ML20041G412

UHS Fill Special Procedure, Revision 3

ML20041G412
Person / Time
Site:	Wolf Creek
Issue date:	11/13/1980
From:	Roberts J, Semmes S KANSAS GAS & ELECTRIC CO.
To:
Shared Package
ML20041G411	List: ML20041G410 ML20041G412 ML20041G415 ML20041G416 ML20041G420
References
NUDOCS 8203220223
Download: ML20041G412 (30)

Text

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KANSAS GAS & ELECTRIC COMPANY WOLF CREEK GENERATING STATION ULTIMATE HEAT SINK FILL SPECIAL PROCEDURE SU8 0001 Revision 3 l

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4 TABLE OF CONTENTS Section Title Page No.

1.0 OBJECTIVES 1

2.0 LIMITING CONDITIONS 1

3.0 REFERENCES

1 4.0 EQUIPMENT 2

5.0 NOTES AND PRECAUTIONS 2

6.0 PREREQUISITES 2

7.0 PRDCEDURE l

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Appendix Title Page'No.

A INITIAL VALVE LINEUP S&6 B

TEMPORARY UHS FILL LAKE LEVEL MONITORING 7

C TEMPORARY PIPING - CIRCULATING WATER INTATE 8

STRUCTURE TO ULTIMATE HEAT SINK INFO ONLY i

SU8 0001 Rev. 3

1.0 OBJECTIVES The objectives of this procedure are to provide a method to initially fill the ultimate heat sink portion of the cooling lake using temporarily installed piping, to record and transmit specific data required by Nuclear Plant Engineering during the hold period, to fill the temporary lake on the southwest side of the Ultimate Heat Sink Dam, to document and control the water levels on either side of the Ultimate Heat Sink (UHS) Dam, and to minimize overtopping of the Ultimate Heat Sink Dam.

2.0 LIMITING CONDITIONS 2.1 The Ultimate Heat Sink (northeast pf the URS dam) shall be fi1 led to approximate.ly elevation.between 1969.D' and 1969.5' and maintained -kithin those elevations

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mH1 directed by Nuclear Plant Engineering.

The water on the southwest side of the UBS dam shall be maintained below elevation'1955! to the extent practical.

2.2 After Nuclear Plant Engineering has determined that the water has been retained behind the UHS dam for a sufficient period of time (approximately 30 days) the water level in the Ultimate Heat Sink shall be maintained between elevations 1969.0' and 1969.5',

l and the water level on the southwest side of the UHS dam may be increased.

2.3 When the water level on the southwest side of the UHS dam reaches the water level on the northeast side of the UHS dam, the water levels on both sides of the UHS dam shall be allowed to increase until the temporary lake is filled.

Care shall be exercised to minimize waterflow across the top of the UHS dam (ove rtopping).

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3.0 REFERENCES

3.1 Piping and Instrumentation Diagrams 3.1.1 M-21, Rev.

D, Circulating Water System P&ID 3.1.2 M-24, Sheet 1, Rev.

E, Cooling Lake Makeup and Blowdown System P&ID ev Page 1 of 8

i 3.1.3 M-24, Sheet 2, Rev.

C, Cooling Lake Makeup and Blowdown System P&ID 3.1.4 M-25, Sheet 1, Rev.

D, Makeup Demineralizer System P&ID 3.1.5 M-26, Sheet 2, Rev. C, Screen Wash System P&ID 3.2 Schematic Diagrams 3.2.1 E1005-PG/WLO10, Rev. C, Auxiliary Raw Water Pump OA 3.2.2 E1005-PG/WL0ll, Rev. D, Auxiliary Raw Water Pump OB 3.2.3 E1005-PG/WM010, Rev. D, Raw Water Pump 1A 3.2.4 E1005.PG/WMn11, Rev 1),. Raw. Water Stuap 1B i

.3 3 l)and el Temporary Elll J.ine drawing.for IIHS i

l 3.4 Telephone conversation.between G..Boyer and M T--

Johnso n,.27 May 198 0, 11: 20 A.M.

3.5 Sargent and Lundy letter to M.L. Johnson, ALK-3543, June 3, 1980, Filling the Ultimate Heat Sink Reservoir.

l 4.0 EQUIPMENT 4.1 Two 600 gpm engine driven portable pumps, or equivalent 4.2 Four lengths of suction hosing for pumps specified in Section 4.1 l

4.3 Three lake level indication markings, in 1/10 foot increments, l

located in the UHS basin and in the pond on SW side of the UHS dam and in the toe of the UHS dam on the SW side.

The upper most increment shall be above 1970

.0'.

