ML20213D550
| ML20213D550 | |
| Person / Time | |
|---|---|
| Site: | Columbia  |
| Issue date: | 02/23/1981 |
| From: | Lear G Office of Nuclear Reactor Regulation |
| To: | Youngblood B Office of Nuclear Reactor Regulation |
| References | |
| CON-WNP-0337, CON-WNP-337 NUDOCS 8103120670 | |
| Download: ML20213D550 (3) | |
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MEMORAflDUli FOR: Billy Joe Youngblood, Chief g.
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James P. Knight, Assistant Director
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George Lear, Chief Ilydrologic and Geotechnical Engineering Branch Division of Engineering
SUBJECT:
R00fiD OflE QUESTI0flS ATID POSITI0f!S - GEOTECHfi1 CAL EllGIffEERI!!G Plant flame: WPPSS-2 Licensing Stage: OL, R24 Docket fiumber: 50-397 Responsible Branch:
LB-1, M. Lynch, LPil Requested Completion Date: flot scheduled Description of Applicant Response: Provide requested infomation Review Status: Continuing He have reviewed Sections 2.5.4 through 2.5.6, 3.7.2.4, 3.0.3.3 and Appendices 2.5A through 2.5I of HPPSS fluclear Project tio. 2 FSAR through Amendment 12 dated flovember 1980, provided by Washington Public Power Supply System in support of their application for operating license of the Hf1P-2 Plant. On the basis of this review we find that additional information is necessary and have enclosed round one questions and staff positions prepared by Dinesh Cupta, Geotechnical Engineering Section Ilydrologic and Geotechnical Engineering Branch, Division of Engineering.
flote that our question numbering series has been changed from 362 to 241 due to fiRR reorganization.
Original signed by George Lear George Lear, Chief flydrologic and Geotechnical Engineering Branch e
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" Questions and Positions - Geotechnical Engineering" WPPSS-2 Docket No. 50-397 241.1 The measured settlement data given in Appendix 2.5H of the FSAR is (App 2.5H) provided only up to June 1978. Provide time vs settlement plots of
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(RSP) up-to-date settlement data obtained for all category I structures where settlements are being monitored. Tabulate values of the measured maximum differential settlements and show comparisons of the measured data witn anticipated settlements assumed in the analysis of I
these structures and their appertenances, and evaluate the impact of any differences between the measured and anticipated settlements on the design and construction of these structures and appertenances.
Staff requires that the settlement of safety related structures and appurtenances be monitored for a period of at least five years after the issuance of the operating license and the impact of observed settlement, if any, on the design limits of Category I structures be evaluated periodically.
t 241.2 Indicate how much settlement of the structures has occurred since the (App.2.5H) connections between structures and safety-related utilities were made.
t Evaluate the effect of the past and anticipated future settlement of t
structures on safety related utility connections.
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r 241.3 In Section 2.5.4.14, you indicate that the top 25 ft. of the 45 ft.
t (2.5.4.14) thick fill placed underneath the category I condensate storage tanks RSP was not monitored according to,the specifications, For 19 out of 34 t
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2 tests, the maximum density.was not determined for each sample.
It is staff's position that you test-load the condensate storage tank foundations by filling the tanks with water and monitor the settlement of the tank foundations until a satisfactorily small rate of settlement is reached. Test results are to be reported to the NRC. This test is to assure that the compaction of the fill was indeed performed according to the originally intended specifications.
241.4 In Appendix 2.5G, you have provided the coefficients of earth pressure (App 2.5G) at rest and active for static and dynamic loading conditions. These coefficients are low. Justify the use of such low earth pressure coefficients for compacted backfills.
Provide a plot of the maximum earth pressure that would act on buried vertical walls versus depth for each safety related structures.
241.5 Provide the soil properties data used in your SRV/LOCA analyses.
(3.8.3.3)
Explain in detail the procedure used for determining dynamic strains
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in the soil due to these loads.
Describe how these soil properties were modified to consider applicable load combinations and resulting soil strains.
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