ML20032E962
| ML20032E962 | |
| Person / Time | |
|---|---|
| Site: | Wolf Creek  |
| Issue date: | 11/18/1981 |
| From: | Koester G KANSAS GAS & ELECTRIC CO. |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8111230545 | |
| Download: ML20032E962 (32) | |
Text
-
KANSAS i!AS AND ELECTRIC COMPANY GLENN L mOESTEm
,, n w. - ~.
a..
Novenber 18, 1981 Mr. Harold R.
Denton, Director
. y Office of Nuclear Reactor Regulation fh I '"' /
U.S. Nuclear Regulatory Cc= mission py'
- V
,s f.
Washing ton, D.C.
20555
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I Y Lou, L ) ?b
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KMINRC 81-133 Re:
Docket No. STN 50-482 c,A M//Wrco
[f\\' A
[8 Ref: Letter dated 10/26/81 from BJYoungblood, NRC, to GLKoester, KG&E
\\ '-
, <N Subj : Hydrologic Engineering
Dear Mr. Denton:
The Referenced letter requested additional information in the area of hydrologic engineering. Transmitted herewith are responses to questions in the Referenced letter. This information will b2 fornally incorporated into the Wolf Creek Generating Station, Unit No. 1, Final Safety Analysis Report in Revision 7.
This information is hereby incorporated into the Wolf Creek Generating Station, Unit No.
1, Operating License Application.
Yours very truly,
'f.'f
'f GLK:bb Attach cc: Dr. Gordon Edison (2)
Division of Project 'Mnagem?nt Office of Nuclear Reactor Fagulation U.S. Nuclear Regulatory Commission Washington, D.C.
20535 Mr. Thomas Vandel Resident NRC Inspector hI P.O. Box 311 Burlington, Kansas 66839 8111230545 811118 PDR ADOCK 05000482 A
PDR 201 N Market -W!cMa, Kansas -Mad Address-PO~ Bon 208 ! WcMa. Kansas 67201 - Teiephone: Area Code (316) 261-6451
8 OATl! Ol' ATT110!ATICN, STATE OF KANSAS
)
) SS:
COUNTY OF SEDGWlCK )
I, Glenn L.
Koester, of lawful age, being duly sworn upon oath, do depose, state and af fim that I am Vice Fresident - Nuclear of Kancas Gas and Electric Company, Wichita, Kaasas, that I have signed the foregoing letter of transmittal, know the contents thereof, and that all statements centained therein are true.
KANSAS GAS AND ELECTRIC COMPA*JY ATidST:
P By
,,f8W) m n, Olenn L. Koeste'r D
Vice President - Nuclear W.B. Walker, Secre tary STATE OF KANSAS
)
) SS:
COUNTY OF SEDGWICK )
BE IT FE!'EMBERED that on this 18th day of November, 1981 be fore me, Evelyn L.
Fry, a Notary, personally appeared Glenn L. Koester, Vice President - Nuclear of Kansas Gas and Electric Company, Wicaita, Kansas, who is personally known to ne and who executed the foregoinc instrument, and he duly acknowledged the execution of the same for and cn behalf of and as the act and deed of said corporation.
IN WITNESS WilEFT.Ol', I have hereunt o set my hand and af fixed my seal the 41.11 t' a n d ye.1 r.il)< >ve wri t i e'n.
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[dvelyn >[ Fry, Nota ///
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My C'cT'* mission expires on August 15, 1984.
/
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240.0WC llYDROLOGIC & GEOTECHNICAL ENGINEERING BRANCH Q240.1WC In Section 2.4.10 you state that the ESWS screen (2.4.10) house was designed to withstand a high water elevation of 1100.2 feet, which corresponds to the maximum wave runup elevation from a wave height of 5.0 feet, with a period of 3.3 seconds.
Using the PMF water surface elevation of 1095
- feet, tae combined wind set-up and runup must have been 5.2 feet.
The staff's independent analysis at the ESWS screenhouse shows the maxi-mum runup including set-up is 6.60 feet result-ing in a high water elevation of 1101.60 feet.
Our analysis is based on the following assump-tions:
1) an effective fetch of 2.1
- miles,
- 2) average fetch depth of 34 feet, 3) over land windspeed of 40 mph adjusted for over-water (50 mph), and 4) average depth along the south side of the structure of 17.8 feet.
Either j usti fy your wave runup calculations or use the staff's estimates and discuss the effects of the result-ing higher wave runup elevation on the ESWS screen house.
R240.1WC The ESWS Pumphouse was designed for a wave runup elevation greater than the NRC staff's value.
The FSAR will be revised accordingly in Section 2.4.10.
