ML19317F403

Forwards Questions Re Flood Potential & Ultimate Heat Sink Dependability Arising from Review of FSAR & Psar.Requests Meeting W/Util

ML19317F403
Person / Time
Site:	Oconee
Issue date:	03/23/1972
From:	Nunn D US ATOMIC ENERGY COMMISSION (AEC)
To:	Schwencer A US ATOMIC ENERGY COMMISSION (AEC)
References
NUDOCS 8001140652
Download: ML19317F403 (17)

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. UNITED STATES -

"MMI ATOMIC ENERGY COM. aSSION

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n NOTE FOR A. SCifdENCER, PROJECT IMUAGER, PWR BRANCH l, DRL i

THRU:,, Wg.GAIGIILL, CHIEF, SITE SAFETY BRANCH, DRL

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HYDROLOGIC EUGD:EERDiG QUESTIOUS ON OCONEE RUCLEAR STATION, UNITS 2 & 3, DOCKisT ROG. 50-270, 287 Enclosed are hydrologic engineering questions prepared by L. G. Hulman on-thb subject plant for your transmittal to the applicant. They are necessitated by a review of both the FSAR and PSAR based on the project

. review plan where it was found that the material presented on flood potential and the dependability of the ultimate heat sink were insufficient t'o prspare an acecptable ACRS hydrologic engineering sunmary based on present licensing practice as embodied in the

" Standard Tomat and Content of Safety Analysis Reports for nuclear Power Plants," (February, 1972). The applicr

s material uns revicwed by our consultant, the USGS, in 1907 and 1970.

However, we note that

. heir-review did not consider the level of flood risk and water supply dependability considered in present licensing practice. We note that the applicant hc.s recently completed responses to similar questions on his McGuire plant and, therefore, should be quite knowledgeable in the specific subject areas.. It is our understanding that these questions are scheduled to be furnished the applicant on April 19, 1972.

We consider it desirable to have an informal meeting with the applicant to discuss the requested materit.1, and to obtain basic data and informa-tion.to nilow us to undertake an indepcndant hydrologic engineering analysis sinultaneously with the applicant.

Ihis simultaneous analysis is suggested to help expedite the review.

It is possible that the en-closed questions could be modified as a result of the suggested meeting.

Finany, we note that any potential changes in either the design or operation of any. plant facilities are not considered to be extensive.

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9 Enclocure:

Hydrologic Engineering Questions ccw/ encl:

R. DeYoung, DRL G. Arlotto, DRS D. Lange, DRS 4

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a INDf0 LOGIC ENGI!;EERI G OYES ~ TONS OCONEE MUCLEAR STAT 10.., lT'ITS 2_ & 3 D0C. NOS. 50-270,_237 1.

To fully substantiate the capability of the plant to sustain the ms t severe flooding reasonably possibic at the si te wi thout a loss of safety related function, two distinctly dif ferent conditions should be analyzed in addition to those presented in the PSAR.

The two con-ditions are the occurrence of a probable maximum flood (Pl1F), and the

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possibility of a seismically induced flood caused by the failure of upstreem river control structures and/or la.idslides.

'Ihe following ques tions in this area should be answered in suf ficient detail and include the basic information necessary to allow an independent hydro-logic engineering review to be made j a a nanner directly analogous to sinilar questions and responses on your licGuire Nuclear Station:

a.

Tne PSAR flood analysis has been conpared.cith P!IF estimates by the Corps of Engineers for other locations and for other nuclear This comparison indicates the f power plant sites in the general regier.5cd is substantially N

higher in peak discharge than the severe floo6 analyzed in the PSAR.

Two tethods of estinating the nagnitude of the F11F nay be used for the Oconee site because o f the detailed es timates by o the rs in the area (only one analytical technique would suffice at other locations where such estinates are not availabic) as follcus :

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1). Undng modifications of the probable maximum storm estimated i

_ for llartwell Dam by the 11ydrometeorological Branch of the Wealther Bureau (now NOAA) for the Corps of Engineers or genteralized probable maximum precipitation values, verifi-abLe unit hydrographs, and routing characteristics, estimate

- the separate runoff hydrographs for the Jacassee Dam drainage the intervening area between Jacassee Dam and Keowee Dam and 4

(a) a local probable maximum storm critically centered -

for abo re Jacassee Dam; (b) a local probable n.aximum storm o

critically centered above Keuace Dam; and (c) a local prob-able maximum store critically centered above the intervening area bettreen dams.

