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SER Re Effects of Local Flooding at Facility.Flooding from Peggs Run Will Not Affect Safe Operation of Facility
	ML20128G341
Person / Time
Site:	Beaver Valley
Issue date:	03/31/1985
From:	Gonzales R; Office of Nuclear Reactor Regulation
To:	;
Shared Package
ML20128G333	List: ML20128G330; ML20128G341;
References
	NUDOCS 8507090158
	Download: ML20128G341 (190)
	v • d • e

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Enclosure 4 i

SAFETY EVALUATION REPORT EFFECTS OF LOCAL FLOODING BEAVER VALLEY POWER STATION UNIT 2 DUQUESNE LIGHT COMPANY by Raymond O. Gonzales U.S. Nuclear Regulatory Commission Office of Nuclear Reactor Regulation Division of Engineering Environmental & Hydrologic Engineering Branch March 1985 ,

8507090158 850606 PDR ADOCK 050 g 2 E

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I e .6 SAFETY EVALUATION REPORT EFFECTS OF LOCAL FLOODING BEAVER VALLEY POWER STATION UNIT 2 DUQUESNE LIGHT COMPANY TABLE OF CONTENTS PjLge LIST OF FIGURES . . . . . . . . . . . . . . . . . . . . . . . . iii GLOSSARY OF ABBREVIATIONS . . . . . . . . . . . . . . . . . . . iv

1. INTRODUCTION . . . . . . . . . . . . . .......... I 1.1 Background ... ................. 1 1.2 Design Criteria . . . . . . . . . . . . . . . . . . . 3 1.3 Organization of Report ............... 4

2. RESULTS OF APPLICANT'S ANALYSIS WITH HYDROMETEOR0 LOGICAL REPORT NO. 33 ...................... 5 2.1 Runoff Flooding from Roofs, the Site Area and the Hills South of the Station ............. 6 2.2 Peggs Run Flooding ................. 11 2.3 Effects of PMP on Roofs . . . . . . . . . . . . . . . 14

3. RESULTS OF STAFF'S VERIFICATION ANALYSIS WITH HYDROMETEOR0 LOGICAL REPORT NO. 33 ............ 16

4. RESULTS OF STAFF'S ANALYSIS WITH HYDROMETEOROLOGICAL REPORT NOS. 51 AND 52 . . . . . . . . . . . . . . . . . . 17 4.1 Runoff Flooding from Roofs, the Site Area and the Hills South of the Station ............. 21 4.2 Peggs Run Flooding ................. 25 4.3 Effects of PMP on Roofs . . . . . . . . . . . . . . . 27

5. CONCLUSIONS ....................... 28

6. REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . 31

7. APPENDICES . . . . . . . . . . . . . . . . . . . . . . . . 33 Appendix A HEC-2 input data.

Applicant's analysis

-ii-Appendix B HEC-2 input and output data.

Staff's analysis of area E and W and area II used to verify applicant's analysis Appendix C HEC-2 input and output data.

Staff's analysis of areas 1 through 6 using HMR Nos. 51 and 52 Appendix D HEC-2 input and output.

Staff's analysis of areas I and II using HMR Nos. 51 and 52 Appendix E Routing output. Staff's analysis of area II using HMR Nos. 51 and 52 Appendix F Flood Hydrograph. Staff's analysis used to verify applicant's analysis of Peggs Run Appendix G HEC-2 input and output Probable Maximum Flood hydrograph. Staff's analysis of Peggs Run f

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-iii-LIST OF FIGURES Figure P:a. Title Pace 1 Applicant's Analysis-Hillside Drainage and Location of Cross-Sections. . . . . . . 8 2 Local and Roof Drainage Areas I, II, III. . . 9 3 Peggs Run Drainage Area . . ........ 12 4 Flood Hydrographs-Peggs Run . . . . . . . . . . 13 5 Peggs Run-Overflow Areas and Location of Cross-Sections. . . . . . . . . . . . . . . 15 6 Smethport Storm . . . . . . . . . . . . . . . . 19 7 PMP/ Duration Curves . . . . . . . . . . . . . . 20 8 Staff Analysis-Hillside Drainage. . . . . . . . 22

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-iv-GLOSSARY OF ABBREVIATIONS i

ANSI American National Standards Institute, Inc.

BVPS-2 Beaver Valley Power Station, Unit 2 CFR Code of Federal Regulations cfs Cubic Feet Per Second COE Corps of Engineers CRGR Committee to Review Generic Requirements DL Division of Licensing / Nuclear Regulatory Commission DLC Duquesne Light Company EM Engineering Manual FSAR Final Safety Analysis Report GDC General Design Criteria HEC-2 Hydrologic Engineering Center Water Surface Profile Computer Program HMR Hydrometeorological Report hr Hour mi Mile mi2 Square Miles min Minute NRC Nuclear Regulatory Commission NRR Nuclear Reactor Regulation / Nuclear Regulatory Commission NWS National Weather Service OL Operating License PA Pennsylvania PMF Probable Maximum Flood PMP Probable Maximum Precipitation RG Regulatory Guide SRP Standard Review Plan o

SAFETY EVALUATION REPORT EFFECTS OF LOCAL FLOODING BEAVER VALLEY POWER STATION UNIT 2 DUQUESNE LIGHT COMPANY BY RAYM0ND 0. GONZALES

1. INTRODUCTION

1.1 Background

The application for an operating license (0L) for the Beaver Valley Power Station (BVPS-2) was filed with the U.S. Nuclear Regulatory Commission (NRC),

by the applicant Duquesne Light Company (DLC), on January 26, 1983 [ letter from E. J. Woolever]. Subsequently, the NRC determined DLC's submittal to be acceptable and the OL application was docketed on May 18, 1983. The staff initiated its review of the Final Safety Analysis Report (FCAR) in June 1983 upon receipt of a review schedule from the Division of Licensing (DL) of NRC [ letter (memorandum) from G. W. Knighton, June 1, 1983]. This schedule called for questions on the FSAR to be submitted to the applicant by August 31, 1983. Questions on Section 2.4 of the FSAR were submitted to DL on August 26, 1983 and to the applicant en August 31, 1983 [ letter from G. W. Knighton].

The analysis of local flooding presented initially in the BVPS-2 FSAR indi-cated that water levels would be below the lowest accesses to safety-related buildings. After reviewing Section 2.4 of the FSAR, the staff determined that the applicant had not provided sufficient information to support its conclusion

that flooding would not affect plant safety. On August 31, 1983 [ letter from G. W. Knighton], the staff submitted eleven questions to the applicant requesting additional information. Two of these eleven questions requested that the applicant revise its site flooding analysis using information from the most recent applicable National Weather Service (NWS) publications. The applicant did not respond to these.two questions; instead, on November 15, 1983 [ letter from E. J. Woolever] they appealed the use of the more recent NWS publications claiming that the staff had changed its review criteria for Probable Maximum Precipitation (PMP) by requesting that the latest NWS reports be used for its determination. Subsequently on May 30, 1984 [ letter from E. J. Woolever], the applicant requested that the proposed staff requirement [to use the latest NWS reports] be submitted to NRC management for approval of plant specific backfitting, prior to transmittal as a licensing requirement.

