ML20040F699
| ML20040F699 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Limerick |
| Issue date: | 06/09/1971 |
| From: | Case E US ATOMIC ENERGY COMMISSION (AEC) |
| To: | Morris P US ATOMIC ENERGY COMMISSION (AEC) |
| Shared Package | |
| ML20040F238 | List: |
| References | |
| FOIA-81-385 NUDOCS 8202100143 | |
| Download: ML20040F699 (5) | |
Text
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JUN 9 19n
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Peter A. Morris, Director, DRI.
EYDROLOGIC ENGINEERING
SUMMARY
YOR ACRS REPORT ON LIMERICK CENERATING STATION, DOCKET E S @
S0-353 Attached is the hydrologie engineering sumumary for your use in preparation of the ACRS report.
Odrinaf Siped By E. G. Cats Edson C. Case, Director Division of Reacter Standards
Attachment:
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Hydrologic Engineering Su: mary ec w/ attachment:
R. S. Boyd, DEL D. F. Knuth, DEL C. E. Lear, DEL B. R. Denton, IRL pled _
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HYDROLOGIC ENGINEERING S'k.Y FOR ACRS PIPORT LIMERICK GENERATING STATION DOC. NOS. 50-352 & 353 The plant site is on the north bank of the Schuylkill River about 23.0 miles northwest of Philadelphia, Pennsylvania, and 5.5 miles downstream f rom Pottstown, Pennsylvania. All safety-related plant facilities, except the Schuylkill River inlets and pump structure, are located well above the probable maximum flor,d stage.
The applicant has provided an estimate of the probable maximum flood (PKF) maximum runoff rate of 1
356,000 cfs, and water level elevation of about 159 ft. MSL. The flood of record in the area occurred in 1902 and resulted in an estimated maximum runof f rate of 53,900 cfs and water level elevation of about l
125.7 ft. MSL.
In addition, historical evidence at Reading and Philadelphia indicates that several floods with maximum runoff rates of
.- 3 about 100,000 cfs, or more, have occurred from the 1168 square elle drainage area above the site. The applicant has informally described the flood protection and design criteria for the intakes and pump struc-He has been requested to document the measures taken to provide ture.
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flood' protection for these safety related f acilities.
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i Cooling water will be provided by diversion of the Delaware River flow, the l
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Schuylkill River and possibly from storage beneath the two cooling towers.
l The applicant has determined that the Schuylkill River is inadequate as
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a source for normal 'pla st operation and has proposed diverting up to 54 cfs from the Delaware River at Pt. Pleasant, pumping to the East Branch e
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L of Perkiomen Creek, with gravity flow to a pu= ping plant and pipeline east of the plant site.
Normal operation will also require a minimum
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of 20 cfs from the Schuylkill.
Emergency shutdown will require a minimum l#
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flow of 38 cfs and the Delaware diversion is not considered a source 5jg 6
since pipelines and pumping plants are not to be Class I structures. A
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detailed independent frequency anaylsis of the historical record of the Schuylkill River low flow capability by both the applicant and the staf f indicates a 100 year instantaneous low flow of about 80 cfs.
- However, the historical record contains the effect.s.gf upstream mine pu=page and consu=ptive water use.
Since future uses are not controllable by the applicant, he has informally suggested two possible alternatives to assure
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a cooling water supply.
One alternative would be to obtain assurance from the Delaware River Basin Co= mission, the local, (regional) state - federal f1;f regulating agency, of a minimum supply. The other would be to make the
- 2. 2 cooling water basins and suction piping Class I structures. The accept-i ability of either proposal will depend on an extensive staff review of the applicant's finally documented proposal to assure a satisfactory i
cooling water source.
All liquid radwastes are to be contained in Class I structures. However, there are seventeen major water intakes located along the Schuylkill 6
between the site and the Delaware River confluence in Philadelphia.
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capacities of municipal users ran'ge up to that of the 198 m.g.d. City of Philadelphia capability, and indicate the extensive use and reuse of Schuylkill River flow.
To aid in evaluating the potential effects of j
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a radioactive spill, regardless of probability, the applicant is being requested to evaluate dispersion and dilution factors at varicus flow rates at each downstream intake. The applicant should be committed to provide this information in the FSAR.
All the ground water aquifers in the area' occur in joints, fractures and other secondary openings in the consolidated rock bcneath the thin cover of residual soils.
The applicant has performed pu= ping and percolation tests at the site, and has concluded that the residual soils are very impervious and that only wells generally in the direction of the strike of the strata may be affected by conditions at the site. The applicant has concluded, af ter study of regional geology and the location of public ground water wells, that all such wells cannot be af fected by conditions at the site, The applicant has found approx 1=ately 77 wells within one mile of the site.
The staff agrees with the applicant's conclusions
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that none of these wells can be affected by conditions at the site j
because of their relative locations and depths, the location of the river and local ground water gradients.
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We concur in the analysis of the flood protection of safety related facil-ities, subject to documentation of the river inlets and pump structure designs compatible with that given in conference presentations. We also i
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i generally concur in ths ground water analysis and, depending on an inde-pendent analysis of the final proposal of the source of emergency cooling water, may concur in the sufficiency of emergency cooling water.
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