Rev. 7 240-1 12/81
SNUPPS-WC Q240.2WC Table 2.4-25.
The natural evaporation used to (2.4.11.3) evaluate cooling lake drawdown are data for Fall Reservoir.
Provide geographical coordinates of Fall Reservoir location.
Since evaporation is a micro-climatically dependent phenomenon, provide sufficient justification (i.e.,
similarity of meteorological variables
- wind
- speed, vapor pressure, etc.) for using Fall Reservoir natural evaporation in the analysis of cooling lake evaporation.
R240.2WC The Fall Reservoir referred to in Table 2.4-25 should be Fall River Reservoir.
The Fall River Reservoir dam is located approximately 40 miles south and 20 miles west of the Wolf Creek Cool-ing Lake.
Fall River Reservoir evaporation data were chosen for the Wolf Creek evaluation be-cause of Fall River's close proximity
(<
50 miles) to Wolf Creek and because the Fall River weather station was the only station in south-eastern Kansas which had Weather Bureau type Class
'A' evaporation instrumentation in opera-tion (1952-1957) during the drought of record in
- Kansas, i
i 1
l l
Rev. 7 240-2 12/81 l
SNUPPS-WC 0240.3WC Table 2,4-27.
Provide a detailed description of (2.4.11.3) your procedure for calculating forced evapora-tion from the cooling lake as presented in Table 2.4-26.
Accompany the description with an exam-ple calculation including all data required to perform the example calculation.
R240.3WC The evaporation data presented in Table 2.4-26 was calculated by Sargent & Lundy's LAKET com-puter model in 1979.
The LAKET program is proprietary.
The LAKET program abstract is provided in WCGS-ER(OLS) response to Question 240.6 (ER).
The LAKET user's manual is avail able in Sargent & Lundy's of fice for NRC 's inspection.
Since the original Tables 2.4-24 through 2.4-26 and Figure 2.4-47 were recorded in the FSAR new LAKET runs have been ' executed to include the 16 year period 1949-1964.
These tables and figure have been revised to include the more recent
- output, f
Rev. 7 l
240-3 12/81 l
[
SNUPPS-WC 2.4.11.3 Historical Low Water 2.4.11.3.1 Historical Drought Since Wolf Creek is ungauged, its low-flow history is not available.
However, according to the Kansas Water Resources Board (1960, p.
169), the lowest mean discharge for 7 con-r sectutive days for the creek that is expected to recur once in 2 years would be 0 cubic feet per second.
Stream flow in Wolf Creek was extrapolated from gauging records obtained at Council Grove, Americus, Strawn, Burlington and Iola, on the Neosho River, and at Madison on the Verdigris River.
This takes into consideration the proper adjustments for the respective drainage areas.
Low flows calculated for Wolf Creek during the 1952-1957 historic drought period are given in Table 2.4-22.
Based on U.S.
Army Corps of Engineers data (U.S. Army Corps of Engineers, 1958), a low-flow frequency analysis was made for the Neosho River at the John Redmond dam site by using the log-Gumbel distribution procedure.
Figure 2.4-46 shows the resulting low-flow frequency curves for durations of 1, 2,
3, and 5 years.
The 1952-1957 drought, as seen from Figure 2.4-46, has a recurrence interval of 50 years.
Average river inflow to the John Redmond Reservoir for this 5-year drought of 50-year recurrence interval is 147.5 cubic feet per second.
2.4.11.3.2 Water Level Determination Lake drawdown analysis was perforined to include the 1952-1957 historic drought under projected operation of a 1150-megawatt generating station.
Hydrologic data used in the drawdown studies and shown in Tables 2.4-24, 2.4-25, and 2.4-26 include rainfall, natural evaporation, and forced evaporation due to plant heat rejected to the lake, respectively.
A conserva-tively estimated seepage loss of 3.5 cubic feet per second was used.
The period used for the drawdown analysis was 1949-1964, which included the historical drought period of 1952-1957.
At the beginning of the analysis period, that is, at the beginning of 1951, the assumed starting lake water level was 1087.0 feet, which is the normal operating level of the cooling lake.
The spillway crest elevation is at 1088.0 feet.
No makeup water from John Redmond Reservoir is pumped when the cooling lake pool elevation is at or above the normal operating level of 1087.0 feet.
The required makeup varies from 0 to 120 cubic feet per second (with an annual average rate of 41 cubic feet per second), depending on the pool elevation in John Redmond Reservoir.
Figure 2.4-47 shows fluctuations in the Rev. 7 2.4-43 12/81
SNUPPS-NC water surface elevation of the Wolf Creek cooling lake for the period 1949-1964.