For cach of these three cases', determine the nost severe stillwater conditions at the plant site t

resulting from the separate reservoir regulation of each

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flood with an assumed antecedent flood about half as 1

- severe occurring 3-5 days previously.

'Ih e integrity of both di should be analyzed to ascertain whether there is any

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' possibility that they could fail, during such severe events.

NOAA is the Iiatiencl Oceangraphic Atmospheri'c' Administration 9

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If failure is considered possible, the resulting conserva-tively severe effects should be included in the estimates of the static and dynamic flood level. considerations at the plant site..The Hartwell Dam probable maximum storm catimate is discussed in a memo from D. R. Ilarris, Hydrometeorological

~ Section of the Weather Bureau (now NOAA), to G. A. Hathaway,

" Corps of Engineers, dated Jan. 5, 1951.

Generalized probable

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maximum precipitation values are available from Hydrometeoro-

'logi cal Report No. 33, " Seasonal Variation of the Probable Maxi' mum Precipitation East of the 105th Meridian for Areas f rom 30 to 1,000 Square Miles cad Durations of 6,12, 54 and

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All llours," Weather Bureau (now NOAA), April 1956, which may be reduced by 10-15. percent for basin shape. In addition to the br. sic supporting documentation required for this analysis, present a topographic map of the plant site area showing the finished grading and pertinent elevations to allow an indepen-

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' dent review to be made of the potential for floods to flank the dnm and flood the' site.

2)

Because of the number and proximity of detailed Plf estimates,

the upper limit of the worst conditions discussed above is considered to' be a Jacassee inflow

• hydrograph with a peak dis-charge of 170,000 cfs and an intervening area Keowe.e inflow hydrograph of-130,000 cfs. Hydrographs with these peaks may T

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be readily approximated by multiplying all ordinates of less severe his torical or reliable hypothetical hydrographs by the ratio of peak discharges.

Provide the same analysis of plant flood potential discussed in 1) above.

'b.

. Substantiate that Jacassee Dam will be capable of sustaining a lo' cal OBE and a coincident flood about half as severe as a P or a local SSE uith a full flood control reservoir and a coinci-dent downstrean adverse hydrologic condition (such as a 25 year flood).

Alternatively, demonstrate that there would be no less of any plant safety related function as the resuit of a pos tu-lated severe failure of Jacassee Dam coincidentally with a flood about half as severe as a PMF.

Present your assumptions and pro-

- vide sufficient information to allow an independent review to be made of your analysis and conhlusions.

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Superimpose the effects of coincident wind. wave activity on the c.

1' worst of the above "stillwater" conditions.

The significant and maximum wave heights, resulting runup and resulting static and dynamic forece may be readily determined by using a 45 mph over water wind speed from any critical direction, and the analysis

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\\i techniques ~ presented in U. S. Army Constal Engineering Resea rch Center " Technical Report No. 4, Shore Protection, Planning and

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Design," third edition..

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2.. Provide.the fo11ow1n' g analyses in sufficient depth to allow an independent review to be made of your assumptions and conclusions on -

the adequacy of your source of emergency cooling water.

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Provide an analysis of the hydraulic stability of the' intake channel weir during the rapid drawdown which would result from a postulated failure of either or'both Keoace Lake dams and a con-I current low river flow condition.

Describe the cons truction of ii grouted riprap cover, and how you intend to periodically inspect this unde.rwater structure to assure its continued dependability and integrity during the-life of the plant.

This analysis may refer to the'natorial presented in Supplement 6 to the PSAR, but should include estimates of the r'cximum velocity on the downstream l

I side of the weir based on the use of the concept of naxinum veloc-

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ity at normal depth with a roughness parameter realistically ref.lecting the coarse riprap you have used.

Discuss the ability

.of the riprap to withstand these maximum velocitics.

A prelimi-nary independent review of the hydraulic c,apability of this rip-

- rap indicates it may be insufficient to protect the weir embanknent in the event of sudden draadaan.

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Postulate a mechanistic failure of either Keowee Lake dam b.

provide a detailed ana3ysis of the duration of water supply If recirculation is proposed, available from the intake canal.

the analycis should include consideration of this postulated accident ucing severe evaporative meteorological conditions, and should include the bases for effective pond cooling area where circulation patterns could reduce the available surface If the available supp19 is less than 120 deys, describe s

area.

the location, dependability, and une of aryv alternative sources.

