ML20093C311
| ML20093C311 | |
| Person / Time | |
|---|---|
| Site: | Nine Mile Point  |
| Issue date: | 10/03/1984 |
| From: | Lempges T NIAGARA MOHAWK POWER CORP. |
| To: | Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| (NMP2L-0184), (NMP2L-184), NUDOCS 8410100477 | |
| Download: ML20093C311 (4) | |
Text
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-9 Y NIAGARA NUMOHAWK NBAGARA MOHAWK POWER CORPORATION /300 ERIE BOULEVARD WEST, SYRACUSE, N Y.13202/ TELEPHONE (315) 474-1511 October 3, 1984 (NMP2L 0184)
Mr. A.-Schwencer, chief Licensing Branch No. 2 Division of Licensing Office of Nuclear Reactor Regulation
~ U.S. - Nuclear Regulatory Commission Washington, DC 20555
Dear Mr. Schwencer:
Re: Nine Mile Point Unit 2 Docket No. 50-410 Enclosed is additional information requested by Mr. J. Ma on the description of the ICETRAN computer program entitled " Limiting Equilibrium Analysis in Soil Engineering."
This information was requested as a result of a conference call on O
September 24, 1984 be ween D. Hill, Niagara Mohawk, M. Haughey and J. Ma of the Nuclear Regulatory Commission.
The enclosed information will be included in the next Final Safety Analysis Report Amendment.
Very truly yours, I
T. E. Lempges Vice President Nuclear Generation TEL/DS:ja Enclosure 8410100477 841003 PER ADOCK 05000410 A
PDR t
I
UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION In the Matter of
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)
Niagara Mohawk Power Corporation
)
Docket No. 50-410
)
(Nine Mile Point Unit 2)
)
AFFIDAVIT T. E. Lempges
, being duly sworn, states that he is Vice President of Niagara Mohawk Power Corporation; that he is authorized on the part of said Corporation to sign and file with the Nuclear Regulatory Comission the documents attached hereto; and that all such documents are true' and correct to the best of his knowledge, infonnation and belief.
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/U n to before me, a Notary Public g and for the State cf New Subscribed and swor,b w J om York and County ofl
, this S day of tvcfA, 1984.
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'g Notary Public in and for IJ d j u County, New York
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e Nins Milo Point Unit 2 FSAR system is shown on Figures 2,"-126 and 2.5-127.
A plan view of.the flood control berm appears on Figure 2.5-128.
2.5.5.2 Design Criteria and Analyses The slopes of the revetment-ditch system were designed to be stable under conditions imposed by the probable maximum wind
. storm (PMWS).
M,odel teutu were performed to determine the static stability of the system.
Design criteria and results of these tests are discussed in Sections 2.4.5.1 to 2.4.5.5.
The revetment-ditch system was also analyzed with respect to the factor. of safety versus slope failure during a
combination of storm and earthquake events.
The follow.ng cases were considered:
Case I - Lake level at el 248.8' (25-year flood)
+ SSE (0.15 g)
Case II - Lake level at el 249.5' (100-year flood)
+ OBE (0.075~g)
Pseudo-static stability analyses were conducted for both of the above cases using an ICETRAN computer program entitled Limiting Equilibrium Analysis in Soil Engineering (Lease II).
In this program, a given stability problem is specified to the computer in free format as a series of points and lines which comprise the soil layers and their associated piezometric surfaces.
Any two-dimensional slope stability problem can be analyzed.
Once the
- geometry, physical data, and strength parameters have been specified, a command is given to use the desired analytical procedure, whether it be the Normal, Bishop, or Morgenstern - Price
-method.
In the pseudo-stati : seimaic analysis of the revetment-ditch system, slopes were analyzed using the modified Bishop method with a search for the minimum factors of safety.
The seismic coefficients (0.15 for SSE and 0.075 for OBE) are applied in the horizontal and vertical direction at the centroid of a
given clice.
The effect of these accelerations in the Lease II program is an inertial force
(
(that is, the weight of each slice multiplied by the seismic l
coefficient) which acts in the direction of sliding.
Conservative estimates were specified for unit weight and strength.
The dolos armor units were assumed to act as a
surcharge load.
No benefit was considered for its interlocking tendencies duri ng movement.
Figure 2.5-135 illustrates the input geometry, parameters, and resulting critical failure surfaces.
The minimum factors of safety (Bishop method) are 1.07 for Case I (SSE) and 1.51 for Amendment 2.5-192
4
+
Nine Mile Point Unit 2 FSAR x
Case'II (OBE).
Therefore, tha revetment-ditch system is stable under these conservative environmental loadings.
2.5.5.3' Soil Investigation
. lio ri nq u were driiled.ilong t.hu alaynment. of the revolment-ditch system'282'.
o 2.5.5.4 Compacted' Fill This section provides information related to material properties, construction procedures, and placement control of -the rock fill required for the revetment-ditch system as shown on Figures 2.5-126, 2.5-127, 2.5-127a, and 2.5-127b.
Hydrologic. and meteorologic aspects of the shore protection facility at the Unit 2 site are described in Section 2.4.3.
2.5.5.4.1 Rock Fill ihe rock fill consists of backslope armor
- units, underlayers, and granular filters.
They are quarried materials which consist of angular to subangular, hard, clean, sound, and durable rock with a
minimum specific gravity of 2.50.
All rock materials are verified through a quality test program that includes petrographic e:tamination, bulk specific gravity and absorption test, and accelerated weathering' test (freezing-thawing and wetting-drying).
Thu rock is free of any deleterious materials, such as flat, elongated, friable, decomposed, micaceous, or argillaceous
- pieces, and is highly resistant to weathering and disintegration under freezing-thawing and wetting-drying conditions.
The smallest dimension of any piece of backslope armor and first underlayer is at least one-third of its largest dimension.
Gradation limits and weight requirements for the backslope armor.and underlayers are listed in Table 2.5-34.
Gradation limits for granular filters are listed in Table 2.5-35.
Amendment 2.5-192a
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