5.0 NOTES AND PRECAUTIONS 5.1 Due to the extremely large area which drains into the l

northeast side of the UHS dam, the northeast side of the l

UHS dam is expected to fill rapidly during periods of l

heavy precipitation.

l 5.2 Care should be exercised to avoid a raw water pump trip on low suction water level in the Makeup Discharge Structure.

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7..l.5 Al Maintain the water Qeveland ;196% 5 ' until' directed by, Nuclear' in the Ulimate Heat Sink between 1969.0' s

g Plant Engineering to ' proceed Nith the fill o'fithe '

n temporary lake finijer, l

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}s 7 <.i Filling the Tfmporary Like Finger i

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Lake level monitoring ~'ond adjustment. ion 7.3.

shall ',

Note:

be performed in accordance with sect 2

7.2.1 At the direction of Wuhl ar Plant Engineering, begin _

fill of the temporary lak9 f i ng e r,..

7.2.2 Fill the southwest side of UHD4dag.to the same elevation s

as the northeast side of the UNS dy1 equalizing the C

water lovels on both sides of tpe VHS dam.

7.2.3 Complete filling o& the temporary 7ake finger.

Care shall be 2xercised tD, man 4mi,o waterflow aczass the top of the UHS dam.

l 7.3 7 ake level Jennhnring and Adjust-7.3.1 During the hold period, daily 1s..,1 measurements will be recorded for the UHS basi 6, the downstream toe of the UHS dam, and the downstreeh pond on the SW side of the UHS dam.

Pumping flow rates and timm durations will also be recorded.

These records willube transmitted to KG&E Construction and the Dames:and Moore Geotechnical q:

Engineer for disposition per instructiops by Nuclear s

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7.3.2 EAll lake measuremsnts and pumping rates shall be recorded i

'oh.-Appendix B.

7.3.3 WgtcE level on either side of the UHS dam shall be

,'mai,ntained as practical by appropriate use of the t

temporary pumps.

7.3.4 Following periods of heavy precipitation and because of che-large area draining into the northeast side of the URS dan, it may 3e necessary to align the temporary pumps'-to transfer _ water from the northeast

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',s to the southwestssid'e of.tt'e, UHS dam to minimize waterflow over the top of t$e dam.

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Rev. 3 Page 4 of 8

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l 5.3 The two 600 gpm pumps shall be capable of pumping water in either direction through the temporary piping shown in Appendix C.

5.4 The elevation on the both sides of the UHS dam will be measured at the elevation markers.

6.0 PREREQUISITES 6.1 Provision has been made to supply water to the auxiliary raw water pumps.

6.2 All testing has been completed on the raw water pumps,

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auxiliary raw water pumps and associated piping and systems required to supply water to the UHS.

6.3 The Makeup Discharge Structure Raw Water Pump suction pit is clear of personnel and debr s.

5. 4 Complete the Initial valve Limeup as shown In Appendix A.

6.5 Notify Dames and Moore before pump'ing any. water into the UHS to allow them to monitor erosion of the discharge water if erosion may occur.

7.0 PROCEDURE 7.1 Filling the Ultimate Heat Sink 7.1.1 If the makeup water line has been dewatered, start the Auxiliary Raw Water Pumps OWLO2PA and OWLO2PB according to operating procedure WL-002.

If the makeup water line is-filled, start the Auxiliary Raw Water Pumps OWLO2PA and OWLO2PB according to operating procedure WL-001.

7.1.2 The Makeup Discharge Structure Raw Water pump suction pit has filled with water as identified by a water discharge over the weir.

7.1.3 Start the Raw Water Pumps 1WM01PA and 1WM01PB according to operating procedure WM-001.

NOTE: Lake level monitoring and adjustment shall be performed in accordance with section 7.3.