State the minimum submergence requirements for all reservoir intake pumps.

pcstulate a mechanistic failure of the intake canal dike frcm c.

Discuss the methods to be c.gloyed and the unknown ca ses.

f other scurces of water supply to shut down all capability three units and naintain than in a shutdown mode for 30 days; and for 120 days.

~ Postulate a mechanistic fci3ure of the side.clopes of the intake d.

canal bnd discuss the methods to be employed to shut the three units down and maintain them in a shutdown mode for 30 days; and for 120 days.

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s ANSWER 2(e) jf4 ' analysis of > hydr'aulic, stabil ity of the inteke channel weir during the rapid drawdown resulting from.a postulated failure of either or both Keowce Lake Dams is" included in answer to question 1.3, page 2, PSAR Supplement 6 A

stabill'ty analysis and its results'were included.

Information has been provided in ~ Supplement 6 of the PSAR which outlines the-rapid' drawdown condition of Lake Keowee due' to a failure of eithe r of the dams.

The failure of Keowee Dam resulted' in the more rapid drawdown. The rate cf drandown was determined to be 34.5 seconds per foot and this value was used as a uniform rate. for all subsequent ~ calculations of velocity on the face of t

the weir.

' The pond behind the weir cnd the Lake were assumed drawn down at the scme rate until the ef fe~ct of the whir began to limit the discharge rate of the pond. -This occurred at elevation 778 The rate of dreadown for Lake Keowae was. assumed to continue at the uniform rate while the rate of drawdcun of the intake channel decreased as the-cvailable head eser the weir decreased. Attached Figure i shows the^ relationship of the elevation of the pond to the elevation of Lake Keowee at any point in time af ter the failure of Keowee Dcm The face of the submerged weir is assumed to be a trapezoidal channel with a cross-sectional geometry which varies according to elevation. The maximum velocity-will. occur;for any given discharge at the point in the channel which

- has ' the' norrowest bottom width. This point will always be at the elevation of LLake Keouse as:it is drayntdown.- For any elevation of Lake Keowee there is a l

corresponding elevation of the intake pond behind the weir and this elevation was used to compute the discharge over~ the weir. When the discharge was com-

.puted it uas then-applied to.the cross section of the weir at the elevation of fh<

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'like.Keowee :to co;npute the maximum velocity.

In order to determine the maximum velocity, the " normal depth" was first cal-culated by solution of the 11anning equation using the previously determined I

' discharge, the slope of 'the face of the weir and a coefficient of roughness (n).

The value of "n" used was 0.030 for grouted rubble as outilned in Desian of smal l Dams, page 443.- The area and hydraulic radius were calculated in terms of the " normal depth" end the " normal depth" was then determined by trial and error solution. The area of flow could then be calculated and the velocity determined by'the use of Q = AV.

The maximum velocity occurred at elevation 770 due to the rapidly decreasing discharge rate and was calculated to be i t!!

28.4 ft per second.

Attached Figure 2 shows. the maximum velocity on the face of the weir at the tailuater suricce for any point in time.

.s The riprep cover was constructed by placing a 12 inch filter layer on the face of the welr, a 6 inch layer of fines on top of the filter and a -36 inch laye r of stones 6 to 24 inches in~ diameter with 50 percent greater than 12 inches diameter grouted in place. The upper 36 inch layer of stone was " slush grcuted" to'fillallvoidsaccessiblefromthetopsurfaceandprovideareas$nably smooth surface.. ' Drain holes were drilled through the grouted riprep on the face of the wei r' on a 5 f t grid.

The weir is currently submerged by the fill-ing of Lake Keowee and no provisions-have been made for perodic inspection.

Figure 2 of " Hydraulic Engineering Circular flo 11," published by the Bureau of Public:. Roads ;recorr. ends a maximum velocity of 16 feet per second for 24 I

inch diameter riprop, as was used on the face of the submerged weir.

Due to

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riprop ht.s been grouted in place, it is felt that th-riprep design is adequate t$' protect the weir.

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.J QUESil0N 2(b)'-

Postulate a mechanistic failure of uither'Keewee Lake dem and/or Little River. dam and: provide ~a detailed analysis of the duration of water supply available from the intake canal.