Standard Review Plan (SRP) 2.4.2, " Floods," states that " Improvements in calculational methods may occur..." between the Construction Permit (CP) stage and the Operating License (0L) stage and that these improved methods should be considered at the OL stage. On this basis, the staff maintains that use of the most recent NWS PHP publications for determination of PMP and thus estimating flood levels is required to meet the requirements of Code of Federal Regulations (CFR) Part 50, General Design Criteria (GDC) 2,

" design basis for protection against natural phenomena," and is therefore not a backfit issue. The applicant, Duquesne Light Co. (DLC), refers to a different section of SRP 2.4.2, which mentions parenthetically the two publications they used in their local flood analysis. Thus they also L

contend that they have met the requirements of GDC-2. Since this issue arises from misinterpreting or misconstruing the SRP, minor revisions of the SRP are being submitted to the Committee to Review Generic Requirements (CRGR) for review. Pending the outcome of the CRGR review, further routine requests to the applicant for review of site flooding assessments using the new NWS publications, have been suspended. The staff, instead, has con-ducted its own assessment of PMP flooding at BVPS-2 with the latest appropriate NWS publications. This report presents the results of the staff's independent analysis of the effects of extreme rainfall occurring at the Beaver Valley site.

1.2 Design Criteria GDC-2 requires "... consideration of the most severe of the natural phenomena

-that have been historically reported for the site and surrounding area, with sufficient margin for the limited accuracy, quantity, and period of time in which the historical data have been accumulated." In order to comply with this requirement with respect to flooding, the staff formally adopted the Probable Maximum Flood (PMF) concept in 1972 (U.S. Atomic Energy Commission, 1972). The definition of PMF as given in ANSI N170-1976,

" Standards for Determining Design Basis Flooding at Power Reactor Sites,"

and in a more recent version, ANSI /ANS-2.8-1981, is "...the hypothetical flood...that is considered to be the most severe reasonably possible, based on comprehensive hydrometeorological application of probable maximum precipitation (PMP) and other hydrologic factors favorable for maximum flood runoff..." Thus an integral component in PMF determination is the Probable Maximum Precipitation (PMP).

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Procedures for estimating PMF's are given in Regulatory Guide (RG) 1.59 (U.S. Nuclear Regulatory Commission, 1977) Appendix A, " Probable Maximum and Seismically Induced Floods on Streams and Coastal Areas" and in RG 1.59 Appendix B, " Alternative Methods of Estimating Probable Maximum Floods".

RG 1.59 Appendix A has been replaced by Standard ANSI N170-1976.

Procedures for estimating PMP amounts have evolved in various National Weather Service (NWS) and Corps of Engineers (COE) publications. Of particular interest are Hydrometeorological Reports (HMR) No. 33 (U.S. Weather Bureau, 1956), No. 51 (U.S. NWS & COE, 1978) and No. 52 (U.S. NWS & COE, 1982).

HMR No. 33 provided generalized charts for estimating the level of PMP for specific drainages of the United States east of the 105th meridian. This report was used by the applicant in evaluating the effects of local flooding on plant safety. HMR No. 51 essentially expanded the information in HMR No. 33, and HMR No. 52 provided, among other things, techniques for analyzing PMP for drainage areas as small as one square mile and durations of one hour and less.

1. 3 Organization of Report The technical portion of this report, which follows, is organized into six major sections identified as Sections 2, 3, 4, 5, 6 and 7. Section 2 describes the staff's understanding of the flood analyses presented by the applicant and the conclusions reached based on these analyses. In Section 3 the staff presents the results of its analyses performed using the same methods and procedures as the applicant. The purpose of these analyses was

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to verify the results of the applicant's analyses and to form a basis fcc further study. In Section 4 the staff continues its independent evaluation using more current methods and procedures. Section 5 presents the staff's conclusions reached on the basis of its independent evaluation. Section 6 presents the references used by the staff and Section 7 contains several appendices of the staff's analyses.

2. RESULTS OF APPLICANT'S ANALYSIS WITH HYDROMETEOROLOGICAL REPORT NO. 33 The results of the applicant's flood analysis were submitted to the staff on November 8, 1984 [ letter from E. J. Woolever]. Three potential sources of local flooding were considered by the applicant in that submittal:

1) Runoff as a result of PMP occurring over the site area and over the hills south of the plant site (see Figure 1).

2) PMP runoff from roofs of plant structures (see Figure 2).

3) PMP runoff from Peggs Run (see Figure 3).

Two characteristics of local flooding from PMP that differentiate it from PMP flooding in general are small areas and short critical rainfall durations. HMR No. 51 and its predecessor, HMR No. 33, define PHP for various combinations of durations and drainage areas; the shortest duration

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and smallest drainage area addressed are 6 hrs and 10 mi2, respectively. At Beaver Valley, local flood analysis requires consideration of PMP values for areas much smaller than 10 mi2, the largest being less than 4 mi2 The time of concentration for the local drainage areas was estimated to be about 10 minutes. Thus a PMP for a corresponding duration was necessary. HMR No. 52 provides techniques for determining PMP's for areas as small as 1 mi2 and for durations as short as 5 min; however, the applicant did not use HMR No.

52. The applicant estimated a 6 hr-10 mi2 PMP value of 24.6 inches from HMR No. 33. They then adjusted this to a 1 hr-10 mi2 PMP value using procedures from Engineering Manual EM 1110-2-1411 (U.S. Department of the Army, 1952), that give a maximum 1 hr PMP as 38 percent of the 6 hr PMP. Thus the 1 hr-10 mi2 pgp value was determined to be 9.3 inches [(.38)(24.6in)]. The applicant estimated that for the Beaver Valley site a 10 minute PMP value' was appropriate. Thus the 1 hr-10 mi2 value of 9.3 inches had to be further adjusted. This adjustment was done by assuming the ratio of the 1 hr to 6 hr PMP would be the same as the ratio of the 10 min to 1 hr PMP. Thus the 10 min-10 miz PMP was esti-mated to be 3.5 inches [(.38)(9.3 in)], and the intensity used to determine peak local runoff was 21 in/hr [(3. Sin /10 min)(60 min /1 hr)]. The drainage areas varied from .02 to about 4 mi2 and thus were much less than 10 miz; however, the applicant did not adjust the PMP further to account for greater average rainfall over a smaller area.

2.1 Runoff Flooding from Roofs, the Site Area and the Hills south of the Station The contributing drainage area south of the station was subdivided into two subareas, E and W, as shown on Figure 1. Subarea E which delineates the area

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directly south of the station is 50.1 acres in size. Subarea W which con-tains 10.1 acres doesn't drain directly toward the station; however, it affects where runoff from subarea E will drain to and thus had to be con-sidered. Both subareas have steep ground slopes averaging about 30 percent.

The applicant determined that runoff would flow north toward the station where it would be diverted to the east and west and between buildings.

Cross sections were located along the east and west flow paths as shown on Figure 1. Water surface elevations were then calculated using the HEC-2 computer program (U.S. Army Corps of Engineers, 1973). Roughness coefficients used were 0.03 for the channel areas and 0.04 for the overbanks. To determine the portion of the flood runoff that would be directed toward the east and the portion that would go west, the input flow data to HEC-2 were varied until the water surface elevations at cross sections 10 and 11 were the same.

HEC-2 input data are shown in Appendix A. The resulting flood profile for the east flow area was then used to select an appropriate starting water surface elevation for the analysis of area I (see Figure 2).

For analysis of area I, cross sections were located as shown in Figure 2.

Runoff from area I will flow either in a north or south direction between buildings. The flow going north will be combined with the flow from area III and will thus affect the water levels in area I. To determine what portion of the total flow would go in each direction, the input flow data were varied in the HEC-2 program until the water surface elevations at common cross-section, 16 for AREA I and 59 for AREA III, were the same. The

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resultant water surface profiles were then used to determine maximum water surface elevations at doors to the Auxiliary Building, the Fuel and Decontamination Building, the Control Building and the Reactor Containment Building.

For area.II, the applicant also used HEC-2 to compute water surface eleva-tions. Cross sections were located as shown in Figure 2. Roughness coef-ficients of 0.016 for the channel areas and 0.03 for the overbank areas were used as input to HEC-2. The resultant water surface elevations were used to determine maximum water surface elevations at doors to the Service Building, the Diesel Generator Building, the Main Steam Valve Building and the Safeguards Building.