7.1.4 Fill the Ultimate Heat Sink to an elevation between 1969.0' and 1969.5' as in3' amep,on

.e pion markers located in the UljI d M)]t (a

l et corrected to the SNUPPS elevaton dq: { SU8 0001 Rev. 3 Page 3 of 8 /

APPENDIX A INITIAL VALVE LINEUP l VALVE I l l l NUMBER l DESCRIPTION l POSITION I I I I I I OWLO24A l OWLC2PA Discharge PI Isolation 1 0 l l 1 I I OWLOO4A l OWLO2PA Discharge Isolation l CL I I I I I I-OWLOO5 I makeup Line PI Isolation O l l l i l I OWLOOlA OWL 0lPA Discharge Isolation l CL I I i 1 l l OWLO24B l OWLO2PB Discharge PI Isolation 1 0 l ~ i I I I l OWLOO4B OWLO2PB Discharge Isolation l CL l l l 1 1 OWLOOlC l OWL 0lPC Discharge Isolation 1 CL I I i i _i I OWLOO1B l OWLO1PB Discharoe Isolation: 1 CL l l l I J l CWLO29 l Manhole 42 High Point Vent Isol 1 0 1 1 1 1 1 1 DWLOO7 1 Manhole #2 High Pt Manual Vent 1 CL 1 I I l l l OWLO30 l Manhole #3 High Point Vent Isol l 0 l 1 1 I I I OWLOO9 l Manhole #3 High Pt Manual Isol CL I I I I l OWLO10 l Manhole #3A Dewatering Isolation l CL i I i l i OWLO31 l Manhole #4 High Point Vent Isol l 0 l l l l l l l OWLO12 Manhole #4 High Pt Manual Vent l CL I l l l l OWLO32 l Minhole #5 High Point Vent Isol l 0 l I I I I l OWLO27 Manhole #5 High Pt Manual Vent l CL l l l I l l OWLO33 l Manhole #6 High Point Vent Isol l 0 l l l 1 I I l l OWLO28 l Manhole #6 High Pt Manual Ven': I CL i l l l l l l lWM003A l lWM0lPA Discharge PI Isolation 1 0 l I I I I I IWM002A l lWM0lPA Discharge Isolation CL l l 1 1 I I IWM003B l lWM0lPB Discharge PI Isolation 1 0 1 I I I l l lWM002B l lWM0lPB Discharge Isolation l CL l O = Open CL = Closed T = Throttled L = Locked (Prefix) SU8 0001 1y. ggg, 3 Rev. 3 m j Page 5 of 8 l

APPENDIX A INITIAL VALVE LINEUP l VALVE I l l l NUMBER l DESCRIPTION l POSITION I I I I I I (Later) l Temp Fill Line ISOL l L.T. I I I I I l ICWOO2 l Circ Wtr Warming Line Isolation l CL l l I I I I- "A" l 8" PVC Fill Line Isolation i O l I I I l "B" l 4" PVC Bypass l CL I l I 1 I l I "C" I 6" PVC Pressure Tap l CL I l i I I I I l l 1 I I I i 1 1 I i l i 1 i 1 i i 1 i i l i i l I i l i l I l 1 I I I 1 I I l l I I I I I I I I I I I I I I I I I I I I l l l l l l l l l I l l i 1 l 1 1 I I I I I I I I I I I I i 1 1 I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I O = Open CL = Closed T = Throttled L = Locked (Prefix) ](f ,jadlY SU8 0001 Rev. 3 Page 6 of 8

~ APPENDIX B UHS LEVEL MONITOR RECORD " Example Only" WATER LEVELS

• I I

I I I l l l DOWNSTREAM l DOWNSTREAM l j l DATE/ TIME l UHS BASIN I POND l TOE OF UHS DAM i l I I i l I i i l I 1-1 I I I

• Actual readings on level indicators.

Elevation markers are marked in increments of 0.1 foot. Read to nearest 0.1 foot. j Recorded by DAILY PUMPING RECORDS: (Record type of pump, run time, and location to where water was pumped). I I l l l DOWNSTREAM I DOWNSTREAM i l DATUM i UHS BASIN POND l TOE OF UHS DAM i l ELEVATIONS I I l l I I I I WATER ELEVATIONS

• I I

I I I l l l DOWNSTREAM I DOWNSTREAM l l DATE l UHS BASIN i POND I TOE OF UHS DAM i I i I i l I I I I l l l l l

• In feet (by KG&E)

Calculation by DAILY PUMPING ACTIVITY Summary: (Record total amount of water, in gallons, and location it was pumped to). INFC BNlY SU8 0001 Rev. 3 Page 7 of 8

- _.... -. ~... _. = - t i l /.PlEfDIX C j. Temporary 181pi ng - Circulating Water i Intake Structure t o Ultimate Hea t Sink l i f l j Locate at Top of Route ,7 CW Structure Rip-Rao b' l ON Dasin i B t From CW f Marming Line Nozzle 4 1 1 l 8"PVC i 4 i... 9

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/,- / A / / 6',R, C Discharge to UHS Basin L1 ~ INF0OHLY i GU8 0001 Re'v. 3 Page 8 of 8

SNUPPS-WC 0241.23WC Solution channels filled with clay were dis-covered in the Plattsmouth Limestone formation during geologic mapping of the UHS dam foundation excavation. This was not reported in the FSAR. 1. What was the areal extent and depth of these solution channels, and are there any con-tinuous channels across the dam foundation? 2. How did you determine the presence or absence of these solution features within the limestone formations? 3. Was the soil in the solution cavities tested for the properties resistant to piping and for erosion under the design conditions? 4. Evaluate the effect of these solution chan-nels on the safety of the UHS dam. R241.23WC 1. A description of these features is provided in reviFed FSAR Section 2.5.1.2.5.3. 2. Determination of the presence or absence of solution features was made by subsurface exploration, water pressure testing in bore-

holes, and detailed geologic mapping of foundation excavations.

