ML20059M045

Requests Addl Info Re Seismic Design Consideration for safety-related Vertical Steel Tanks.Info Needed within 90 Days Following Receipt of Ltr

ML20059M045
Person / Time
Site:	Wolf Creek
Issue date:	09/27/1990
From:	Pickett D Office of Nuclear Reactor Regulation
To:	Withers B WOLF CREEK NUCLEAR OPERATING CORP.
References
TAC-73099, NUDOCS 9010030012
Download: ML20059M045 (3)

Text

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) 4; SEP 2 71990 E A Docket No. 50-482

.Mr. Bart D.-' Withers President and Chief Executive Officer Wo1f Creek Nuclear Operating Corporation Post Office Box 411 Burlington, Kansas 66839

SUBJECT:

REQUCST FOR ADDITIONAL INFORMATION REGARDING SEISMIC DESIGN e CONSIDERATION FOR SAFETY-RELATED VERTICAL STEEL TANKS (TAC NO. 73099)

The staff is continuing its review of your letters of September 22, 1989, (ET 89-0076) and July 5, 1990, (WM 90-0118) concerning the seismic design considerations for the refueling water storage tank. The staff requests the additional information identified in the enclosure to continue its review.

You are requested to tespond to the enclosure within 90 days following receipt of this letter.

The reporting and/or recordkeeping requirements contained in this letter affect fewer than ten respondents; therefore, OMB clearance is not required under Public Law 96-511.

Sincerely.

ORIGINAL SIGNED BY Douglas V. Pickett, Project Manager Project Directorate IV-2 Division of Reactor Projects III, IV, V and Special Projects Office of Nuclear Reactor ReCulation

Enclosure:

DISTRIBUTION Request for Additional ;DockettEilee DPickett Information NRC & Local PDRs OGC PDIV-2 Reading ACRS (10) cc w/ enclosure: PDIV-2 Plant File EJordan

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DATE :09B/c/90 :09/[1/90 :09p/90  :  :  :

OFFICIAL RECORD COPY  !

l Document Name: WOLF CREEK RAIRWST/73099 l 9010030012 900927 MO\

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PDR P-ADOCK 05000482 PDC

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'Mr. Bart D. Withers  !

i cc w/ enclosure:  ;

-Jay Silberg, Esq. .

Mr. Gary Boyer, Plant Manager '

Shaw, Pittman, Potts & Trowbridge Wolf Creek Nuclear Operating Corporation _1 1800 M Street, NW P. O. Box 411 1 '

-Washington, D.C. .20036 Burlington, Kansas _66839 1

Mr. Chris R. Rogers, P.E. Regional Administrator, Region IV :l Manager, Electric Department U.S. Nuclear Regulatory Commission  !

Public Service Commission 611 Ryan Plaza Drive, Suite 1000 J P. O. Box 360 Arlington, Texas 76011 .'

4 Jefferson City, Missouri 65102 Mr. Otto Maynard, Manager i Regional Administrator, Region III Regulatory Services U.S. Nuclear Regulatory Commission Wolf Creek Nuclear Operating Corporation ,

799 Roosevelt Road P. O. Box 411 Glen Ellyn, Illinois. 60137 Burlington, Kansas 66839 Senior Resident Inspector _!

U. S. Nuclear Regulatory Commission P. O. Box 311 1 Burlington, Kansas 66839 1

[ Mr. Robert Elliot, Chief Engineer Utilities Division

! Kansas Corporation Commission 4th Floor - State Of fice Building Topeka, Kansas 66612-1571 Office of the Governor State of Kansas  ;

Topeka, Kansas 66612 Attorney General 1st Floor'- The Statehouse Topeka, Kansas 66612-Chairman, Coffey County. Commission L Coffey County Courthouse

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-Burlington, Kansas 66839 L

Mr. Gerald Allen Ptblic Health Physicist Bureau of Air Quality & Radiation Control Division of Environment  ;

Kansas Department of Health and Environment Forbes Field Building 321-Topeka, Kansas 66620

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, . REQUEST FOR ADDITIONAL INFORMATION (RAI)

REANALYSIS OF VERTICAL STEEL TANKS WOLF CREEK NUCLEAR OPERATING CORPORATION

1. During the audit on February 14, 1990, the licensee's consultant (Bechtel) had provided a handout of what was presented. Provide revised Tables 2 and 3 and any other changes to the handout resulting from the reanalysis.

2.. Provide the maximum stress values (due to sloshing) in the angle welds at the roof-cylinder junction with stresses combined from the three components of earthquake (SSE). Compare with the allowables.

3. Provide a summary of the maximum stresses in base slab (rebar and concrete), including those under the sump. Compare with the allowables.

4. In response to question 2(a) of the previous RAI, it is indicated that the bolts will not experience any shear load because of the static friction between the tank bottom and the concrete slab. This cannot be justified unless slotted or oversized bolt holes are used to allow for tank bending and flexibility. Provide maximum calculated stresses in bolts under the three components of earthquake (SSE), in pure tension as well as when tension and shear are combined. Compare them with the corresponding allowables.