The resulting maximum water surface elevations are shown in Column 2 of Table 1 (see Section 5) together with the lowest accesses to safety-related buildings which are shown in Column 1. As shown in Column 3 of Table 1, the maximum water surface is 0.5 ft above the sill of one of the doors in the Service Building. An analysis by the applicant determined that water seeping under the door would have no effect on operation of the plant.

This conclusion was made because the water depths in the Service Building would be less than 1.6 inch, conservatively assuming no credit for floor drains and sumps, and there is no Category I equipment or electrical connections located closer than 2 inches to the floor; thus the operation of safety-related equipment is not interrupted by a PMF.

2.2 Peggs Run Flooding The Peggs Run drainage area is shown on Figure 3. To compute a PMF hydrograph for Peggs Pun, the applicant used a method proposed by McSparran (1968) and a PMP value from HMR No. 33. The 6 hr - 10 ni2 PMP value from HMR No. 33 was distributed into one hour increments using a distribution pattern from EM 1110-2-1411. The resultant PPP used by the applicant was as follows:

Time PMP (br) (in) 1 2.7 2 3.4 3 9.3 4 3.7 5 3.0 6 2.5 TOTAL 2T75 The applicant conservatively assumed that there would be no losses in the PMP rainfall and computed hourly PMF hydrograph values using mettads described by McSparran. The resultant PMF hydrograph is plotted on Figure 4 and the hourly ordinates are tabulated below.

Time PMF Discharge (hr) (cfs) 1 4,090 2 7,311 3 17,142 4 13,506 5 8,704 6 6,795

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BEAVER VALLEY POWER STATION -UNIT 2 SER-LOCAL PLOODING FLOOD HYDR.0GRANS

. PEGGS RON nc,uu 4

Prior to construction of the Beaver Valley station, the Peggs Run channel was located approximately between the highway embankment and where the cooling towers are now located. Construction of the station required that a portion of Peggs be routed through a 1400 ft long 15 ft diameter culvert so that the plant fill area could be extended across the run. Location of this culvert is shown in Figure 5. The culvert empties into an open channel before entering the Ohio River. In analyzing the flood effects of a PMP occurring over the Peggs Run drainage area, the applicant conserva-tively assumed that the 15 ft culvert would be blocked. Their analysis showed that most of the flood water (15,000 cfs) would flow to the Ohio River in the area between the cooling towers and the road embankment. A small portion (2,000 cfs) of the flood peak would overflow to the area east of the highway embankment (see Figure 5).

Using HEC-2, the applicant estimated a maximum water surface elevation of 730.07 ft ms1. Since minimum finished plant grade elevation is 730 ft-4 inches, the applicant concluded that safety-related structures would not be impacted by Peggs Run flooding.

2.3 Effects of PMP on Roofs The effect of PMP on roofs of safety-relating buildings, has not been addressed in the FSAR. However, in a letter from E. J. Woolever, dated November 20, 1984, the applicant states its position as follows:

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"The roofs of the safety-related structures are designed to support water accumulation at the parapet overflow level.

Postulating a greater PMP event results in increased overflow rather than increased accumulation. Therefore, no increase in safety can be demonstrated with respect to roof loading,

and plant safety is not compromised."

It is not clear from this statement that all safety-related buildings have parapet walls. Additionally, no information has been provided concerning

'the f.eight of the parapets above roof low points and how water ponded to

, this height would affect the roof loading design.

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3.0 RESULTS OF STAFF'S VERIFICATION ANALYSIS WITH HYDROMETEOR0 LOGICAL EVATc NO. 33 9 ..

The staff review replicated as closely as possible the applicant's analysis

,toj verify that the methods and procedures employed by them (other than estimating PHP valueO were adequate and reasonable.

7 The results of,the HEC-2 computer runs are presented in Appendix B. A summary of the staff's independent analysis using HMR No. 33 and EM J

. 1110-2-1411' is presented in' Columns 4 and 5 of Table 1 (see Section 5). A comparison of Column 2 with Column 4 of the Table shows almost identical flood elevations for both the applicant and the staff's analysts except for s, r the water surfa'ce elevation at a door on the north side of the Control

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Building (see Column 2 of table). The elevation shown by the applicant is 732.4 ft while the staff shows 735.4 ft. Since the ground elevation in the area, as shown on topographic maps provided by the applicant, is about 735 ft, the staff believes that the elevation given by the applicant is a typographical error and should be 735.4 ft instead of 732.4 ft. On the basis of this analysis, the staff concludes that with the exception of the PMP values, the methods and procedures used by the applicant, to determine flood levels, are reasonable and adequate.

4.0. RESULTS OF STAFF'S ANALYSIS WITH HYDROMETEOROL03ICAL REPORT N05. 51 AND 52 GDC-2 states that ..." structures, systems and components important to safety shall be designed to withstand the effects of ... floods.... The design bases ...shall reflect: (1) Appropriate consideration of the most severe of natural phenomena that have been historically reported for the site and surrounding area, with sufficient margin for the linited accuracy, quantity, and period of time in which the historical data have been accummulated." As stated in section 1.2 above, the staff has adopted the probable maximum con-cept to meet the requirements of GDC-2. However, for BVPS-2, the staff per-formed a literature search of rainfall records to determine how PMP values from HMR Nos. 51 and 52 compare with actual recorded or observed rainfall.

The maximum rainfall of record in the general area occurred at Smethport, PA.

on July 17-18, 1942. Smethport is about 140 miles northeast of BVPS-2;

however, the NWS has determined that the region of meteorological homo-geneity over which the Smethport storm can be transposed, with proper moisture adjustment, encompasses the BVPS-2 area (U.S. NWS & COE, 1982).

Figure 6 shows the transposition limits. The maximum observed rainfall amount for the Smethport storm was 30.8+ inches'in a 4 hr period (U.S. NWS, 1980). The 10 mi2 rainf011 value for this storm was 24.7 inches (U.S. NWS &

COE, 1978) and the 1 hour1.157407e-5 days 2.777778e-4 hours 1.653439e-6 weeks 3.805e-7 months value was 15.0 inches (U.S. NWS & COE, 1982). These rainfall values are plotted on Figure 7 for comparison with the HMR No. 33 rainfall values used by the applicant in its analysis and the PMP values from HMR Nos. 51 and 52.

As stated above, GDC-2 requires consideration of the most severe rainfall that has been historically reported for the site and surrounding are. Since the recorded 1 hr rainfall amount is 15.0 in, this value, with sufficient margin for limited accuracy, quantity and period of time, should be used for local flood analysis of BVPS-2. The moisture maximized 1 hr value for the Smethport storm, as shown on Figure 6, is 16.55 inches. At the south-west limit of the transposition, the corresponding value is 18.29 inches.

BVPS-2 is geographically located between these two maximized rainfall values so it is reasonable to assume that the adjusted rainfall amount to be used for analyzing BVPS-2 should be between 16.55 and 18.29 inches. The 1 hr -

1 mi2 PMP value from HMR 51 and 52 as shown in Figure 7 is 17.7 inches.

Therefore, the staff concludes that in order for the requirements of GDC-2 to be met, PMP values from HMR Nos. 51 and 52 must be used for analyzing local flooding of BVPS-2.

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The staff performed an independent analysis of local flooding using PMP values from HMR Nos. 51 and 52. To determine the magnitude of flooding and direction of flow from the hills south of the station, the staff used the topographic maps provided by the applicant in their response to staff questions 240.15 and 240.16 [ letter from E. J. Woolever, November 8, 1984]

Any future alterations in the site grade, such as lowering or raising existing roads, building new roads, adding or removing structures, or regrading the plant site, could affect the direction of flows and ultimately the level of ponding at safety-related structures. Therefore, in using the topographic maps provided by the applicant, the staff assumes that these maps represent the plant grade that will exist when the plant becomes operational. Future grade changes could affect the levels of flooding estimated by the staff.