The computed minimum water level in the cooling lake is 1085.5 feet based on the simulated operation of one unit at 100 per-cent average load factor and 100 percent capacity factor.
At this elevation, there would be 4900 acres of surface area
+
and 104,197 acre-feet of storage remaining.
The minimum de-sign operating level for the circulating water screen house, circulating water pumps, and cervice water pumps for normal operation is 1075 feet.
This level is based on the estimated low-water condition during the 1952-1957 historic drought for the operation of two 1150-megawatt units on the cooling lake.
At elevation 1075 feet, approximately 3255 acres of surface area and 61,350 acre-feet of storage remain in the cooling lake.
2.4.11.4 Future Control The cooling lake is designed to supply adequate water to the plant under a drought condition that is at least as severe as the 1952-1957 historic drought, which has a recurrence cf about 50 years.
Future upstream uses of Wolf Creek water will not lower minimum flows.
Furthermore, any future use of the water upstream of the site has to consider the water rights that have been obtained for the plant.
2.4.11.5 Plant Requirements The cooling lake described in Section 2.4.8.2 provides the cooling water requirements for the WCGS Unit No. 1 and for a future unit of similar size.
The lake supplies cooling water to the circulating water system, the service water sys-tem, and the essential service water system,- as described in Subsections 10.4.5 and 9.2.1.
The ultimate heat sink, which is the source of cooling water for ti.e essential service water system, is created within the lake by a submerged seismic Category I dam, with a crest elevation of 1070 feet, which spans one of the fingers of the lake.
A summary of the cooling water requirements for various operating moles is provided below for one unit.
Rev. 7 2.4-44 12/81
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TAMLE 2.4-24 9 9frMLY 4VERAGE NATURAL r'I A POR 4f 104 19 c f s, 1941 + 1964*
MLYd 1948 1990 1111 1U.2 1,9,11 19.14 lE 1916 1157 1958 19_19 1912 1111 1*i]
11 0 111_4 J emanc y 9.23 12.32 11.42 6.6%
7.2%
12.44 9.34 10.59 IJ.e4 9.21 9.71 9.3.
12.9%
11.49 1% 29 11.69 Februar y 4.20 9.60 6.49 8.48 14.14 13.44 4.00 7.43 S.02 11.03 7.41 11.41 6.30 7.76 11.06 13.17 March 0.61 20.23 15.42 12.42 17.11 12.76 13.46 24.16 14.89
- 46 18.41 7.29 14.00 11.05 11.53 22.03 Aptk1 21.05 29.86 17.09 15.2%
31.90 20.70 21.67 34.03 10.72 19.01 2%.89 25.71 23.81 22.74 34 3e 27.85 May 21.44 J%.19 27.40 35.70 21.6%
27.09 30,31 33.68 24.93 21.27 26.0%
31,22 12.39 56.*2 31.09 42.61 y
4 June 31.95 39.79 29.70
$4,86 70.66 41.66 32.64 44.46 11.46 48.0 1 39.89' 57.88 34.91 3% 43 44.60 35.77 1m 1
0 July 45.18 11.16 27.57 58.42 48.20 74.1%
49.42 59.99 49.9%
3%.99 38.6%
40.46 46.92 90.67 60.62 59.34 1
Aaqast 44.22 34.54 46.4%
14.38 64.10 65.63 56.42 7%.44 60,25 49.14 e 4.14
- 4.43 44.44 61.32
$S.12 57.92 September' 43.24 27.84 40.05 44.6%
66.36 69.40 41.20 71.06 36.12 44.45 31.90
$5.20 42.89 36.47 46.73 45.9' october 27.06 13.7%
31.88 43.24 37.97
)$.27 39.54 38.20 30.4e 35.00 30.17 35.7e 32.52 29.26 46.5%
35.60 Novembes 26.20 29.21 16.32 23.15 23.36 21.06 26.87 27.04 16.79 27.26 21.14 26.59 19.77 19,49 27.45 25.11 December 16.29 9.04 11.46 10.72 17.04 14.45 9.90 9.36 13.03 10.10 9.92 14.21 12.22 13.59 10.69 11.24 d55dife's' f5175[ete.f~fiUm meteorologLeal data by LAKrf progree.