The subsurface ex-pioration program for the UHS and the UHS dam are described in FSAR Section 2.5.6.2.1. This section also describes the rock condi-tions observed during this exploration pro-gram. The lithology, physical characteris-

tics, percent

recovery, and rock quality designation (RQD) of the rock core were logged in the field (FSAR Section 2.5.4.3.1).

Joints, partings, and solution features were also identified in the field during the sub-surface exploration program. Detailed descriptions of the rock core, including the presence of any of these features, are pre-sented on the logs of individual borings included in FSAR Section 2.5. The presence or absence of significant solu-tion features at the UHS and the UHS dam were also indirectly determined by observa-tions of any drilling water loss during drilling, and by conducting water pressure tests in boreholes after completion of drilling. As described in FSAR Section 2.5.6.4.1.4, no drilling water losses were encountered in any of the soil or rock borings during the subsurface exploration Rev. 9 241-32

SNUPPS-WC R241.23 2. (continued) for the UHS dam. Water pressure tests in boreholes were performed as described in FSAR Section 2.5.4.3.2.1. The results of water pressure testing and evaluation of rock mass permeabilities for the Plattsmouth and Leavenworth limestones in the UHS are presented in FSAR Sections 2.5.1.2.2.2.1.1.- 1.3.2 and 2.5.1.2.2.2.1.1.1.3.4, and on the logs of individual boreholes included in FSAR Section 2.5. A summary of the results of water pressure testing at the UHS rela-tive to estimated UHS dam seepage is pre-sented in FSAR Section 2.5.6.6.4. No large water takes occurred during the water pres-sure testing. The results of the subsurface exploration program and the water pressure testing indi-cated that no significant solution features that have the potential to act as seepage pathways were present. After excavation to foundation grade, the presence or absence of solution features was determined by direct observation. Detailed geologic maps of the exposed foundation strata were prepared at a scale of 1:120. A description of the extent and depth of the solution features observed in the UHS dam foundation is provided in revised FSAR Section 2.5.1.2.5.3. The geologic maps are presented in Dames & Moore's final mapping report (August 13, 1981). 3. No tests related to resistance to piping and erosion were performed on the material in the solution features. However, see Item 4 below. 4. The solution features discovered in the Plattsmouth Limestone during the mapping of the UHS dam foundation are discussed in revised FSAR Section 2.5.1.2.5.3. In sum-

mary, all the ob served solution widened joints were clay

filled, and none were observed to go deeper than one foot below the foundation surface.

Also, no water loss was observed during drilling, and no large water take was observed in the borings along the UHS dam alignment during the water pres-sure testing. In addition, all joints con-taining loose material were cleaned out by Rev. 9 241-33

SNUPPS-WC R241.23 4. (continued) hand excavation and sealed with compacted clay. It is therefore unlikely that any open paths or channels, which are necessary for dispersive piping to start (Sherard, et al., 1972) are present. Therefore, the observed solution features in the UHS dam foundation should have no impact on the safety of the UHS dam. REFERENCE Sherard, James L., Decker, Ray S., and Ryker, ] Norman L., (1972), Hydraulic Fracturing in Low Dams of Dispersive Clay; Proceedings of the Specialty Conference on Performance of Earth and Earth-Supported Structures, Purdue University, Lafayette, Indiana, June 11-14. Rev. 9 241-34