4.1 Runoff Flooding from Roofs, the Site Area and the Hills south of the Station The staff subdivided the area that drains from the hills south of the station as shown on Figure 8. This subdivision of the drainage area varies only slightly from that of the applicant, except for the westermost portion of the drainage area which is identified on Figure 1 as area W. It appears that the applicant assumed that a ditch at the southern edge of area W would intercept the hillside flow and convey it in a westerly direction away from the plant. However, they did not provide any information to show that this ditch has sufficient capacity to pass flows produced by a PMP event.

Therefore, in its analysis the staff conservatively ignored any effect that this ditch could have in reducing flood flows (see Figure 8).

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r-With a runoff coefficient of 0.9, PMF flows for the subareas shown on Figure 8, were calculated using the rational formula and PMP values from HMR Nos. 51 and 52. As stated previously, the applicant estimated that a 10 minute PMP value is appropriate for the small hill drainages.

The staff accepted this duration as reasonable and thus also used it in its analysis. A 10 minute PMP value of 7.7 inches was read from the 1 mia PMP curve in Figure 7. The intensity used to determine peak runoff was 46.1 in/hr [(7.7 in/10 min)(60 min /1 hr)]. Figure 7 presents a comparison of the rainfall values used by the applicant and those values used by the staff.

Using the HEC-2 computer program, the staff calculated water surface elevations using, as input, its calcualted PMF flows and cress-sectional data provided by the applicant. Locations of cross-sections are shown on Figure 1.

PMF flows from the hills south of the station would approach the plant as sheet flow because there are no defined channels. On reaching the plant, these flood flows would be funneled between the structures with the major portion of the flow being oirected either in an easterly or westerly direction. Cross-sections 10 and 11 whose locations are shown on Figure 1, are at the high ground point so this is approximately where the flow would split. The portions of the total flow going west and east were determined by balancing flows such that the water surface elevations at sections 10 and 11 would be equal. The output from this balanced HEC-2 computer analysis was then used to determine the beginning water surface for area I shown in L __ _ _. ._ ___ ,. - . . _ _ _ - . _ _ _

Figure 2. HEC-2 input and output data for areas 1 through 6 are presented in Appendix C.

Figure 2 shows a delineation of the ground areas adjacent to the plant where flood waters could potentially rise to levels exceeding door entrances and the locations of those doors. The figure also shows those portions of roofs that would contribute runoff to the ground areas. To determine PMF flows for areas I, II and III, the staff conservatively assumed that all roof drains would be blocked and no credit was taken for any storage that may be provided on roofs. For areas I and III, HEC-2 was used to compute water surface profiles. As shown on Figure 2 cross-section 16 of area I and cross-section 59 of area III are at the same location and at a high ground point so flows were balanced at this location. Once flows were balanced, water surface elevations at doors to safety-related structures were deter-mined from the HEC-2 water surface profiles. HEC-2 input and output data for Areas I and III are presented in Appendix 0.

For area II, the staff thinks that HEC-2 is inappropriate for analysis because the ground area, where flooding would occur, is surrounded by buildings which form a basin where water would pond if it flowed in faster than it could flow out (see Figure 2). Thus for area II, the staff assumed that the ponding area would be similar to a small detention reservoir. To determine the outflow from the ponding area, the staff assumed critical flow conditions at cross-section 20, whose location is shown on Figure 2, and an outflow rating curve was computed. Using the Modified Puls flood routing

. a method, a maximum ponding elevation for area II was determined and this elevation was used as the maximum water surface elevation adjacent to doors to the Service and Diesel Generator Buildings.

The results of the staff's analysis of Area 11 are presented in Appendix E and a summary of the water surface elevations determined by use of HMR Nos. 51 and 52 is shown in Columns 6 and 7 of Table 1 (see Section 5).

As shown in this table, flood levels from a PMP event would rise above the door sills of five safety-related structures.

The staff could not determine the amount of water that would seep under the affected doors because the FSAR does not contain sufficient informa-

-tion concerning the type and dimensions of the doors nor any information describing the path that water would taken once it entered the affected structures. Information is also lacking that describes safety-related equipment affected by water inside the buildings.

4.2 Peggs Run Flooding The Peggs Run drainage area is shown on Figure 3. The staff did not use the McSparren method as was used by the applicant to calculate a PMF hydrograph for Peggs Run (see Section 2.2). Instead it used a method described by the U.S. Bureau of Reclamation (1977). Since the methods used by the applicant and staff were different, t M staff first computed a

. o flood hydrograph using PMP values from HMR No. 33 and compared this result with the applicant's flood hydrograph which was also computed using PMP from HMR No. 33. This was done to assure consistency between the two methods used. The two hydrographs are plotted on Figure 4. As shown on this figure, the hydrographs by the two methods are quite similar with the peak of the staff's hydrograph (18i000 cfs) slightly more conservative than the applicant's (17,000 cfs). On this basis, the staff concluded that the applicant's modeling procedure was acceptable and that the Bureau of Reclamation method, readily available to NRC, could be used for computing a PMF hydrograph using PMP data from HMR Nos. 51 and 52. Flood hydrograph computations for Peggs Run using PMP from HMR No. 33 are given in Appendix F.

Using the method described by the Bureau of Reclamation and PMP values from HMR Nos. 51 and 52, the staff computed a PMF hydrograph assuming that there would be no losses in the PMP. PMP values used are tabulated below:

Time PHP Time PMP Time PMP (min) (in) (min) (in) (min) (in) 10 0.3 110 .6 210 0.6 20 0.3 120 .8 220 0.5 30 0.3 130 .8 230 0.5 40 0.3 140 1.5 240 0.4 50 0.3 150 2.4 250 0.4 60 0.4 160 6.3 260 0.4 70 0.4 170- 2.2 270 0.3 80 0.4 180 1.2 280 0.3 90 0.5 190 0.8 290 0.3 100 0.5 200 0.6 300 0.2 The resultant PMP flood hydrograph had a peak discharge of 28,100 cfs.

This hydrograph is also plotted on Figure 4, and the staff's PMF hydro-graph computations are presented in Appendix G.

The HEC-2 computer program was used to compute water surface elevations conservatively assuming that the Peggs Run Culvert would be 100 percent blocked. The location of this culvert is shown on Figure 5.

The Peggs Run PMF would overflow to the area east of the highway embankment, but the major portion of the flow would remain west of the highway (see Figure 5). To determine the portion of the flow that would remain on the west side, various flows were assumed and water surface elevations were computed. By matching the water surface elevations at cross sections 31 and 50, the flows on each side of the highway were determined. For a PMF flow of 28,100 cfs, 24,300 cfs would flow between the cooling towers and the highway embankment and 3,800 cfs would overflow to the east side of the highway. The topography and locations of the cross-section used in this analysis are shown on Figure 5.

The water surface elevation computed at cross-section 40, for a flow of 24,300 cfs, is 731.3 ft. Since the lowest access to a safety-related structure is 732.0 ft (see Table 1), the staff concludes that a PMF on Peggs Run will not affect the safe operation of the Beaver Valley Station.

4.3 Effects of PMP on Roofs The applicant has not provided sufficient information concerning the design of roofs of safety-related structures. Therefore, the staff is unable to perform an independent analysis using PMP data from HMR Nos.

51 and 52.

1

5. CONCLUSIONS The results of the staff's analyses together with the results of the applicant's analyses have been summarized for critical plant locations in Table 1.

