ML20056A576

Forwards Request for Addl Info to Review Alternate Seismic Criteria & Methodologies for Facility

ML20056A576
Person / Time
Site:	Fort Calhoun
Issue date:	08/07/1990
From:	Bournia A Office of Nuclear Reactor Regulation
To:	Gates W OMAHA PUBLIC POWER DISTRICT
References
TAC-71408, NUDOCS 9008080261
Download: ML20056A576 (8)

Text

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August F, 1990 b

Docket No. 50-2SF Mr. W. Gary Gates ,

Division Manager - Nuclear Operations Omaha Public Power District 444 South 16th Street Mall Mail Stop 8E/EP4 Omaha, Nebraska 68102-2247 '

SUBJECT:

REQUEST FOR ADDITIONAL INFORMATION TO REVIEW THE ALTERNATE SEISMIC l CRITERIA AND METHODOLOGIES FOR FORT CALHOUN STATION (TAC 71408)

In your submittals dated December 2, 1988, and February 21, 1989, you requested that the NRC staff review the alternate seismic criteria for the Fort Calhoun Station. Our consultants at Brookhaven National Laboratory have reviewed your February 21, 1989, submittal and have requested additional information and .

additional supporting material for verification in order that they can complete their review.

Enclosed is a list of issues which require further elaboration before a judgment can be made as to their resolution. Each of the issues is specified from what document each is referenced from. In addition, all of the issues indicate the Requests for Additional Information (RAI) and/or Open Issue (01).

Sincerely, origtaal 1pasd W f Anthony Bournia, Project Manager Project Directorate IV-1 Division of Reactor Projects III, IV, V and Special Projects Office of Nuclear Reactor Regulations .

Enclosure:

As stated

c w/ enclosure:

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)ISTRIBUTION

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%.,...../ August 7, 1990 Docket-No. 50-208 Mr. W. Gary Gates Division Manager - Nuclear Operations Omaha Public Power District 444 South 16th Street Mall Mail Stop BE/EP4 Omaha, Nebraska 68102-2247

SUBJECT:

REQUEST FOR ADDITIONAL INFORMATION TO REVIEW THE ALTERNATE SEISMIC CRITERIAANDMETHODOLOGIESFORFORTCALHOUNSTATION(TAC 71408)

In your submittals dated December 2,1986, and February 21, 1989 you requested that the NP.C staff review the alternate seismic criteria for the Fort Calhoun -

Stat!On. Our consultants at Brookhaven National Laboratory have reviewed your +

February. 21,1989, submittal and have requested additional information and additional supporting material for verification in order that they can  ;

complete their review.  ;

Enclosed is a list of issues which require further elaboration before a judgment can be made as to their resoluticn. Each of the issues is specified from what document each is' referenced from. in addition, all of the issues indicate the Requests for Additional Information (RAI) and/or Open Issue (01).

Sincerely,

,a s (IndH4 7 /3ccgw % '

Anthony Bournia, Project Manager Project Directorate IV-1 Division of Reactor Projects III, IV, Y and Special Projects Office of Nuclear Reactor Regulations l'

Enclosure:

As stated cc w/ enclosure:

See next page 1 i

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f$ Mr. W. Gary Gates l' Omaha Public Power District Fort Calhoun Station, Unit No. 1 i.

cc:

p Harry H. Voigt. Esg.

! l<.Boeuf, Lart, Leiby & MacRae 1333 hew Hampshire Avenue, NW i Washington, D.C. 20036 Mr. Jack Jensen, Chairman Washington County Board of Supervisors E Blair, Nebraska 68008 Mr. Phillip Harrell, Resident inspector U.S. Nuclear Regulatory Comission P.O. Box 309' F' ort Calhoun, Nebraska 68023 Mr. Charles B. Brinkman, Manager Washington Nuclear Operations Combustion Engineering, Inc.