12/8 1 f
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MLM5H.Y ave *R ACE MRCED FV APOR Af f 04 DUE TO PL APFP MFAf RF.f ECTION "M
U11 11M lin lin liu lib 111.5 19
1957 11M lili 1119 1111 1911 1143 1111
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Janoas y 3.09 13.77 14.85 12.68 13.01 11.58 13.55 12.71 12.57 14.02 12.09 12.94 13.25 e.92 11.29 10.53 Febreary 10.41 14.04 9.19 16.06 16.57 16.03 1 3. 19 12.47 12,91 12.21 12.41 14.38 11.99 15.25 8.46 16.55 i
March 17.60 14.48 16.35 17.06 16.09 16.95 17.02 14.76 17.46 15.36 18.25 11.60 17.7%
15.64 18.17 16.97 f
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April 19.09 20.43 19.42 10.95 20.03 19.56 21.19 20.09 17.80 20.61 20.09 23.02 19.32 20.01 22.82 19.90 d
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May 24.02 21.45 22.97 25.72 23.03 23.41 23.56 23.30 23.62 23.01 23.90 22.03 22.61 24.40 22.57 23.88
.e E
I June 24.00 25.65 21.33 25.73 25.92 24.93 21,87 24.6%
25.23 25.93 25.04 25.19 24.47 23.02 24.91 24.12 g
i sa J uly 25.07 23.4?
24.06 25.31 24.76 25.86 26.21 24.95 25.95 24.57 24.36 24.56 25.16 25.55 25.46 24.90 Aup st 25.14 25.00 26.50 25.05 25.20 24.49 25.92 24.79 24.95 25.44 25.54 25.33 24.16 24.91 24.41 24.54 1
September 23.12 23.79 23.95 23.53 23.33 24.46 21.63 22.73 23.01 23.96 23.97 23.71 24.07 22.49 23.85 23.42 Octo ec 21.73 21.75 20.75 21.67 21.09 21.41 21.64 21.27 20.73 20.13 19.51 21,26 20.11 21.64 21.75 19.46
[
1 Noveebec 17.32 16.60 15.18 17.05 17.61 17.47 16.11 17.54 17.04 17.95 16.24 17.06 16.61 15.73 17.51 19.46 r
December 14.91 13.17 14.11 14.01 14.98 14.89 12.44 13.22 14.79 12.69 14.21 14.18 13.92 1s.34 12.30 12.39 I
I Re v. 7 1*
Tdn Et (L150 w eb at 1004 average load tactor.
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l JAN JAN JAN JAN JAN JAN JAN JAN JAN JAN JAN 1949 1950 1951 1952 1G53 1954 1955 1956 1957 1958 1959 NOTE: ONE UNIT AT 100% AVERAGE ANNUAL LO AD F AC' j
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JAN JAN JAN JAN JAN 1960 1961 1962 1963 1964
" " ' ' 7 I 7 '" I
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WOLF CREEK GENERATING STATION UNIT NO. I FINAL SAFETY ANALYSIS REPORT FIGURE 2.4-47 I
SIMULATED COOLItJG IAKE DRAWDOWr3 ANALYSIS 1949 - 1964 (ONE UNIT OPERATION)
SNUPFS-WC Q240.4WC During the August 13, 1981 site visit, you indi-(2.4.11.6) cated that concrete pads were placed on the bottom of the ultimate heat sink and essential service water intake canal, and that sedimenta-tion rates would be monitored by divers.
Please discuss details of sampling methods, locations and frequency.
Also, provide details of dredg-ing procedures to restore capacity if and when it is reduced below the required capacity.
R240.4WC Twenty sounding stations (concrete sediment pads) have been located on the bottom of the ultimate heat sink and essential service water intake canal (see FS AR Addendum Fig. 2.4-49 for locations of the pade).
Sedimentation will be checked at these pads by visual inspection.
The visual inspection will be accomplished by divers using rulers.
When the water level is greater than 1975 foot elevation, the visual inspection will be done yearly.
A visual inspection will be done whenever the lake is drawn down below 1975 foot 1cvel.
During filling, spot insI:e c-tions will be done.
Capacity loss due to sedi-mentation is not expected to exceed eight per-cent over a period of 40 years (FSAR Addendum Section 2.4.11.6).
Therefore, dredging proced-ures will not be written until inspections indi-cate that dredging is required, i
Rev. 7 240-4 12/81
SNUPPS-WC Q240.5WC It is stated in Section 9.2.5.3 that the UHS dam (9.2.5.3) embankment structure will withstand overflow conditions that would result if the main cooling lake were to be drawn down below the UHS dam crest elevation.
Please provide the maximum expected overflow velocities at the UHS dam
^
during a postulated loss of the mai.m ecoling r'
lake dam event and a discussion of the analysis including all pertinent assumptions.
Provide evidence that the unprotected soil abutments of the UHS dam will not be eroded during the postu-lated event to the extent that there will be a loss of essential service water from behind the UHS dam.
Two cases were investigated to have an effect on the UHS for a postulated failure of the cooling lake main dam.
Case I postulated the simultan-eous failure of the cooling lake Main Dam and the Baffle Like
'A' in front of the UHS.