The staff has reviewed the design of BVPS-2 with regard to flooding from extreme rainfall events. On the basis of this review, the staff concludes that a PMP event would produce water levels that would exceed the door sill elevations of the Emergency Diesel Generator Building, the Auxiliary Building, the Fuel & Decontamination Building, the Control Building and the Service Building. However, because of the lack of information from the applicant concerning the design of doors, the staff is unable to determine the amount of water, if any, that would seep into safety-related buildings nor whether the safe operation of the plant would be adversely affected.

In addition, the staff is unable to determine how or if roofs of safety-related buildings would be affected by ponding from a PMP. Before the staff can complete its review, additional information will have to be furnished by the applicant.

An independent analysis of flooding from Peggs Run was performed by the staff conservatively assuming that a culvert, which conveys the runoff from Peggs Run below plant grade, would be blocked. This analysis showed that water levels would be at an elevation lower than the door sills of

TA8tE 1 Summary of Local Flood Analysis by Applicant and Staff (1) (2) (3) (4) (5) (6) (7)

Applicant's Analysis Staff Analysis Verification of PMP from Appifcant's Analysis HMR-33 PMP from HMR-33 PMP from mR 5i/52 Max. Water ~ Max. Max. Water Max. Max. Water Max.

Lowest Surface Water Surface Water Surface Water Access to El. at Depth E1.at Depth E1. at Depth Bldg. Access Over Access Over Access Over from yard Doors Sill Doors Sill Doors Sill Category I Structures (feet-asi) (feet) (feet) (feet) (feet) (feet) (feet)

Main Steam Valve Building Area 735.5 732.5 -

732.4 -

732.8 -

Safeguards Building 737.5 732.5 -

732.4 -

732.8 -

~

Reactor Containment 767.83 735.1 -

735.1 -

735.5 - i (equipment hatch) 0$

Emergency Diesel Generator Building 1 Door 732.5 732.5 -

732.4 -

732.8 0.3 3 Doors 732.5 732.4 - - - - -

Auxiliary Building 3 Doors 735.5 735.4 -

735.4 -

735.8 0.3 Fuel & Decontamination Building

1 Door 735.5 735.3 -

735.3 -

735.8 0.3 3 Doors 735.5 735.3 -

735.3 -

735.7 0.2 Control Building 3 Doors (So.) 735.5 735.4 735.4 -

735.8 0.3 i 1 Door (No.) 735.5 732.4* 735.4 -

735.8 ~0.3 Service Butiding 1 Door (SB-30-8) 732.0 732.5 0.5 732.4 0.4 732.8 0.8 1 Occr 732.5 732.5 -

732.4 -

732.8 0.3

'732.4 is the elevation listed by the applicant. The staff believes this is an error an'd should be 735.4 because the ground level in the area is 735. !

[f '

O safety-related buildings. On this basis, the staff concludes that flooding from Peggs Run will not affect the safe operation of the Beaver Valley Power Station - Unit 2.

9

6. REFERENCES American Nuclear Society /American National Standards Institute, 1976, (ANS/ ANSI) ANS-2.8/ ANSI N170-1976, "American National Standard, Standard for Determining Design Basis Flooding at Power Reactor Sites."

-- , 1981, ANSI /ANS-2.8-1981, "American National Standard for Determining Design Basis Flooding at Power Reactor Sites."

Letter, January 26, 1983, from E. J. Wooiever (DLC) to H. R. Denton (NRC),

Subject:

Beaver Valley-Unit 2, Application for license.

-- , June 1, 1983, from G. W. Knighton (DL) to various addressees (NRR),

Subject:

Licensing Review of Beaver Valley-2.

-- , August 31, 1983, from G. W. Knighton (DL) to E. J. Woolever (DLC),

Subject:

Beaver Valley Unit 2 Safety Review Requests for Additional Information.

-- , November 15, 1983, from E. J. Woolever (DLC) to D. G. Eisenhut (DL),

Subject:

Beaver Valley Power Station-Unit 2, Final Safety Analysis Report-Review Questions.

-- , May 30, 1984, from E. J. Woolever (DLC) to D. G. Eisenhut (DL),

Subject:

Beaver Valley Power Station-Unit 2, Identification of Backfit Requirement Number 1.

-- , November 8,1984, from E. J. Woolever (DLC) to G. W. Knighton (DL),

Subject:

Beaver Valley Power Station-Unit 2, FSAR Environmental and Hydrologic Engineering Branch Questions.

-- , November 20, 1984, from E. J. Woolever (DLC) to D. G. Eisenhut (DL), .

Subject:

Beaver Valley Power Station-Unit 2, Duquesne Light Company Backfit Status.

McSparran, John E., 1968, " Design Hydrographs for Pennsylvania Watersheds,"

Journal of Hydraulic Division, ASCE, Vol. 94, No. HY7, pp. 937-960, July.

U.S. Army Corps of Engineers, 1973, " HEC-2 Flood Hydrograph Package, Computer Program 723-X6-L2010." Hydrologic Engineering Center, Davis, California, October.

U.S. Atomic Energy Commission, 1972, " Standard Format and Content of Safety Analysis Reports," Revision 1, October.

U.S. Bureau of Reclamation, 1977, " Design of Small Dams," pp 46-93.

, e U.S. Department of the Army, Office of the Chief of Engineers, 1952, EM 1110-2-1411, Civil Engineering Bulletin No. 52-8, Standard Project Flood Determinations, Washington, March.

U.S. National Weather Service, 1980, " Comparison of Generalized Estimates of Probable Maximum Precipitation with Greatest Observed Rainfalls,"

NOAA Technical Report NWS 25, page 15, March.

U.S. National Weather Service & Corps of Engineers, 1978, " Probable Maximum Precipitation Estimates, United States East of the 105th Meridian,"

Hydrometeorological Report No! 51, June.

U.S. National Weather Service & Corps of Engineers, 1982, " Application of Probable Maximum Precipitation Estimates - United States East of the 105th Meridian," Hydrometeorological Report No. 52, August.

U.S. Nuclear Regulatory Commission, 1977, " Design Basis Floods for Nuclear Power Plants," Regulatory Guide 1.59, Revision 2, August.

U.S. Nuclear Regulatory Commission, 1981, " Standard Review Plan for Review of Safety Analysis Reports for Nuclear Power Plants--LWR Edition",

Section 2.4.2-FLOODS, NUREG-0800 (formerly NUREG-75/087), July.

U.S. Weather Bureau, 1956, " Seasonal Variation of the Probable Maximum Precipitation East of the 105th Meridian for Area from 10 to 1000 Square Miles and Durations of 6, 12, 24, and 48 hours5.555556e-4 days 0.0133 hours 7.936508e-5 weeks 1.8264e-5 months ."

Hydrometeorological Report No. 33, April.

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7. APPENDICES e

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O APPENDIX A HEC-2 input data.

Applicant's analysis

EVPS-2 FSAR TABLE Q240.16 '

ECHO PRINT OF INPUT DATA Area E SCNS MDf7 SF DSU7 M74 anaamaamatttttiittiseeeeeeemensamenwen 1717.t119p at 4e47es01234e470901:34e470901:34e4709012340470901ame4700ent34e470901:34547090 71 MM. M07tR SisFACE Elv. 34515 LOCAL ple' = 3. W FLmff 3t75 & M.

78 0F BIS EW't Ref. MAP = EC WS. 98. 8700-SE-e01-fMe 7/87/63 73 FLM 19 TAM E48719 Ptem Elme TWEM 19 SISS SMW J1 8 .0091 730.