If rec.irculation is proposed, the analysis should incl 0de considera-

'tlon of this postulated accident using severe evaporative meteorological conditions, and 'should include the-hases' for ef fective pond cooling area where circulation 1 patterns could reduce the' available surface area..lf the'available supe is less

..ocive than 120 days, describe the ~ location, dependability, and use of any a.

State the minimum submergence requirements for all reservoir intake pumps.

sources.

4

- ANSWER 2(b) 4 A study of the supply,of. nuclear service water which would be held in the intake canal if Lake Keowce were drained indicates the following:

1)

Intake water.tcmperature is'not ' critical. We estinate that an average surface. temperature of 100* F will result over

~

.the 120 days.

1ntake water-temperatures of 200* F can be tolerated by.the plant;

2) >, Recirculation,r.;.ay cause warmer intake temperatures than if there were rx> recirculation, but the whole pond surfcce will i

~

be effective for cooling due to " density currents", and the

-increased intake temperature will be no problem;

3) ~About 73% of the waste heat will be lost by evaporation. The i

water. loss will bc 2.3 million cubic feet in 120 days and will drop,'t'he pond's' surface fron 770' to 767 8 leaving 3' of pump.

~

iusubmergence (assuming 'ru) rainfall.during the 120 day period).

This submergence is sufficient for the operation of the. pump..

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' QUEST! Oil 2(c)

' Postulate afmechanistic. failure;of the ' intake canal dike f rom unknown causes.

-Discuss the methods to be employed and the capability l of' other sources of water supplyLto shut. down' all three units an'd raainteln them in a. shutdo in mode for

'30 days; and for 120 days.

~

. ANStIER 2(c)

' A failure of the intake canal dike would empty the basin ahead of the intake structure and the'refore all the water in the. intake. structure from which the

~circul.ating water pumps _ take their suction, i

L

? A _ total 'of 8,825,000' gallons of water will be statically trapped in the con-

-+-

4

' denser cooling water intake and discharge lines below elevation 791.0 when all pumps are shutdown.

Each unit's intake and discharge line has provision for unwatering by pumps whose :,uction is teken at the icwest point in each line.

The total volu.* of water in the intake and discharge lines is available and will provide a water supply sufficient to shutdown all-three units and main-tain them in a shutdown mode for 37 days.

(Refer to FSAR Section IC.2.4)

'The flow required to maintain each unit in a safc shutdown mode at 37 days

~is-30 gpm and at 120. days is 25 spm.

After 37 days this water will be provided by portable pumps taking water from the nearest availcble source.

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. m-i QtlESTl0N /2(d) f u

-Postulat a mechanistic failure 'of the side slopes of the intake canal and discuss the -metimds to be employed to shut the three u it s down and maintain n

ti.cm in"c' shutdown mcde for 30 days; and for' 120 days ANSWER'2(d)-

After a postulated failure of side slopes of the intake canal -(

assuming sufficient foliure to ' block the canal waterway), water will remain i i

n the uaterway in the I'ntake end of the canal with water surface same as Lake Keowee at time of failure.

i This water is available for recirculation through the emergency cooling. vater discharge system by operati ng an intake pump to l

safely shutdown all units and hold them in a shutdown mode if the location of. slice limits the volume and surface area availabic and the evcporative loss ' lowers the captured pond's water surface to an elevation below

'the intake pump's minimum submergance, the water staticall take and discharge pipes is availabic as described in th. y trapped e caswer to question

. 2(c). 'After the available water in the cooling w t a er pipes is used, other temporary means will provide flows sufficient to' mai t shutdown mad'e.

n ain all units in a e

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(

6 ENCLOSURE II ATTENDANCE LIST

. NAME ORGANIZATION-TITLE OR FUNCTION 4

'Rajendra S. Bbatnagar Duke Power Compr.ny

. Design Engineer

-Tra W. Pearce Duke Power Company

. Senior Engineer K. S..Canady

. Duke Power Company System Nuclear Eng.

A. Schwencer-AEC - Licensing PWR-4 Branch Chief

= 1. A.'Peltier

'AEC - Licensing Project Manager A.'L. Cochran Consultant

~

Site Analysis Branch L. G. Ilulman AEC _ Licensing W. O.' Parker Duke Power Company Asst Mgr Steam Erod.

' L.'C. Dail Duke. Power Company Design Engineer 4

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