In Case II it was assumed that Baffle Dike
'A' fails subsequent to the main dam failure.
R240.5WC
- FLOWAVE, a computer program developed by the Tennessee Valley Authority (TVA) and modified by S&L, was used for unsteady flood routing.
This unsteady flow model is discussed in Subsec-tion 2.4.4.2.2.
The theoretical discharge and depth at the cross section of the Main Dam were computed as outlined by Stoker (Ref.
1) and used in Case I.
The discharge computed was for the instantaneous complete failure of the cool-ing lake Main Dam and hence conservative.
In Case II, a similar approach was used for the instantaneous failure of the Baffle Dike
'A' in front of the UHS.
The flood wave was routed through the cooling lake in both cases.
Figures 240.5-1 and 240.5-2 show the transient average velocities through the cross section at the UHS Dam location for Cases I and II, respectivety.
From these figures, the maximum average velocity for Cases I and II are 7.6 and 9.5 feet per second, respectively.
During the unlikely postulated total loss of the main cooling lake dam and baffle dike
'A',
the slopes and crest of the UHS dam will be subject-ed to a flow of water over the crest.
Adequate erosion protection has been provided for the up-stream and downstream slopes as well as for the crest of the dam.
The techniques for the design of rock sections for overtopping were presented by Olivier (Ref.
2);
a series of laboratory tests were made with various sizes of stones to Rev. 7 240-5 12/81
SNCPPS-WC R240.5WC (Continued) develop parameters for different flow rates.
The test results were applied to the design of the UHS dam slope protection.
Following the criteria that the filter and riprap materials satisfy the quality requirements of concrete aggregates as given in ASTM C-33 and in accord-ance with the guidelines established in the Corps of Engineers publication entitled "Sta-bility of Riprap and Discharge Characteristics, Overflow Embankments, Arkansas River, Arkansas" (Ref. 3), the riprap will be a well-graded mate-rial with the following gradations:
Maximum Size Weight:
3200 pounds 85% Size Weight:
1500 to 2200 pounds 50% Size Weight:
190 to 400 pounds 15% Size Weight:
25 to 50 pounds Minimum Size Weight:
-5 pounds The basic criteria or conditions for the UHS dam are quite similar to those experienced and investigated in the Corps of Engineers publica-tion (Ref.
3).
The side slopes used in their study, 4 horizontal to i vertical, are the same as those for the UHS dam.
The duration of the overtopping is approximately equal in both cases, The gradation for the riprap for the UHS dam was made to compare to the A-gradation used by the Corps.
The UHS dam ripra,i is twice as thick as that used oy the Corps (4 feet as opposed to 2 feet), and is complimented by two 18-inch fil-ters consisting of a fine filter and a coarse filter.
The maximum average water velocity ex-pected over the UHS dam is less than 10 fps, while the Corps had experienced velocities as high as 13 fps.
By examining various flow conditions over the UHS dam which take the tailwater elevation down-stream and the headwater elevation upstream 250 feet from the crest of the dam (in contrast to the 100-foot distance used by the Corps), the riprap was Cound to be in the stable region for nonaccess-type embankments with a gradation of A-1 as shown in Army Corps of Engineers Plate 48 (Ref.
3).
This A-1 gradation performed similarly to the A-gradation, as described in the Corps of Engineers publication (Ref.
3).
The riprap material is 4 feet thick, measured perpendicular to the slopes of the embankment.
The filter material (coarse and fine beddings)
Rev. 7 240-6 12/81
SNUPFS-WC Q240.5WC (Continued) to be placed under the riprap was designed according to the criteria established in sub-section 2.5.6.4.1.4.2.
Based on these criteria, the following gradation sizes were required for the filter material:
Coarse Filter Fine Filter Sieve
% Passing Sieve
% Passing 4 inch 100 3/4 inch 100 3 inch 85-100 1/2 inch 90-100 1
inch 55-85 3/8 inch 70-100 3/4 inch 30-65 No. 10 20-65 3/8 inch 10-30 No. 30 8-35 No. 4 0-15 No. 50 3-15 No. 10 0-3 No. 200 0-5 Each of the coarse and fine bedding layers is 18 inches thick, measured perpendicular to the side slopes.
Details of the riprap and filter are shown on Figures 2.5-116 and 2.5-117.
The design water level of the UHS and crest of the cohesive embankment of the UHS Dam is at elevation 1070 and the elevation of the top of riprap is at elevation 1077.
As shown in Fig-ure 2.5-116, the riprap extends into the abut-ment to the point where natural grade is at elevation 1077.
Therefore, any flow below ele-vation 1077 will be through areas protected by filter bedding and riprap.