JS 1 -1 15 J3 110 150 NC .04 .04 .03 .1 .3 47 4 730 Sie ele ' tes El to 9 140 240 0 9 0 GR 735 0 130 0 729 le 788.3 100 788.5 140 M 734.3 300 729 100 730 310 735 310 M 25 e 145 300 120 100 180 GR 735 0 130 0 730 44 789 140 729 145 OR 789 300 730 350 735 350 07 4 475 745 055 030 M R4 7 140 214 270 155 140 GR 735 6 735 140 130 140 730 Ele 731 234 GR 732 tot 735 245 47 4 855 345 435 410 El 23 1 et 124 40 40 40 GR 735 0 135 de 730 40 730 M 731 120 GR 732 let 735 150 N1 ft 5 50 1et 105 les 100 GR 735 6 730.7 5 730.7 50 731 let 732 110 El 21 4 52 110 45 45

45 GR 735 6 732 50 731 58 731 45 732 110 GR 735 112 07 4 175 245 355 330 M 20 e 18 40 140 140 140 GR Me e 735 6 7M 1e 733 30 732 48 04 732 10 735 M 740 90 07 4 et 150 240 215 M 14 9 50 95 100 100 100 08 MG 0 735 6 731 te 731 40 733 45 OR 733 50 738 14 738 95 MS M M 14 4 55 100 800 800 See SR 740 0 735 6 734 30 733 5 733 100 GR MG 100 M 14 0 74 112 100 104 100 GR Me G 735 0 734 34 733.5 M 733 14 08 733 lit 135 Ite 740 180 07 4 0

90 100 155 M 13 4 20 44 44 ed M GR Me e 734 0 733.5 to 733 40 733 44 GR 734 50 735 51 740 40 N1 12 5 ft 34 44 44 44 GR Me G 734 0 733.5 te 173.5 34 Me 34 El 11 4 se 70 110 110 110 GR 740 0 ?M S 733.7 30 733.7 70 734 et am 140 00 EJ .

Amendment 9 1 of 6 December 1984 A.)

. - , - - _ . . . _.c-.. ,m.-_.-_. _ . , _ - - , . _ _ _ _ _ - , . . - _ _ _ . - _ . .__-__%. ,,,c,,,.__ ,.,,c _._ - _ . , . _ _ _ - - _ , . , , , , , _ . . --,

1 BVPS.2 FSAR TABLE Q240.16 1 (Cont)

Area E 2CMO PRINT OF IwUT SATA cosecesee11111111112tteettet:373331333 77777777774 1 3ess7esentses47eostaneestevoltsessvevoltseesteventsessissettseestepelsseestees 71 oths. et4Tre sueFAct EtV. Out 70 LeCAL Pw . s. er PuNr stTE & M.

Te er sts stePE, str. et4P . eLC sus. Ms. e7ee-ex.eet.Fase T/t?/es T3 F1AB4 ftpeAAS BAST TO PfeOS St#fe THEN TO 63630 RIVER J1 3 .ee91 T3e.

Je t 1 15

T1 - MAN. teAfte 25PFACE ELEV. DUE TO LOCAL PW . S. OF PuMT SITE & M.

TE OF BIS sLOPt SEF. MAP = DLC DMS. fe. 470s.85.e01.F84. T/t?/03 73 FLON Tenap5 RAST TO PtoGS SUPT. THEN TO EstIO RIVER J1 4 ^ .se91 73e.

Jt 3 1 T1 4442. te4TER sL5PFACE EttV. DUt TO LOCAL PW = S. OF PLANT SITE & M.

TI OF BIS sLOPf e Str. HAP DLC OMB. MO. e7ee.#N. eel F84 T/t?/03 T3 FLON TOMARO EAST TO PtseS RtAt TMtM 70 13410 RIVER J1 8 .e091 73o.

JE 15 1 ta Amenhent 9 2 of 6 December 1984 A1

BVPS 2 FSAR TABLE Q240.16 1 (Cont)

Area W (CM0 PRINT OF IfpWT DATA i l

l 00000000011111111113822222222333333333344444444445555555555444444444471777777??4 1834 N 70001234N 7090123454709012345470901234N 74901tM06700012340470901234N 7990 i 71 MAN. MAftW SLEPact Etv. But 70 LOCAL Mr = S. WP FLAfff SETE & M.

78 0F BIS EWie StF. HAP = OLC DNS. PS. 8700-85=4014. 7/37/E5 73 FLOH 70!two E. 70 PE448 RWt & H. AN0WS WIPPIMWWT TO SIIS 5.

J1 I 1 730.

Ja 1 1 J3 110 150 MC .M .04 .03 .1 .3 07 4 440 350 240 205

.1 40 12 24 144 0 0 0 64 735 6 734 4 733 24 732 28 731 32 62 730 34 729 42 728 72 730 80 733 48 G1 734 144 735 144 X1 54 10 22 140 45 45 45 et 140 0 735 6 734 II 734 22 733 34 SR 732 40 733 de 734 140 735 195 740 194 X1 54 10 30 102 134 115 125 GR 740 0 735 6 734 10 734 30 733 M GR 733 140 734 let 734 200 735 Ste 740 Ste N1 54 13 130 330 200 195 195 OR 740 0 735 4 734 12 TM tt 734 40 SR 733.5 es 740 80 740 130 733 130 733 let SR 734 330 734 190 740 290 GT 4 405 315 225 250 X1 52 4 10e 250 11s 100 104 GR 740 0 735 ft 735 50 .MS 30 740 100 84 734 100 734 250 140 250 N1 51 10 et 320 110 105 110 i GR 740 0 734 4 735 44 740 44 740 42 1 GR 735 et 734 lit 734 Ste 734 138 740 23t 31 50 9 105 830 135 130 130 j OR 740 0 735 10 735 50 Me 30 744 105 M 734 les 734 230 734.5 RSS 740 800 21 10 4 to let 140 100 120 SR 140 0 735 6 734 14 734.5 R4 734 115 81 734 142 734 148 740 144 EJ T1 MAN. M4ffR SURFACE REV. DUt TO LOCAL MF - S. OF FLANT WITT 4 M.

T2 0F BIS ESPt. RtF. Map . DLC SMS. MD. 4700dN 0014. 7/t7/03 T3 PLOM 70Mame E. TO PEGGS RUN & M. AROWS ENIPPDWORT 79 13130 R.

J1 3 1 730.

Ja E 1 T1 MAN. M47tt SLSFAct Etv. DUE TO LOCAL Per . S. OF PLANT SITE & M.

TI 0F BIS EWE. RfP. MAP = EC 006. MD.* 8700=WN-401.P. 7/97/03 73 PLOM 70HAAS t. TO PEOSS DUM & M. AS0WS SMIPPBWWF 79 SIIs 3.

J1 4 1 730.

Ja 3 1 71 MAN. Maten Snaract Elv. But 70 LOCAL P99 S. WP suffT SITE & M.

72 0F tis E0pte REF. MAP - EC DNS. MO. 4700=#N.401.P. 7/37/83 T3 FLOM 7tMAAB t. 70 Pttes WWt & M. AS0WS SIIPPBWWT 79 3830 9.

J1 5 1 730.