SNUPPS-WC out at the cooling lake site are the Plattsmouth Limestone and Toronto Limestone Members of the underlying Oread Lime-stone Formation. No evidence of solutioning of the limestone units in the vicinity of the spillway at John Redmond Reservoir was noted during field investigations. B.J. Bishop, Chief, Operation Divisior., Tulsa District of the U.S. Army Corps of Engineers (1975) has stated that Foundations and Materials Section personnel observed no indications of any large-volume so-lutioning of limestone in the vicinity of John Redmond Reservoir. Two types of features were found during the site explorations I and excavation mapping which can be attributed specifically to limestone weathering or solutioning. One type of feature, irregular elongated hollows (karren), are formed by the concentration of solution activity along lines of weakness such as joints. Another type of feature is a group of non-linear hollows that curve in an irregular manner and are not associated with joints. This latter pattern may have been caused by organism trails or burrows prior to lithification. Trail or burrow fillings may have been preferentially dissolved. Within the site area, karren separated by rounded divides have been noted in areas where the Plattsmouth and Toronto Limestone Members are exposed as the surficial bedrock units and in the main dam keytrench where the Plattsmouth and Torvato occur at or near ground surface. The curved solution features not associated with joints have been mapped in portions of the ultimate heat sink dam foundation approxi-mately between Stations -0+50 and 1+00 at approximately SNUPPS Elevation 1962.8 to 1962.4 (Dames & Moore, 1981, Figures 8MM, 8DD, and 8EE). Linear solution features (karren) occur approximately between Stations 10+08 and 14+15 at approximately SNUPPS Elevation 1965.6 to 1969.2 (Dames & Moore, 1981, Figures 8U through 8BB and 800 through BTT). In both areas the Plattsmouth Limestone had been covered by clayey soils prior to excavation (Dames & Moore, 1981, l Figures 8B, 8G, 8E, 8F, and 8J). Linear solution grooves l have also been mapped in portions of the excavation surface l of the ultimate heat sink pond between Station AM (SNUPPS N98,184.1, E103,911.8, Elevation 1977.5) and Station BC l (SNUPPS N98,933.5, E103,643.0, Elevation 1966.7) where the Plattsmouth Limestone had been covered by slightly weathered Heumader Shale (Dames & Moore, 1981, Figures 9I through 9L). l As noted in the preliminary site investigation and during l construction, this feature is generally not found in areas where the Plattsmouth and/or the Toronto are overlain by other l stratigraphic units (Dames & Moore, 1979b). l Rev, 9 l 2.5-111 l l l

SNUPPS-WC Typically, karren at the site have rounded divides be-l tween the grooves that are spaced from one to several feet apart. The grooves are usually about an inch wide at the surface of the limestone outcrop. However, they narrow quickly with depth and disappear within several feet of the surface. As observed and mapped in the main dam keytrench, solution activity in the Plattsmouth and Toronto Limestones occurred at joint intersections and along existing joints and resulted in widening those joints. These joints are presently filled with reddish brown clay. Erosion by ancestral Wolf Creek has formed a valley that is floored by successively lower stratigraphic units ranging from the Plattsmouth Limestone Member at higher elevations to the Lawrence Formation at lower elevations (Figure 2.5-22). Mapping in the main dam keytrench, transverse to Wolf Creek valley, indicates that solution activity along joints has occurred in the Plattsmouth and Toronto Limestone Members where those units had occurred as the uppermost bedrock unit. This solution activity did not affect overlying or underlying shales or the shale layer within the plattsmouth limestone. Solution activity did not occur at locations where the Plattsmouth and Toronto limestones are covered by the Heumader and Snyderville shales, respectively. This fact is documented in geologic maps of the main dam keytrench walls (Dames & Moore, 1979b, Figure 10J, Sta. 37+06 to Sta. 38+00; Dames & Moore, 1981, Figure llA, Sta. 42+00 to Sta. 43+50) Many of the features shown on the two figures referred to above represent solution activity which had occurred along joint intersections and along individual joint surfaces. Blocks of sound lime-stone between joints which are shown on these figures were plucked away from the keytrench wall during blasting and excavation giving the impression of wide solution features where sound rock had actually occurred between clay-filled fractures. Coring and pressure testing data obtained during the main dam foundation investigation had indicated that the Plattsmouth and Toronto limestones have relatively low permeabilities below the upper weathered zone and where overlain by the Heumader and Snyderville Shales. (For example see Dames & Moore, 1976c, Figures A-2-8, A-2-9, A-2-33, and A-2-36 for borings D-14, D-18, D-40 and D-43, respectively). No solution features were observed in the main dam keytrench from Sta. 8+00 to Sta. 18+00 (Dames & Moore, 1979b, Figure 10D). Subsurface investigations and excavation surface mapping j indicate that solution features do not occur throughout the Plattsmouth and Toronto limestones, but occur along near-surface joints at locations where overlying rock units have been removed by stream erosion in Wolf Creek valley. Rev. 9 2.5-llla