The abutments are protected with adequate riprap and filter as described above and hence will not be eroded during the postulated overflow conditions.
REFERENCES 1.
- Stoker, J.J.,
- 1957, Water Waves:
Inter-science Publishers, New York, p.
333-513.
2.
- Olivier, H.,
"Through and overflow Rockfill Dams - New Design Techniques," Proceedings of the Institute of Civil Engineers, Paper No. 7012, Vol. 36, March 1967.
3.
U.S.
Army Corps of Engineers,
" Stability of Riprap and Discharge Characteristics, Overflow Embankments, Arkansas
- River, Arkansas," Publication No. 2-650, June 1964.
Rev. 7 240-7 12/81
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'03S/ld 'All0013A 39VM3AV Rev. 7 12/81 WOLF CREEK GENERATING STATION UNIT NO. I FINAL SAFETY ANALYSIS REPORT FIGURE 240.5-1 TRANSIENT VELOCITY AT WOLF CREEK UHS LOCATION - CASE I
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\\/0LF CREEK GENERATING STATION l
UNIT NO. I FINAL SAFETY ANALYSIS REPORT FIGURE 240.5-2 TRAtlSIEilT VELOCITY AT WOLF CREEK UHS LOCATI0tl - CASE II
SNUPPS-WC 0240.6WC Please provide a description of the trash col-(9.2) lection and removal procedures from the service water and essential service trash racks.
R240.6WC Trash is removed from the essential service water and circulating water influent by travel-ing water screens operated as per system oper-ating procedures.
The circulating water screens can be rotated and backwashed, manually or auto-matically, due to differential pressure _across the screens.
The essential service water screens can also be rotated and backwashed man-ually or automatically.
In automatic, the es sent ial service water screens will be cleaned whenever the essential service water pumps are running.
Any debris on the screens is washed back into the Wolf Creek Cooling Lake.
Rev. 7 240-8 12/81
Question 240.7:
What is the criteria used to determine which wells will be sealed and what is the status of well sealing?
Response
The criterion used was in accordance with Sargent & Lundy's Specifications A-3854, (section 304.1).
This specification is reproduced here as Attachment 240.7-1.
The status of well sealing is presented in Tables 240.7-1 and 240.7-2.
ATTACHME:;T 240.7-1 SARGENT & LUNDY A-3854 CNGINCCRS A=d. 3, 01-30-81
- '"^"
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304.
PLUCCI;;G OF EXISTI';G PIE 20 METERS A';D EXISTI;;G 'n' ELLS 304.1 Ceneral: All existing piezoneters and existing wells located with the area to be inundated by the cooling lake shall be scaled prior to fil-ling of.he lake. This includes all piezoneters and wells within the drainage boundaries of the lake below cicvation 1997.5 ft. (SSUPPS)
And.3 or 1097.5 ft. (USGS) with the exception of piezoccters at Boring B-6, B-14, B-17, B-20, P-14, LK-6A, and LK-10 which wil1 be maintained l
to mcnitor groundwater levcis during plant ope' rations.
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c TABLE 240.7-1 Sheet 1 of 4 WELLS IN COOLING LAKE AREA TIIAT REQUIRE SEALING Approximate Surface Name Of Owner Elevation Well Location (a)
Or Tenant (feet, mean sea level)
Date Scaled A-4 Phillips Not Available (b)
A-17 (cistern)
Abbey 1100 11/19/80 Abbey 1100 (c)
A-18 Anderson 1100 08/01/80 A-23 Williams 1090 08/01/80 C-1 IIouser 1097 (b)
(pond) llouser 1097 (b) aWell locations refer to the property locations used for the 1973 well inventory as shown on Figure 2.4-52 and as listed in Table 2.4-29 (FSAR).
b ells A-4 and C-1 are currently being used by occupied dwellings.
W cWell A-17 was lost during clearing and excavation to bury remains of structures in area.
dwells D-35 and D-59 were climinated during removal of material from Borrow Area 11 and Borrow Area I.
eWells D-37 and D-61 have been eliminated during excavation of foundation for Ba f fle Dike A and Main Dam.
fWell D-58 is in waste area and cannot be located.