J2 15 1 Amendment 9 3 of 6 December 1984 A4

I BVPS.2 F5AR l

. TABLE Q240.16 1 (Cont)

I Area I ECMG PRINT OF 19miT SATA 0.nn.unumuumm3ilm----m-mnnnu.

m.um m um.a~4mun. m.m.umem.um.m.u=0m.am I 71 LOCAL P90' et SITE . Baste CN l#5 le 33. Sir 005 12t414Y.M )

TI 7 & 11764.RY.tc.9e BIWC. OF ROOF FLON 05810. FCE ASSA SETMEEN 1 T3 WEIT 01 & St TalARO SOUTHe 30tteTWEAN 00PTH DtfteN. BY BSP, But J1 2 1 733.0 Ja 1 1 J3 110 150 NC .430 .030 .414 .1 .3 GT 3 30.9 33.9 43.9 X1 10 4 1 105 0 0 0 64 734 0 734.4 1 735 50 735.3 40 735 105 63 734 104 47 3 30.3 33.3 43.3 M1 11 4 50 105 30 30 30 CW 734 0 734.0

1 734.8 50 735 79 735 105 64 734 104 GT 3 25.2 28.2 30.t X1 12 8 50 113 50 50 50 GR 734 0 735.5 1 735.5 50 735 51 735 OS 84 735.3 100 735 113 734 113 tC .030 .030 .025 .1 .3 GT 3 21.4 24.4 34.4

N1 13 4 1 71 de de de SR 734 0 734.1 1 734.7 23 735.3 43 735 77 Sa 734 17 X1 14 5 1 131 40 de 40 Sit 734 0 735 1 735.3 73 735 131 734 138 07 3 0.01 3.0 13.0 El 15 4 2 133 de 80 de OR 734 0 735.2 2 735.2 55 735.3 75 735 133 00 134 134 X1 le 4 I 133 30 30 30 64 734 0 735.2 2 735.2 55 735.3 75 735 III CN 734 84- -

EJ T1 LOCAL Pte' OH SITE = baste St MIR Me 33. REF 005 18241.RY.4E ft 7 & 11700.RY.tc.9 SIRC. OF 00CF FLoll CONSIO. F03 A#tA SETMitM T3 WitT 01 & St 7C;4Ap0 SOUTHe 00tessTREAll OtFTH DETERH. SY StP. IluH

. J1 3 1 733.8 JE I 1 71 LOCAL Pts' OM SITE = SAStB CH Hest le 33. BEF MS 128414Y.Ct Tt 7 & 11700.RY.tc.9. DISC. OF 000F FLOW CEBI5IS. FWI 4AEA Dt19EEI4 T3 UtIT 01 & St 191&A110 SOUTHe D0tedTREAlt SEPTH etTEtti. SY S47. Alti J1 4 1 734.1 Jr 15 1 t'l 4 Of 6 December 1984 Amendnent 1 A4

BVPS.2 FSAR TABLE Q240.16 1 (Cont)

Area II ECHO PWIffT OF IMUT DATA masseeasa t t i t i t i t i t tst rove r-e tttiv.ivutaammaaaaamassammmmmmadannu T177177?na I t34 N 70901234M 78901234H 70901234N 70901234 N 70901234N19901234N 78901234N 7090 71 LOCAL PDF M SITE 3A089 et left MS. 33, 72 Rtr CH5.18241.AT.N.7 & DLC W5. t:0, 0700.NE.0014e 7/27/03 T3 DEACTGt CONT. T MANO EAST STAST CC.9UTATIM AT CRITICAL 00P7N J1 2 1 738.

Jr 1 1 J3 110 150 MC .030 .030 .014 .1 .3 GT 3 4.1 4.4 14.4 X1 20 4 0 10 0 0 0 GR 735 0 731.75 0 731.75 10 735 10 GT 3 4.4 4.7 11.0 N1 21 0 0 0 40 40 40 GT 3 4.0 4.3 10.7 X1 ft 4 0 17 to to It 62 73 5 6 732.0 0 732.0 17 735 17.5 QT 3 3.4 3.0 9.4 El 23 4 0 11 to 22 f4 SW 735 0 732.0 0 732.0 11 735 11 X1 24 4 3 25 to 22 20 et 735 6 732.0 3 732.0 35 735 25.5 ST 3 3.0 3.3 0.2 N1 25 4 5 55 11 14 12 GR 735 0 732.0 . 5 732.0 55 735 40 N1 to 4 3 22 15 25 25 OW 735 1 732.2 3 732.2 32 735 25 EJ T1 LOCAL PW ON SITE = SAStB CH IWW HO. 33.

T3 Rtr DMG. 1824107 08 7 & OLC DW3. HO. 4700 42 4014e 7/27/05 T3 REACTOR CONT. TOMAR0 EAST START COFLTATICR0 AT CRITICAL DEP7N 738.

J1 3 1 JE I 1 71 LOCAL Ptr CN SITE = O&St0 CN 9861 MO. 73, 72 REF DMG. It241.RT.St.7 & OLC ONS. MO. 4700-RN.0014, 7/37/03 73 StACTOR CERff. TOMAND EAST START C01FUTAT190 AT CRIT 3 CAL 00P7N J1 4 1 732.

Jr 15 1 i

l i

i e

Amendnent 9 5 of 6 DeCORber 1984 1

A5

- - - - . - - . , - - , -- ,n- ,c.~ . - , - ------..---,.,_,n,- , - - , , . , . - - - - - - - - , , , , - . , - - - - - - - - . - . . . - - . - - - - - -

EVPS.2 FSAR

, TABLE Q240.16-1 (Cont)

Area III 2000 PWINT OF IBMIT SATA esseSee8011111111112ttaatra2 33333333334444444444555555555s44444444447777777777e #

a t 34s47ete1834s47esel:34 s47epe1834a47ese1834s47ete1834s47ste1834s47ees t:34s47ete T1 LOCAL pees OM stTE - ansto OH ese MO. 33. etF DM58 SAN 1170s 72 -av.tc.9.1st41.av.es.1 a OLC Ous. M0 e7es.ex.eet.Fe 7/t7/43. M.

73 0F BEACOTR CONT. 70MARO EAST START COWUTATItWe AT peellAL DEPTM J1 2 .01324 734.2 JR 1 -1 J3 110 150 MC .030 .938 .414 .1 .3 07 3 58.3 55.3 45.3 X1 50 5 28 70 8 8 8 GR 735 6 734 20 734 47 134 70 735 70 GT 3 54.9 51.9 41.9 X1 51 5 14 45 de de et SR 735 0 734.2 14 734.8 55 734.4 45 735 45 07 3 51.8 48.4 10.4 X1 52 5 23 40 55 de 45 Gil 735 6 735.0 10 734.4 23 734.5 55 735.2 80 GT 3 44.7 43.7 33.7 X1 53 5 20 to et et te SR 735 0 734.75 to 134.5 50 135.5 90 735.5 103 GT 3 44.4 41.4 31.4 X1 54 5 to 90 40 40 40

SR 735 0 734.75 to 734.5 5e 735.5 to 735.5 100

' Of 3 34.5 35.5 25.5 i X1 55 5 to 90 55 de 45 l GR 735 0 734.75 to 734.5 45 735.5 90 735.5 to MC .030 .930 .025 .1 .3 07 3 35.8 32.0 ft.e X1 54 5 23 to 25 35 50 GR 735 6 734.75 23 735.0 54 755.5 to 735.5 105 47 3 33.9 30.9 29.9 X1 57 4 9 de 10 25 50 84 734 0 735 0 734.75 et 735.5 15e 735.5 105 GT 3 15.2 22.2 12.2

. 21 54 4 5 115 15 45 et 44 134 0 735. 5 735.0 115 734.0 Its GT 3 31.1 14.1 0.1 .

21 59 4 5 75 35 45 48 88 734 0 735 5 135. 75 734.0 et EJ T1 t0 CAL peer eM SITt . BAS 40 GM teel MD. 33. SOF SIS 8 SAM 11744 78 -#f.8C.9 1tt414Y.St.1.& DLC 0888. MO. 570s.WN.941.F e 7/t7/85 M.

T3 0F stACOTW CONT. 7E4ARO RAST START 5 CEDFUTAT3tRt AT festlAL DCPTM J1 3 41324 734.3 Jt t 1 T1 LOCAL P90' OH BITE = SA$to OH l#58 MO. 33. RtF Dist $4M 11700 ft .af.tc.9.1tt41.RY.et.1 & DLC 083. 680. 8700.RN.Se1.Fe 1/I?/e1. M.

