226 Charles Bechhoefer, Esq.

Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C.

20555 Dr. Frederick P. Cowan Apt. B-125 6125 N. Verde Trail Boca Raton, Florida 33433 Jerry Harbour, Esq.

Atomic Safety and Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C.

20555 Geotechnical Engineers, Inc.

ATTN: Dr. Steve J. Poulos 1017 Main Street Winchester, Massachusetts 01890 l

ATTENDEES NOWNER 9,1982 NAME ORGANIZATION Darl S. Hood LB #4/DL/NRR P. T. Kuo NRR/SEB Frank Rinaldi NRR/SEB Jeff Kimball NRR/GSB T. R. Thiruvengadam Consuners Power John P. Matra, Jr.

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Dear Bruce:

c;g Enclosed per your request are comparisons of horizontal spectra fo-the following cases:

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High, Median and Low Bound Soil Cases, Main Aux. Bldg.

Manual:

N-S Direction, 3% Damping, Elev. 659'-0" 2.

High, Median and Low Bound Soil Cases, Main Aux. Bldg.

E-W Direction, 3% Damping, Elev. 659'-0" 3.

SME vs.1.5 X FSAR Spectra, Main Aux. Bldg.

E-W Direction, 3% Damping, Elev. 565'-0" 4.

SME vs. 1.5 x FSAR Spectra, Main Aux. Bldg.

l N-S Direction, 3% Damping, Elev. 565'-0" 5.

SME vs. 1.5 x FSAR Spectra, Main Aux. Bldg.

E-W Direction, 3% Damping, Elev. 599'-0" 6.

SME vs. 1.5 x FSAR Spectra, Main Aux. Bldg.

N-S Direction, 3% Damping, Elev. 599'-0" 7.

SME vs. 1.5 x FSAR Spectra, Main Aux. Bldg.

E-W Direction, 3% Damping, Elev. 659'-0" 8.

SME vs. 1.5 x FSAR Spectra, Main Aux. Bldg.

N-S Direction, 3% Damping, Elev. 659'-0" l

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SME vs. 1.5 x FSA.

ectra, Aux. Bldg., East / West Wings E-W Direction, 3% Damping, Elev. 642'-7"

10. SME vs. 1.5 x FSAR Spectra, Aux. Bldg., East / West Wings l

N-S Direction, 3% Damping, Elev. 642'-7"

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Mr. Bruce H:nley Consumers Power July 1,1982 Page two 4

If I can be of any further assistance, please let me know.

Very truly yours.

STRUCTURAL MECHANICS ASSOCIATES, INC.

[La Robert D. Campbell Project Manager RDC:ke cc:

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ENCLOSURE 3 nf 1(n g STRUCTURAL jy, / mECHAnlCS - ASSOCIATES SMA 13701.05 C159 wm . c..... e.,.. 5160 Brch Street, Newport Beach,, Calif. 92660 (714) 833 7552 7s \\ /- \\ October 29, 1982 / o[,6 qf 1 9 h' }> t g Mr. Bruce Henley Consumers Power Company 1945 West Parnall Road Jackson, Michigan 49201

Dear Bruce:

Enclosed are the comparisons of SME in-structure response spectra with 1.5 times the FSAR spectra for the Service Water Pump Structure. Included are comparisons for the N-S, E-W, and vertical directions for 3% of critical equipment damping for all locations of interest in the SWPS. I hope this includes the information you requested. If you have any questions, please don't hesitate to call. Very truly yours, STRUCTURAL MECHANICS ASSOCIATES, INC. o*f Donald A. Wesley Vice-President DAW:mw Enclosures cc: Dr. T. Thiruvengadam,w/ enclosures l 1 l YE??TMWriFS', n _:.w a.?. n;g l E.3 5y) l N0'!011982 5!.L.:..,' i:UjiCT fE'.Lili!HT 1

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ENCLOSURE 4 g/ 9[q [Y),J TABLE 3-1 R ULif6!N A LI Y BWST DYfuMIC CHARACTERISTICS