f SNUPPS-WC As observed and mapped in the ultimate heat sink dam foundation between Stations -0+50 and 1+00, the irregular, non-linear solution features occur in areas where the Plattsmouth Limestone Member was overlain by 5 to 8 feet of topsoil, silty clay, clay, and extremely to moderately weathered Heumader shale (Dames & Moore 1981, walls on Figures 8B and 8G, floors on Figures 8M, 8DD, 8EE, and 8FF. Widths of clay-filled fractures are noted on each figure). Most of the features in this area appear similar to those shown to scale on the detail inset on Figure 8M (Dames & Moore, 1981). These curving, irregular features differ from the linear karren observed elsewhere and do not appear to be associated with fractures. None of the curved solution features were continuous across the UHS dam foundation. Clay-filled joints, apparently widened by solution activity, are rare but occur at approximately Station 0+35, 70'R of centerline; Station 0+38, 60'L of centerline; and Station 1+00, 83'L of centerline. Both the curving irregular features and the joints discussed above were mapped on excavation surfaces ranging in elevation from approximately 1962.8 to 1962.1 (SNUPPS Datum). No solution features were observed on the foundation surface at approximately 1961.0 to 1960.4 (i.e., south and east of the excavation ledge) (Dames & Moore, 1981, Figures 8N, 8M, 8EE, and 8FF). This observation, coupled with hand excavation of several of the clay-filled solution features and joints, indicates that these features range up to almost 1 foot in depth. These data indicate that both solution features along joints and the irregular features are restricted to the uppermost 1-foot of rock and implies that the occurrence of the curving irregular features is lithologically controlled. Solution features in the Plattsmouth Limestone at the UHS dam between Station 1+00 and approximately Stations 2+55 to 3+00 (i.e., below SNUPPS elevation 1961) are rare and appear to be joint controlled (Dames & Moore, 1981, Figures 8N, 80, and 8GG). Solution activity appears to have widened many joints occurr-ing between Stations 10+08 and 14+15 at the southeast end of the ultimate heat sink dam (Dames & Moore, 1981, Figures 8W through 8BB and 800 through 8TT). The excavation surfaces which contain these clay-filled joints range in elevation from 1964.4 to 1969.2 and had been overlain, prior to excavation, by 4 to 8 feet of silty clay and extremely weatbared limestone (Dames & Moore, 1981, Figures 8E, 8F, and 8J). r clay-filled joints in this area range up to almost 2 ee c in width. c Hand excavation and observations across ledges inoicate that these features are generally on the order of up to 1 foot in depth. Only two clay-filled fractures in the Plattsmouth i Limestone are continuous across the dam foundation and cross the centerline at approximately Stations 11+15 and 11+20 (SNUPPS elevation approximately 1966.5 - Dames & Moore, 1981, Figures 8X and 8PP). Other portions of the Plattsmouth foundation surface between Stations 8+60 and 10+08 contain l Rev. 9 2.5-111b

f SNUPPS-WC either tight joints or more widely spaced, clay-filled joints up to 1 inch wide (Dames & Moore, 1981, Figures BU, 8V, BMM, and 8NN). Mapping of abutment surfaces containing the base of the Plattsmouth Limestone indicates that solution features are not through-going to the top of the underlying Heebner Shale (Dames & Moore, 1981, Figure 8ZZ; also see Figure 8WW). Logs for Borings HS-15 and HS-1 indicate that no joints and solution features were observed within the Plattsmouth limestone beneath the northwestern portion of the foundation and that both core recovery and RQD varc high (Figures 2.5-30, 2.5-36o, and 2.5-36a). No solution leatures were observed in borings HS-3, HS-5, HS-16, and HS-31 where the Plattsmouth limestone occurs as the upper bedrock unit in the southeastern portion of the ultimate heat sink dam foundation (Figures 2.5-36c, -36e, -36p, and -36gg). No water losses were reported during drilling. The presence of delicate calcite crystals in isolated 0.08 ft. diameter vugs near the base of the Plattsmouth limestone are another indication that solution features do not occur throughout this unit. These data and a cross-section along the UHS dam axis indicate that, as at the main dam, solution features in the Plattsmouth limestone appear to occur only where it is the uppermost bedrock unit in the vicinity of Quaternary stream channels (Figure 2.5-48). Solution features at the southeast end of the ultimate heat sink dam foundation are similar to those at the main dam keytrench in that stratigrephically lower horizons in the Plattsmouth are affected at locations where stream erosion has cut down through the limestone. The irregular, curved solution features and more widely spaced joints in the northern portion of the ultimate heat sink dam foundation differ in that their occurrence is restricted to approximately a 1-foot interval. Some solution pitting and karren were mapped in the ultimate heat sink pond between Stations AI and BC (SNUPPS Elevations 1978 to 1966.7, respectively) (Dames & Moore, 1981, Figures 9 and 9H through 9L). Observation across ledges and hand excava-tion indicate that these features generally range up to 0.5 to 0.6 foot in depth. This general area had been covered by 5.5 to 7.7 feet of topsoil and silty clay prior to excavation. Pressure testing in Borings HS-8 and HS-22 in the vicinity of these features indicated no water take within the Plattsmouth l limestone (Figures 2.5-36h and 2.5-36v). Additional pressure testing in borings HS-10, HS-20, HS-24, and HS-29 indicated no t water takes within the Plattsmouth limestone in the ultimate heat sink pond area (Figures 2.5-36j, -36t, -36x, and -36cc). These data and the rock core descriptions indicate the absence of solution features in the Plattsmouth limestone and infer that the three joints described as open in logs for Borings HS-5, HS-20, and HS-22 had been closed or filled prior to drilling (Figures 2.5-36e, -36t, and -36v). In addition to Rev. 9 2.5-111c l i L