T3 0F REAC07W CONT. 7Ct480 EAST STARTS CSPUTATION AT MORMAL SEPTM J1 4 .01320 734.5 t

J2 15 1 Amendnent 9 6 of 6 December 1984

...n.-~... .

k6

- - - - - .,- - --- - - . . - - . - .- , , - , .__-.,c -_ , _ . _ _ _ _ _ _ _ _ _ , _ _ _ _ __ _ ,_ _ . , , _ , __. ,_ _ ,, _ _ _ _ _ _ _

APPENDIX B HEC-2 input and output data.

Staff's analysis of areas E and W and area II used to verify applicant's analysis

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72 Td;i Ran 15 70 SERIF THE AF8;1CAhT'S ANALYSIS. DECEEEK 31,1964.

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Rtggtof1 REPINDER-- DID YDU LIST YDUP INFLOW VRLUE! BETu1EN LIME 5 1130 HND 119p? IF Sue YDU NHY HMvh DELETED H Lant 87 N. Lit;tnf. J34]g g IF THAT IS THE LA5Es 1 HEN FDLLuw 1HL USEk Insikutiluns La51ED btLuw USER--- HIT THL

ESL' KEY USER--- 1YPE NEW g USEE--- TYPE REkbt **MDDPULS**

USEE--- RETYPE YOUR INF LDW VHLUES IN THE CDREECT LIRES USER--- RERUN PkD6RHR IF THE vmLUES ARE LISTED CDR*iCTLYe TF:EN FDLLDu 1Hk INSTRUCT 1DMS DELDW FLDDD RDUTIN6 *=. [ j $M kj 00 INPDUNDMENT NRRE? BVPS-2 PMP FLDDDin6 FROM FtREN !!. PRP 15 FROM HRP-JJ.

NOTE: SEPRPRIE DH1H ITEN5 WEWUkSTED WITH CDRMHS ENTER R YHLUE OF -le-le-1 10 LMD DHlH ENTRY ENTER DISCHAR6E (CF5), STDDR6E (HCF1). ELEVHTIDN & t)? U.0e.0 ..734.$'

ENTER D13CHAh6E (CFS)e 51DRA6E (RCFT), ELEvmT10m (F1)? 2.0e.0060 732.1 ENTER DISCHORbE (CF S) , STDRR6E (RCFT>e ELEVRTIDN (F T) ? 5.0e.0122 732.2 ENTER D15CHHW6E (CFS), SIUWHet (HLF1), ELEvHisun wesr W.Ue.U1WJe/J2.J ENTER DISCHA*6E (CF S) e 51DWHwt (HLel). ELEvHf lun tel)'r 14.Ue .0444.732.4 ENTER DISCHAR6E (CFS), 31Dem6L (HLFT). ELEYmilDM LF 1 ) ? 2 0. 0 e . 03 05. 732. 5 FNTER DISCHA&6E (CFL), STDWH6E (RLFT). ELEVA11 Dn (P T) ? 27. 0s . UJbbe /JE.6 ENTER DISCHAR6E (CF S) , ST OR#bF. (HLF1)e ELEVH11DM (F 1) ? 41.3e . 0489 732. 8 ENTER DISCHAR6E (CF S> e STDRm6E tRCFT). ELEYH110M (FT)? 56.0e.0611,733.0 ENTER D15 CHAR 6E (CF S) e 31DRmet (HLel)e ELEvHe aun te t s'r -le-le-1 INPUT TIME INCREMENT (HRS.) ? .UB33J DISCHAR6E STDRR6E ELEVRTIDN 5/T + W/2 (CF S) (RCFT) (F 1 ) (CFS)

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!TDS AT 01270 e

t 1k P2 i

APPENDIX C HEC-2 input and output data.

Staff's analysis of areas 1 through 6 using HMR Nos. 51 and 52 q- - -,- +

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APPENDIX 0 HEC-2 input and output.
Staff's analysis of areas I and III using HMR Nos. 51 and 52
FAEE I 9~
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*e APPENDIX E Routing output. Staff's analysis of area II using HMR Nos. 51 and 52 4
4
RUN REMINDER-- DID YDU LIST YOUk 1NFLUw YALUES WEtwatn LINE5 1130 AMD 1190' IF $0e 400 PMV MMvh DELETEP M LINE Dv ACCIDEN1.
IF THAT IS THE CM5Ee THEN FDLLDw IME USER INS 1RUL110N5 LI51ED btLuw USER--- HI T THE 'E50' KEY USER--- TYPE NEW USEm--- TYPE MEkMk **PCDPUL5** USER--- RETYPE YDUR INFLDw VHLUES IM TMt Luer *ECT LINES USEk--- RERUN PRD6PNm IF THE VALUES RRE LISTED CDRRECTLY, THEN FDLLDW THE INSTRUCTIDN5 BELOW FLOOD RDUTINb -- IMFDUNDMENT NRREt. E. vPS .2. PMW
~ __ mFLDDD RDUTIN6 .RkEN. 11.PMP.m 15 FROM HMR-51/52 WARNIN6 71152 RT 00290 - INYRLID UMWUDTED-Stk1N6 LMR>MLIEkl F'LEH1E WE-5UPF'LY 1 BVPS-2 PNP FLDDD RDUTIN6 MNEH !!. PMP 15 FRUM HNW 51-52 NOTE SEPR# RTE DATR ITEM 5 REGUE51LD WITH COMMRS ENTER A VHLUE DF -le-le-1 10 END DMIM EMTRY ENTER D15 CHAR 6E (CF S) . 51DR%E (MLFT)e ELEVN11DN (F1)? 0.oe.0000 732.0 ENTER DISCHae n (CFS). STDenu (nCFT). ELEVRTION (P T ) Y 2. 0 .0U60 7J2.1 WARNING 71165 AT 00380 - ILLE6M. NupERIC DATRI PLEASE RE-SUPPLY ? 2.0 0060e732.1 ENTER D150HM6bE (CF5)e ST Dw%E (Mtet), ELEVR11DN (F17Y S.De.0122 732.2 9.U .01mJe742.3 ENTER DISCMHRM (CF S) . STDRM6L (MLP T) . ELEveTION (>177 WADMIN6 71165 RT 00300 - ILLEbML NUMERIC DATHI PLEM5E RE-SUPPLY 1 9.0e.0183,732.3 ENTER DISCHMW6E (CF5), '. , UwMW (MCFT)e ELEvMt!UN (>t>Y 14.U,.Ud44e73d.4 ENTER DISCHRen (CFS), STDDHM (MLFT), ELEvmT !UN (PT)? 20.2.0 0305 7J2.5 ENTER DISCHAR6E (CF 5) , STD8e%E (HLF T) e ELEvmTIDM (FT)7 27.0e.0366 732.6 ENTER DISCHfWtn (CFS), STDRMR (RCF T) e ELEVR110N (F T) ? 41. 3 e . 04ev e 732. 0 ENTER D15CHe#6E (CF S), STOR*6E (MCFT)e ELEvm1tDN (F T ) ? 56. 0 0611 733. 0 ENTER DISCHe#6E (CFS), 51DRMu (RCF T> e ELEvnTION (FT)? -l e-le-1 INPUT TIME INCREMENT (MRS.) T .08333 DISCHARM STORR6E ELEvMTIDM 5/T + U/r (CF S) (RCFT) (F T ) (CF S) .0 .0U .UU .000 .0 .00 73d.UU .000 2.0 .01 7J2.10 1.871 l
5.0 .01 73d.ru 4.ETE f-9.0 .02 73r.JU 7.137 ( l
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APPENDIX F Flood Hydrograph. Staff's analysis used to verify applicant's analysis of Peggs Run 4
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ML20128G341

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