e
TABLE 240.7-1 (continued)
Sheet 2 of 4 Approximate Surface Name Of Owner Elevation Well Location (a)
Or Tenant (feet, mean sea ~ level)
Date Sealed C-5 (cistern)
Woods 1085 07/28/80 Woods 1085 07/28/80 Woods 1085 C-7 Skillman 1075 07/29/80 C-17 (cis' tern)
Hunter 1084 Hunter 1084 11/14/77 C-18 Robinett 1080 07/28/80 (cistern)
Robinett 1080 D-ll Johnson 1088 07/30/80 Johnson 1000 07/30/80 D-12 Kellerman 1049 07/25/80 Kellerman 1048 07/24/80 (cistern)
Kellerman 1048 D-25 Hess 1095 07/24/80 Hess 1095 07/24/80
TABLE 240.7-1 (continued)
Sheet 3 of 4 Approximate Surface Name Of Owner Elevation Well Location (a)
Or Tenant (feet, mean sea level)
Date Scaled D-29 Ilildebrand 1071 07/25/80 (cistern)
Ilildebrand 1071 08/15/80 D-32 fiamman 1063 03/16/79 liamman 1063 03/16/79 D-33 Snider 1062 03/16/79 Snider 1060 11/14/77 D-34 Sa l,i ra 1040 03/16/79 D-35 Wynn IJot Available (d)
D-36 Riffenbark 3030 03/18/78 Ri f fenbark 1030 03/18/78 D-37 Danford 1035 (e)
(cistern)
Danford 1035 07/25/80 D-38 Iseman 1063 08/15/30 D-39 liess 1062 03/15/79 lie s s 1057 03/15/79 D-56 Ilutson 1088 03/15/79
TABLE 240.7-1 (continued)
Sheet 4 of 4 Approximate Surface Name Of Owner Elevation Well Location (a)
Or Tenant (feet, mean sea level)
Date Sealer!
D-57 Vincent 1054 03/15/79 D-58 Bull 1032 (f)
D-59 Morris 1019 (d)
D-61 Levering 1028 07/25/80 Levering 1018 (e)
Levering 1033 (e)
D-63 Delong 1055 06/05/78 e
1 TABLE 240.7-2 Sheet 1 of 6 ADDITIONAL WELLS IN COOLING LAKE AREA FOUND AND SEALED DURING CONSTRUCTION Location Approximate Surface Approximate Coordinates Elevation Number North East (feet, mean sea' level)
Date Sealed A-19-A 108,000 91,300
>1087 (a)
A-19-B 108,000 91,200
>1087 (a)
D-34-A 88,650 101,?00
<1092 09/20/78 D-38-B 90,500 104,700 1063 (b)
D-58-B 85,350 102,900 1032 (c)
X-A6 107,000 88,500
<1092 07/29/80 X-A18-3 109 ' O 91,400 1098 08/01/80 X-A18-4 109,:00 91,450 1094 08/01/80 X-A18-5 109,700 91,400 1099 08/01/80 X-A23-1 107,650 98,650
<1092 08/01/80 aWells are curran'ly being used by occupied dwelling.
bWell was flooded by water storage pond at wash plant.
cWells are in waste areas and cannot be located.
dwell was eliminated during removal of material from Borrow Area A.
eWells have been eliminated during excavation of foundation for Ba f fle Dike A.
f ells were eliminated during removal of material from Borrow Area D.
W l
TABLE 240.7-2 (continued)
Sheet 2 of 6 Location Approximate Surface Approximate Coordinates Elevation Number North East (fect, mean sea level)
Date-Sealed X-A23-2 107,600 98,750
<1092 08/01/80 X-Cl 100,950 96,400
<1092 11/29/78 X-C2 100,890 96,300
<1092 11/29/78 X-C5-A-1 103,600 97,200
<1092 07/28/80 X-C5-ll 103,600 97,200
<1092 07/28/80 X-CS-ll-1 98,5CO 91,900
<1092 07/28/80 X-C6 100,500 94,500
<1092 07/30/80 X-C7 103,000 96,300
<1092 07/31/80 X-C7-A 105,200 91,100
<1092 07/28/80 x-C8 103,800 93,600
<1092 (d)
X-C8-12 106,800 89,000
<1092 07/29/80 X-C8-13 106,800 88,700
<1092 07/29/80 X-C8-14 106,100 91,000
<1092 07/29/80 X-C8-15 106,150 91,200
<1092 07/29/80 X-C8-15-3 106,000 89,200
<1092 09/23/80 X-C8-16 106,150 90,200 (1092 07/29/80
I TABLE 240.7-2 (continued)
Sheet 3 of 6 Location Approximate Surface Approximate Coordinates Elevation Number North East (feet, mean sea level)
Date Scaled X-C8-17 106,180 91,210
<1092 11/19/80 X-C9 105,500 90,500
<1092 07/29/80 X-C10 102,700 96,250
<1092 09/23/80 X-C16 102,700 94,600
<1092 07/31/80 X-C17 102,100 96,000
<1092 07/31/80 X-C17-6 96,000 95,000
<1092 07/28/80 X-C18-1 96,200 96,000
<1092 07/25/80 X-C19-A 98,720 96,150
<1092 07/28/80 X-C19-B 98,720 96,150
<1032 07/28/80 X-C19-C 98,760 96,450
<1092 07/28/80 X-D1 95,365 101,740