Response

Frequency (!!z) Modal Damping (%) SpectralAcceleration(g) Sloshing 0.24 0.5 0.046 Impulsive Lower Cound Mode 1 3.7 20.0 0.214 Mode 2 11.5 20.0 0.108 Dest Estimate Mode 1 4.6 20.0 0.211 Mode 2 14.0 20.0 0.175 Mode 1 5.6 20.0 0.210 Upper Cound Ibde 2 16.6 20.0 0.166 Verticci l.ovier Bound 4.3 88.0 0.100 l Lest Estinute 5.6 88.0 0.100 Upper Bound 7.2 88.0 0.100 3-4 J

P. U Im ! fd,E S.S d il 'f ~ TABLE 3-2 '-~ ~~ ~ ~ ~ ~

SUMMARY

OF BWST SEISMIC-INDUCED FOUNDATION LOADS SME Seismic Response Sloshing Base. Shear 72k 1479 ft-k Overturning Moment Impulsiv,e Base Shear 534k ower Overturning Moment 8019 ft-k Base Shear 520k Best Overturning Moment 7886 ft-k Base Shear 507k Upper Overturning Moment 7811 ft-k Vertical Vertical Load 74k Combined Sloshing-Impulsive Base Sheer 539K 'U**# Overturning Moment 8154 ft-k Base Shear 525k Best Overturning Moment 8023 ft-k Base Shear 512K Upper Overturning Moment 7950 ft-k Maximum Response Base Shear 539k Overturning Moment 8154 ft-k Vertical Load 74k l 3-5 l

A Undeformed Shape ..._...___.--..q .-Shape due to soil translation r}.,j ' -, ; O ' !.1/4. C / l Shape due to soil rocking x l..-- J , _ Node sha pe A = 0.227 A = 0.192 \\ l s x g\\. / \\ l 6 !/ o = 0.00306 \\ r~ / \\* o = - 0.00719-4 S \\\\. l \\- -l .a a = 0.044 a = 0.150 First Mode Second Mode f3 = 4.6 Hz f2 = 14.0 Hz l Participation factor = 8.721 Participation Factor = 3.177 l FIGURE 3-1. MODAL PROPERTIES OF BWST TANK - IMPULSIVE WATER - S0Il-SPRING MODEL (BEST ESTIMATE SOIL) 3-G

_ 0.063 ksf G.063 ksf 0.30 ksf 0.03 ksf 0.22 ksi 0.045 ksf 0.53 ksf I i 2 2 Th b I i 1.d4 ksf ?ID, - 0.14 ksf 0.22 ksf 0.016 ksf 1.70 ksf l 1 f5. !.) 1.93 ksf 0*013 ksf 2.22 ksf , /;-5' x - 0.19 ksf 0.22 ksf 1 di 2.0 ksf 0.2 ksf 2.30 ksf Hydrostatic Vertical Impulsive Sloshing Total l I = m y N gdrodynamic IO m W** .c FIGURE 3-2. BWST HYDROSTATIC AND HYDRODYNAMIC PRESSURE DISTRIBUTION' Q c, m I,c;.{ L.- >l

5. StrNARY OF SME CODE MARGINS } l PRU'Lifdifd A RY 1 The SME Code Margin (CM) and the multiplication factor (F3gg) by which the SME would have to be multiplied to raise stresses to code allowable levels are sumarized in Table 5-1 for various elements. The lowest CM and FStiE reported in Table 5-1 are for the concrete foundation as discussed in Section 4.2.1. The FStE value of 1.57 for the founda-tion was evaluated in an extremely conservative manner by scaling the margin from the governing foundation design check load combination which included 1.9 times the 03E by the ratio of 1.9 times the 03E overturning moment and the SME overturning moment. This process is extremely conser-vative because the foundation design check margin was predominantly affected by differential settlement and not by 1.9 OBE. It is demon-strated in Section 4.2.2.4, that the seismic margin factor, FSME Of about 11 is more accurate for the concrete foundation. However, the CM and F3gg values in Table 5-1 are significantly over 1.0 and are based upon the detailed foundation design check analyses of the finite element-representation of the ring wall, footing, ring beam and valve pit. Other than for the concrete foundation, the lowest code margin reported in Table 5-1 is 1.50 associated with bolt chair uplift capacity. In this case, the SME wvirld have to be multiplied by a factor of 1.69 to reach' code capacitN Considering that the SME is a 0.15g earthquake, the earthquake that would be required to reach code allowable stresses in the BUST would have to be (0.15g)(1.69) or 0.25g. The code margin capacity does not represent a failure capacity for the follo. sing reasons: 2 5-1