12300 Twinbrook Parkway, Suite 330 Rockville, MD 20852 Regional Administrator, Region IV U.S. Nuclear Regulatory Comission Office of Executive Director for Operations 611 Ryan Plaza Drive, Suite 1000 Arlington, Texas 76011 Harold Borchert Director DivisionofRadIologicalHealth Nebraska Department of Health 301 Centennial Mall, South P. O. Box 95007 Lincoln, Nebraska 68509 Mr. T. L. Patterson, Manager Fort Calhoun Station P. O. Box 399 Fort Calhoun, Nebraska 68023 i

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_EN_ CLOSURE

• . j I Docurnent: Impe11 Corporation, " Generation of Artificial Time Histories," ,

Calc. No. TH-1, Rev. O, Job No. 1390-027-1355  !

(1) 01: (a) TheStandardReviewPlan(SRP)(NUREG-0800) recommends i that the Power S)ectral Density function (PSD) of an 1 artificial time 11 story used for a single time ,

history analysis meet a target PSD spectrum I (NUREG/CR-3509).  ;

(b) The floor response spectra were calculated for a nunber of damping values ranging from I percent to 10 percent. To meet SRP requirements a che d must be made that the response spectra of the ar$sficial ,

tine history envelope the design response spectra for all damping values used in the response analysis.

(c) The SRP reconsnends that the stationary shase strong motion duration of the artificial time 11 story .

should be between 5 and 15 seconds. l (2) RAI (a) Provide the information that the intent of the SRP recommendations are met.

(b) Provide Impe11's version of SIHQKE together with its user's manual.

11 Document: Impe11 Corporation, User's Manual Rev. O, Standard Computer Program CLASSI, Version 0.0,1986.

(1) 01: (a) It appears that only the SSIN portion of the CLASSI computer program was used for the Fort Calhoun Soil Strur.ture Interaction analysis (SSI).

(2) RA!: (a) Provide Jit;cussion and verification of Impe11's CLASSI version used in developing Ft. Calhoun's seismic criteria.

Ill Document: Impell Corporation Calc No. AUX-01, *Model Development of Auxiliary, Containment, and Internal Building," Rev. O, '

Job No. 1390-027-1355.

(1) 01 (6) The use of rigid links connecting the centers of  ;

mass with the extremities on each floor in formulating the dynamic model is not discussed adequately.

(b) The inclusion of Ad8 terms in the generation of model beam stiffnesses for shear walls does not appear to be appropriate.

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(?) RAI (a) Provide justification for the model development and include a discussion of how the in-house program EDSGAP was used to establish frequency and modal participation.

[ IV Document: Impell Cor). Calc. No. INT-01, " Intake Structure Model," -

Rev. O, Jo) No. 1390-027-1355.

(1) 01: (a) There is no provision for accidental torsion in the structural nodel. There is no consideration of deformation relationship between vertical shear walls and floors in formulating the stick model.

(2) RA1: (a) Discuss the above 01 and provide justification for the nodel used.

V Document: Impe11 Corp., "SSI Analysis and Design Sepctra Generator for Auxiliary, Internal, and Containment Buildings," '

9/26/88.

(1) 01: (a) Assumption of a rigid mat foundation. Selection of pile foundation impedances.

(b) Impact of piles on ground motion soil column propertiesforbestestimate(BE),upperbound(UB)-

andlowerbound(LB)propertieseffectofbuilding on soil properties.

(2) RAl: (a) Specify the properties of the BE, VB, and LB soil columns. Discuss and provide the necessary justification or verification for the items listed under open issues.

VI Document: Impe11 Corp. Calc. No. Aux-31, " Design Acceleration Response Spectra for Internal Structure (SEE Event)" Rev.

O, Job No. 1390-027-1355.

(2) RAI (a) Supply missing pages94-103 and 94-105 to 109.

VII Document: Impe11 Corp. Calc. No. INT-04, "SSI Analysis for Intake Structure - SSE Event," Rev. O, Job No. 1390-027-1355.

