ML20049H854
| ML20049H854 | |
| Person / Time | |
|---|---|
| Site: | Wolf Creek  |
| Issue date: | 03/01/1982 |
| From: | Koester H KANSAS GAS & ELECTRIC CO. |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| KMLNRC-82-168, NUDOCS 8203040355 | |
| Download: ML20049H854 (4) | |
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KANSAS GAS AND ELECTRIC COMPANY THE ELECTniC COMPANY y
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[l'l GLENN L KOESTER (N:
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Mr. Harold R. Denton, Director T[u Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, D.C.
20555 KMLNRC 82-168 Re:
Docket Number STN 50-482 Subj: ESWS Pumphouse Settlement and Safety Factor Update
Dear Mr. Denton:
Transmitted herewith are updated bearing capacity safety factors and settlements for the ESWS pumphouse. This information will be formally incorporated into the Wolf Creek Generating Station, Unit No. 1, Final Safety Analysis Report in Revision 9.
This information is hereby incorporated into the Wolf Creek Generating Station, Unit No.1, Operating License Application.
Yours very truly,
$lU S GLK:bb Attach cc: Mr. J.B. Hopkins (2)
Division of Project Management 0I q0 Office of Nuclear Reactor Regulation U 3 U.S. Nuclear Regulatory Commission Washington, D.C.
20555
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I Mr. Thomas Vandel Resident NRC Inspector Box 311 Burlington, Kansas 66839 8203040355 820301 PDR ADOCK 05000482 A
PDR 201 N. Markot - Wichtta, Kansas - Mail Address: PO. Box 208 i Wichita, Kansas 67201 - Telephone: Area Code (316) 261-6451
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de OATH OF AFFIRMATION STATE OF KANSAS
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COUNTY OF SEDGWICK )
I, Glenn L. Koester, of lawful age, being duly sworn upon oath, do depose, state and affirm that I am Vice President - Nuclear of Kansas Gas and i
Electric Company, Wichita, Kansas, that I have signed the foregoing letter of transmittal, know the contents thereof, and that all statements contained therein are true.
i KANSAS GAS AND ELECTRIC COMPANY By_ _
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Glenn L. Koester'
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Vice President - Nuclear W.B. Walker, Secretary I
STATE OF KANSAS
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COUNTY OF SEDGWICK )
i BE IT REMEMBERED that on this 1st day of March, 1982
, before me, Evelyn L. Fry, a Notary, personally appeared Glenn L. Koester, Vice I
President - Nuclear of Kansas Gas and Electric Company, Wichita, Kansas, who is personally known to me and who executed the foregoing instrument, and he duly acknowledged the execution of the same for. and on behalf of -
and as the act and deed of said corporation.
IN WITNESS WlIEREOF, I have hereunto set my hand and affixed my seal the date and year above written.
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$velyn If $'ry, Not
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My Gor 6 mission expires on August 15, 1984.
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SNUPPS-WC basis of unconfined compression test results (Section 2.5.4.11).
Unconfined compression tests were performed on representative samples from the Plattsmouth, Leavenworth, and Toronto Limestone Members as well as the interbedded Heebner and Snyderville Shale Members; results of these tests are presented in Section 2.5.4.2.2.
The bearing capacity of the granular fill was estimated on an internal angle of friction of 40 degrees, which gave an ultimate bearing capacity in exce_ss,of 60,000 psf for both static and static plus dynamic loads.
Since"the static and static plus dynamic loads on the structural fill are 6,600 psf and approximately 12,500 psf, respectively, the factors of safety are on the order of 5 or higher for both loading conditions.
From Section 2.5.4.2.2, it is apparent that the bearing capacity of the lower pumphouse foundation is controlled by the strength of the Snyderville Shale Member.
Calcula-tions show that the net ultimate bearing capacity of the Snyderville is approximately 60,000 psf when based on the mean value of all unconfined compression tests performed on the Snyderville Shale (except the high value obtained from Boring B-5, Table 2.5-32).
If only tests from the UHS are used to de.termine the bearing capacity of the Snyderville shale, a value of close to 75,000 psf is obtained.
As pointed out in Section 2.5.4.10.1.1, the ultimate bearing capacity value is considered conservative because of slaking of the shale during sampling operations.
Therefore, a factor of safety of approximately 10 is obtained for the static load of 6,600 psf.
The static plus dynamic load is distributed over an area (the northeast corner of the structure) in a prismatic fashion with a maximum intensity at the northeast corner of 23,000 psf.
Therefore, the maximum load intensity will decrease with depth and be reduced to less than one half of the maximum at the top of the Synderville shale.
Therefore, the factor of safety under static plus dynamic load is on the order of 5 or greater.
2.5.4.10.2.2 Settlement Settlement calculat' ions for the ESWS pumphouse are based on direct founding on the Plattsmouth Limestone Member and structural fill at foundation grade.
These calcula-tions were performed in the same manner as described in Section. 2.5.4.10.1.2.
Employing the design gross static bearing value of 6,600 l
psf, the analysis showed that the maximum probable settlement of the ESWS pumphouse will be less than 0.25 inches.
The maximum probable differential settlement will be less than 0.15 inches.
These settlements are elastic and will occur essentially upon application of the load.
2.5-202
o SNUPPS-NC i
2.5.4.10.2.3 Earth Pressures The ESWS pumphouse mat foundation is designed to resist full hydrostatic ground-water pressure, assuming a ground-water level of Elevation 1,099.5 feet MSL.
The' subsurface walls of the ESWS pumphouse are designed to resist lateral pressures induced by the ground water and the compacted backfill.
The pressures were evaluated using the procedures outlined in Section 2.5.4.10.1.3.
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9_4 2.5-202a w