SNUPPS-WC these subsurface data, no solution features were mapped within the Plattsmouth limestone where excavated for the essential service water pipeline corridor within the ultimate heat sink pond (Dames & Moore, 1981, Figures 6III through 6TTT), for the foundation for the essential service water pumphouse (Dames & Moore, 1981, Figures 7A through 7D), or for foundations within the power block (Dames & Moore, 1978, see Figures lA and 1B for locations of maps within power block). See Section 2.5.6.6.4 for a discussion of estimated seepage through the foundation rock of the UHS dam. The cooling lake (WCGS-ER(OLS) Sections 3.3 and 3.4) re-ceives water from runoff, precipitation, and make-up water released from John Redmond Reservoir and loses water through seepage, evaporation, and discharge. The results of analyses for a 16-year period indicate (WCGS-ER(OLS) Rev. 3, Section 3.3 and Table 3.3-1) that with one unit operating, an average of 46.9 cfs released from John Redmond Reservoir will be pumped into the lake from the Neosho River for make-up and 27.3 cfs will come ito the lake from rainfall and runoff. With two units operating, these figures will be 60.9 and 27.3 cfs, respectively. Discharge will average 21.7 cfs with one unit in operation. Discharge will average 20.8 cfs with a second unit in operation. Seepage is assumed to be 3.5 cfs with either one or two units in operation. The remaining water loss will occur through evaporation. (See Sections 2.4.8.2 and 2.4.11.5.) Rev. 9 2.5-llld

SNUPPS-UC 0241.24WC Provide the following information on the UHS dam filling test: 1. What was the quantity of water pumped into the UHS dam during the 30-day monitoring period? 2. What was the quantity of water pumped from the downstream toe to maintain a water level of elevation 1955 feet? 3. What were the estimate seepages through the UHS dam and through the UHS dam foundation? 4. Compare the estimated vertical and lateral deformation of the UHS dam with "those mea-sured during the filling and subsequent 30-day monitoring of the UHS dam " Evaluate the impact of any differences between the measured and estimated deformations on the safety of the UHS dam. 5. Provide a copy of the report " Final Report, Surveillance of Earthwork, UHS and UHS Dam" by Dames & Moore, 1981. R241.24WC 1. The quantity of water pumped into the UHS reservoir during the 30-day monitoring peri-od was 388,740 cubic feet. 2. The quantity of water pumped from the down-stream toe of the UHS dam to maintain a water elevation of 1955 feet during the 30-day monitoring period was 57,710 cubic feet. 3. The UHS dam has a zone extending 30 feet be-yond the toe of the embankment which has been excavated to rock and backfilled to grade elevation with riprap stone. This is shown on FSAR Figures 2.5-116 and 2.5-117. During the 30-day observation period, water was pumped from a sump at the low point in this area to maintain the water level in this area below elevation 1955 feet. The net cumulative amount of water pumped from this area during the period 11/7/80 to 12/6/80 was 347,400 gallons which corres-ponds to a seepage rate of 8.3 gpm. The net cumulative amount was obtained by taking the total amount of water pumped and subtracting the volume of precipitation falling on the downs tream face and excavated toe area during the 30-day period. Rev. 9 241-35

SNUPPS-WC l R241.24WC 3. (continued) l The seepage during this period was 8.3 gpm 4 which corresponds to 0.154 x 10 cfs/ft dicted seepage rate of 0.23 x 10'y the pre-length of dam. This is less th cfs/ft as given in FSAR Section 2.5.6.6.4. 4. No estimates of deformation of the UHS dam 4 i during filling were made. The locations of movement monuments are provided in Figur~ 241.24-4-1, and the measured deformations for each monument are presented in Tables 241.24-4-1 through 241.24-4-4. From these

tables, it may be seen that the vertical movements during the filling period are on the order of less than 0.5 inch and on the order of 0.1 inch during the observation period (Table 241.24-4-2).