<1092 (e)
X-D2 95,265 101,740
<1092 (e)
X-D3 95,700 101,600
<1092 05/16/80 X-D4 94,720 101,780
<1092 03/18/78 X-D8 104,100 96,600
<1092 07/30/80 X-D10 86,100 100,800
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i TABLE 240.7-2 (continued)
Sheet 5 of 6 Location Approximate Surface Approximate Coordinates Elevation Number North East (feet, hiean sea level)
~Date Sealed X-D25 95,950 98,700
<1092 (f)
X-D25-c 92,300 107,900
<1092 11/20/P' X-D26 96,000 98,300
<1092 v;/nt/
X-D27 87,100 107,500
<1092 07/25/80 X-D27-1 87,200 107,300
<1092 09/17/80 X-D28 92,200 107,100
<1092 07/24/80 X-D29 92,400 107,200
<1092-07/25/80 X-D30 95,800 104,000
<1092 05/20/80 X-D31 99,400 97,900
<1092 07/30/80 X-D32 101,800 98,800
<1092 07/31/80 X-D33 96,300 97,200
<1092 07/25/80 X-D33-5 89,500 99,500
<1092 03/16/79 X-D35 94,600 96,000
<1092 07/28/80 X-D39-1 85,500 104,400 1060 (c)
X-D41-6 91,000 107,800
<1092 07/23/80 X-D41-7 91,000 107,800
<1092 07/23/80
TABLE 240.7-2 (continued)
Sheet 6 of 6 Location Approximate Surface Approximate Coordinates Elevation Number North East (feet, mean sea level)
Date Sealed X-D41-15 90,750 108,100
<1092 07/23/80 X-D41-16 90,550 107,500
<1092 07/23/80 X-D42 96,200 105,000
<1092 11/19/80 X-D43 94,300 104,300
<1092 11/19/80 X-D56 85,500 105,800
<1092 09/17/80 X-D57 107,830 102,750
>1115 03/31/81
Question 240.8:
Please provide a revised Figure 2.4-52 showing the cooling lake at its normal operating level and the WCGS property boundary superimposed on the well inventory within five miles of the plant.
i..
Response
The requested information has been added to the well inventory map (Figure 2.4-52) and is provided as Figure 240.8-1.
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LEGEND:
SITE BOUNDARY COOLING LAFE AT NORMAL OPERATING LEVEL (1087 FEET)
AREA OUTSICE SITE eCUNCARY p, y, 7 17/g1 CWNED BY AFFLtCANTS WOLF CREEK GENER ATING STATION UNIT NO.1 FINAL SAFETY AN ALYSIS REPORT FIGURE 240.8-1 WELL INVENTORY WITHIN
'I'$$ %EI1"$ $tTsEs'i$$
5 MILES REL ATIVE TO COOLING
-v etnamin.
L AKE AND PROPERTY BOUND ARY r ecuns 2.i-3, 2.u s2. 2.s-2 asm.
SNUPPS-WC-Q240.9WC Section 2.4.2.3.1 of the SNUPPS FSAR states that-(2.4.2.3) any rainfall in excess of design intensity (7.4 inches) will overflow the roof curb and the building walls to the site drainage system.
Describe. ir. more detail the roofs of safety related structures regarding their ability to pond _ water.
State the maximum heights of any
- r curbs or parapets on the roofs and the dimen-sions and locations of scuppers or other open-ings that will limit the depth of water during the PMP event.
R240.9WC-All safety-related buildings with flat roofs, where ponding could occur, are designed with a two inch pitch towards the roof drains.
A gravel stop fastened to a 2x6 was used around the perimeter of the roofs.
No parapets or curbs exist at these roofs.
Therefore, the maximum possible ponding depth is approximately four inches.
Q240.10WC State whether any permanent underdrains or ground water devatering systems are installed, being constructed er planned at the plant site.
If so, provide the information called for in Branch Technical Position HMB/GSB,
" Safety-Related Permanent Dewatering Systems."
R240.10WC As discussed in Section 2.4.13.5 and Section 3.4, the normal water table at the plant site is 5 feet below grade and all the safety-related structures are designed for full hydrostatic loading to El.
1099.5 ft. MSL (Standard Plant Elevation 1999.5 ft.) which is the plant grade.
l No permanent underdrains or ground water de-watering systems are installed or planned at the site.
1 I
i Rev. 7 240-9 12/81 t