(1)&(2)01&RA1: (a) The Intake Structure consists of reinforced concrete and bolted steel members. The FSAR Appendix F, Table F-2 specifies 21 damping for bolted steel assemblies; it appears that 7% damping was used instead in the CLASSI anelysis. Provide justification, i

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t (b) The intake structure is not embedded on the side facing the Missouri River, its mat is 30 feet below ground surface elsewhere. Provide justification for the use of strain compatible soil properties generated by SHAKE for a soil profile extending from l bedrock to ground surface. ,

(c) Provide justification for not using variations in '

soil properties.

(d) The information provided does not clearly indicate ,

how the 3-dimensional properties of motion were applied in the calculations. Provide clarifications whether a 3-directional simultaneous application of motion was used or a combination of motions by SRSS ,

to obtain response.

(e) Opting for a solution in the frequency domain and +

also specifying a cutoff f requency does not appear to be compatible. Provide a justification.

(f) No information is provided on the contact condition between piles and bedrock. Provide information how this was accounted for in the calculations.

(g) Provide information why the potential for sliding and i overturning of the intake Structure as a result of seismic motion was not considered.

(h) foundation impedances were calculated for P2 frequencies. In order to capture the entire response spectrum, including peak responses, the structural response calculations should include '

responses at the natural frequencies of the structure. Discuss :he above in the light of the results obtained fron the structural response calculations.

Vill Document: Impe11 Corp. Calc. No. A1x-04, "SSI Analysis for Auxiliary / Containment /Irternal Structures (OBE Event),"

Rev. O, Job No. 1390-02:-1355. .

f (2) RA1: (a) Provide the analytic basis for the " Direct floor response spectra generation" method poployed in the Ft. Celhoun OBE analysis.

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l IX Document: Impe11 Corp.' Calc. No. INT-05, "$51 Analysis for Intake  !

Structure OBE Event," Rev. O Job No. 1390-027-1355. i (1) 01:

(a)

The SRPofrecommends the top that the inp(ut competent material motion be applied at elev.934)oratan  :

outcrop. '

(b) The natural frequencies of the intake Structure  ;

should be included in the foundation impedance ,

calculation and subsequent SSI calculations.  ;

(c) Upper and lower bound soil properties should be included in the SHAKE calculations.  :

(2) RAl: (a) Provide Irpell's versions of SHAKE theoretical basis and user's manual.

(b) Provide Impe11's versions of RAND 0M theoretic 6' basis and user's manual.

(c) Provide analyses which include a, b, and c conditions ,

discussed under 01.

X Document: Impe11 Corp. Calc. No. 50ll-1, " Development of Soil Properties for SSI Analysis," Rev. O, Job No. .

1390-027-1355. ,

(1) 01: (a) Soil profile at the Ft. Calhoun site includes a few layers of very soft to moderately sof t sands to a ,

depth of approximately 60 feet overlying corpetent l material. Applying the ground motion at. the top of these soft layers produce unacceptable de-amplification, ,

(b) Strain - dependent shear moduli and damping 1 degradation cata provided by Seed for sand type I materials were employed in the SHAKE analysis. A I study to verify that the materials at the site l correlate with those used for the data generated by ,

Seed was not performed. ,

(c) The USAR states that the use of piles to support the v l structures at the Fort Calhoun site were a direct cor. sequence of the liquification potential at the site. The present analysis does not. appear to address this condition.

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(d) The SRP reconsnends that variations in soil properties ,

be included in the SSI analysis, i.e., upperbound and  ;

lower bound soil properties as well as a median soil I property,

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(e) The selected value of 3140 fps for the shear wave l velocity in limestone does not appear to be corroborated by test data.

(f) Ihe effect of building containment to GMAX was not' discussed.

(g) Damping results are not discussed. '

(2) RA1: (a) Provide a justification for the apparent discrepancies listed under tne 01. In particular justify the use of SSI under ', oil liquification conditions.

XI Document: Impell Corp. Calc. No. Aux-05, " Seismic Anchor Hovements (SAM) for Auxiliary, Internal, and Containment Buildings," Rev. O, Job No. 1390-027-1355.

(2) RAl: (a) Provide the Impe11 Calc. TURB-02

• Design Spectra and SAM for Turbine Bldg. for SSE Event," Rev. O.

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