l ? m.UM M A E: V i 1. The:CodcJiar. gin _slCM)_and SME mu_ltjA_itation factors (FSME) l reported in Table 5-1 are based upon the combination of the SME and conservative end-of-life settlement stresses. The full end-of-life settlement stresses are unlikely to exist during the SME. Furthemore, settlement stresses are dis-placement controlled stresses and are not expected to contribute to a failure during an earthquake. Even so, these stresses have been added to SME induced stresses. 2. The code capacities have built-in factors of safety. Thus, the actual failure capacities are substantially greater than the code capacities. 3. The stress and/or load parameters with the lowest code margins or FStig do not directly contribute to failure of the tank. When the uplift capacity of the bolt chairs, or the uplif t capacity of the foundation are exceeded, the tank will lift slightly. This lifting is not detrimental. In fact, many tanks are designed with no hold-down bolts because of the lack'of cunsequences of uplift. All that uplift of one side of the tank does is to increase the , compressive stresses on the opposite side. 4. The stress condition which most directly leads to tank failure is compressive buckling of the shell for which F y ec,uals 2.44. In addition, considering that the S shell c nnression is due to an overturning moment rather than uniform axial compression, tha code capacity for compressive buckling contains a built-in factor of safety of 1.63 even under faulted condition allowables when compared with the buckling formula for bending based upon extensive static test data given in Reference 11. Even more relevant test data was recently published (Reference

18) for seismic shake table tests of cylindrical storage tanks.

Buckling behavior during these tests would indicate that the code capacity for buckling with faulted condition allowables has a factor of safety of 2.98. Considering these factors, the failure cap.' city earthquake for the BWST is more than twice the 0.259 level at which code capacity is reached. The BWST casily passes the seismic margin earthquake check in all aspects. 5-2

,.. + 9 TABLE 5-1 SME CODE MARGINS i 3' ~ F A ?,.a eq f.3,;,,,, ] .. : s., c y (SME + DW + SETTLEMENT) C F Stress or Load Parameter CM SME o Concrete Foundation 1.43 1.57* 4 Soil Bearing Capacity 1,57 2.28 Tank Sliding Capacity 2.5 2.5 Uplift Capacity of Foundation 1.95 1.75 Anchor Bolt Uplift Capacity 2.65 3.27 Colt Chair Uplift Capacity 1.50 1.69 Tensile Hoop Stress 1/4" Shell 2.33 8.40 3/8" Shell 2.22 3.74 Compressive Buck-ling Stress 1/4" Shell 1.53 2.44 1 Local Membrane Stresses of Bolt Chair 1.71 2.89 -Very conservatively evaluated i I \\ t 6 1 ? g s s s 'z \\ \\ ~ 4 5's o 5 d . u

,1 MEETING

SUMMARY

DISTRIBUTION NOV ? 913" iDocketNo(hkl50-329/330OM[3li"^ 'NRC/PDR ~ g Local PDR NSIC PRC System LB #4 r/f Attorney, OELD E. Adensam Project Manager n _ unnri Licensing Assistant M: nnnean NRC

Participants:

D. Hood P. T. Kuo F. Rinaldi J. Kimball F. Schauer J. Kane W. Paton bcc: Applicant & Service List 1 1 -}}