ML20066G749

Forwards Info on Elevation of Water Level in Facility Excavation Due to Local Probable Max Precipitation.Manhole Cover Used in Sargent & Lundy design,R-6668-P9,suitable for 20 Psi Internal Pressure

ML20066G749
Person / Time
Site:	Clinton
Issue date:	11/19/1982
From:	Wuller G ILLINOIS POWER CO.
To:	Thomas C Office of Nuclear Reactor Regulation
References
U-0577, U-577, NUDOCS 8211230033
Download: ML20066G749 (6)

Text

/11/ND/S POWER DOMPANY U-0577 fp L3 ' (

599 9UTH 27TH STR ET DECATUR. (LUNOIS 62525 November 19, 1982 Mr. Cecil O. Thomas, Chief Standardization & Special Projects Branch Division of Licensing Office of Nuclear Reactor Regulation U. S. Nuclear Regulatory Commission Washington, D. C. 20555

Dear Mr. Thomas:

Clinton Power Station Unit 1 Docket No. 50-461 Attached is information requested by Mr. R. G. Wescott, Hydrologic & Geotechnical Engineering Branch, on the elevation of water level in the Clinton Unit 2 excavation due to local probable maximum precipitation (PMP). Included in the attach-ment is a letter from Neenah Foundry Company which states that the manhole cover used in the Sargent & Lundy design, R-6668-P9, is suitable for 20 psi internal pressure. The calculat9d pressure is only 7.3 psi corresponding to the probable maximum flood (PMF) level of 708.9 feet.

We believe that this additional information will provide for the resolution and close-out of SER outstanding issue #2.

Sincerely, l

"' G. E. Wuller Supervisor-Licensing Nuclear Station Engineering GEW/lt cc: J. H. Williams , NRC Clinton Proj ect Manager R. G. Wescott, NRC HGEB H. H. Livermore, NRC Resident Inspector Illinois Department of Nuclear Safety

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ELEVATION OF UATER LEVEL IN THE UNIT 2 EXCAVATION DUE TO LOCAL PE0EAELE. MAXIMUM PRECIPITATION (PMP)

The area surrounding the Unit 2 excavation is shown in the attached

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F1E ure A. This area is divided into five zones, A through E. It is ascueed that the earth berms surrounding the excavation are, ineffective, no drainage takes place from the excavation, and the Q

plantundergrounddrainagesystemisin...hctive.uchhal.

Zone A has an area of 75 acres and drains cast over a 2,000-feet long portion of a railroad track with a top of rail elevation 736.5 or lower. During a local PMP, the peak discharge from this area is esticated as 1,470 cfs, which would produce a maxicum water icvel of 736.94 feet. The top of rail of the track south of Zone A, which separates this zone and the Unit 2 excavation, is at elevation 737.0 feet. Hence, Zone A does not contribute any runoff to the Unit 2 excavation. -

e Zone B drains west and away frca the Unit 2 excavation and does not produce a maximum water level above elevation 737.0 feet. IHence, this zone also does not centribute runoff into the excavation.

Zone C also drains away from the excavaticn towards east and west,.a.s ._

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shown in Figure A. The top of the peripheral roads and railroad track for Zone C are at elevation 736.0 feet or lower, and the caxi=um water I

l 1evel in this area during a PMP would be lower than elevation 737.0 i

l feet. Therefore, the runoff from this zone does not contribute to the runoff into Unit 2 excavation.

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. The volume of water that could accu =ulate in Unit 2 excavation is the x

runoff from Zone D and the direct rainfall on the excavation itself.

Since the top of the plant road east of the Unit 2 excavation and the top of rail on the cast periteter track of Zone C are at eIcvation 736.0 feet, the castern licit of Zone,D was selected midway between the road nr.d track. The total area of Zones D and E is 44.2 acres, and assuming no losses, the 48. hour Pl!P of 33.6 inches on this area will produce a runoff voluce of 124 acre feet. This volume is a conservative esticate, and it would produce an impounded water elevation of 726 feet in the Unit 2 excavation without the protecting effect of the surrounding earth berms, and without the benefit of any drainage out of the excr.vation. This elevation of 726 feet is louer than t's 730 feet elevation considered in the hydros'tatic design of the Unit 1 extetior valls. ,

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. NEENAH, WISCONSIN $47A

, September 9, 1982 PHONE 414 7:s 7000 Sargent & Lundy Engineers 55 East Monroe Chicago, IL 60603 ,

Attention: 28X44 Dan Esch Gentlemen:

Subject:

R-6668-P9 Internal Pressure Please be advised that the R-6668-P9 when manufactured of Class 35B Gray Iron and furnished by Neenah Foundry Company is suitable for a 20 psiinternal pressure.

If you have any questions regarding this matter, please don't hesitate to contact me. ,

Very truly yours,

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Steven Akkala, P.E.

Product Engineer Construction Division tk

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e. SALES OFFICES AND DISTILL 0UTION YARDS IN PalNCIPAL Clf tES THnOUGt*OUT THE U.S.A.

R-6666-7-C-9 Soriss Square end RcCtangular .

Pressuro Type trianholo .~,

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Frames and Solid Lids .

Light and Ikovy Duty, Scited Lids Scaled with Rubber Gasket'for Slob er Built-up Manholes .

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ifob construction in either regular or seal type desi9 n. Suitable for use on  ;

, pr:ssure rnonholes, or os waterproof electrical ivection bones on bridges, ,]

, etc.

Lids are bolted to frames with countersunk stainless steel hex head cop e screws or:d scaled with rubber goskets. Conceolcd pickhofes (see page 257) ._,,,

ers included for complete woierproof design. All units available in cost

• climinurn or brosite for sparkproof app licosion. Illustrating R4667 L1 Type L Frame Specifyr I. Complete cotate,g nurnber. end Sealed Lid J

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