The UHS dam has been constructed with a conservative 3.5 percent camber, so that the crest elevation will remain above elevation 1970.0 feet, as described in Sargent & Lundy Report No. SL-3831, Paragraph 2.2.3.5 (which is pro-vided in response to Question 241.25). The observations of the horizontal movements j for September 24, 1980 (Table 241.24-4-4) show deformations up to 3 inches along the axis of the UHS dam and deformation close to 1 inch transverse to the axis of the UHS dam. However, the survey data for the prior and subsequent periods, including the observa-tion period, show movement on the order of 1 inch or less. It is, therefore, felt that the data for September 24, 1980 does not re-flect actual movements. Actual movements j

should, therefore, be considered on the l

order of 0.5 inch for vertical displacements ments and 1 inch or less for horizontal dis-placements. These recorded horizontal and vertical move-l ments are considered normal and have no impact on the safety of the UHS dam. l l Rev. 9 241-36 _. - _ _ _ _... ~. - - - _ _ _ _ -, _ -

Table 241.24-4-1 Sheet 1 of 3 VERTICAL MNDeff M2 DENT DATA GiS DAM Immtion Monunent Ueet) Date of Survey and Elevation Ntmier Station Offeet 05/20/80 05/27/80 06/03/80 06/10/80 06/17/80 06/24/80 07/01/80 07/08/80 07/15/80 07/22/80 07/29/80 1 (-) 2+00 0 1978.031 1978.023 1978.022 1978.021 1978.038 1978.036 1978.039 1978.046 1978.030 1978.030 1978.038 2 ' 0+00 0 1978.276 1978.269 1978.264 1978.266 1978.282 1978.279 1978.282 1978.290 1978.274 1978.275 1978.279 3 2+00 0 1978.369 1978.364 1978.360 1978.363 1978.370 1978.376 1978.378 1978.387 1978.374 1978.380 1978.377 4 4 +00 0 1978.753 1978.740 1978.733 1978.732 1978.736 1978.739 1978.740 1978.744 1978.733 1978.74* 1978.733 5 5+50 0 1978.663 1978.653 1978.648 1978.650 1978.656 1978.656 1978.661 1978.666 1978.654 1978.664 1978.656 6 7+00 0 1978.565 1s18.555 1978.554 1978.555 1978.559 1978.563 1978.568 1978.573 s1978.559 1978.573 1978.563 7 8+50 0 1978.414 1978.404 1978.401 1978.406 1978.410 1978.414 1978.414 1978.416 1978.408 1978.424 1978.410 8 10+00 0 1978.289 1978.280 1978.276 1978.283 1978.287 1978.291 1978.296 1978.2 % 1978.288 1978.304 1978.291 9 12+00 0 1978.093 1978.084 1978.084 1978.089 1978.094 1978.098 1978.100 1978.101 1978.094 1978.113 1978.095 Notes: 1. Elevations refer to SNUPPS reference & tun. e, 2. See Figure 241.24-4-1 for locations of the inovanent nonunents. i Bev. 9 e

Table 241.24-4-1 (cmtinued) Sheet 2 of 3 Location Montsnent (feet) Date of Survey and Elevition Number Station Offset 08/05/80 08/12/80 08/19/80 08/26/80 09/02/80 09/09/80 09/16/80 09/23/80 09/30/80 11/04/80 12/01/80 1 (-) 2+00 0 1978.034 1978.040 1978.035 1978.037 1978.036 1978.046 1978.032 1978.035 1978.030 1978.031 1978.026 3 0+00 0 1978.276 1978.283 1978.273 1978.280 1978.277 1978.287 1978.275 1978.277 1978.272 1978.275 1978.272 3 2+00 0 1978.373 1978.375 1978.367 1978.377 1978.375 1978.380 1978.379 1978.373 1978.372 1978.375 1978.379 4 4+00 0 1978.729 1978.730 1978.720 1978.728 1978.724 1978.726 1978.731 1978.721 1978.719 1978.720 1978.722 5 5+50 0 1978.651 1978.652 1978.642 1978.652 1978.648 1978.649 1978.653 1978.643 1978.642 1978.643 1978.644 6 7+00 0 1978.557 1978.560 1978.550 1978.558 1978.556 1978.556 1978.560 1978.551 1978.549 1978.550 1978.553 7 8+50 0 1978.406 1978.407 1978.397 1978.406 1978.404 1978.403 1978.406 1978.397 1978.394 1978.396 1978.397 8 10+00 0 1978.288 1978.286 1978.280 1978.291 1978.287 1978.288 1978.288 1978.281 1978.278 1978.284 1978.289 9 12+00 0 1978.090 1978.089 1978.084 1978.096 1978.091 1978.093 1978.092 1978.083 1978.081 1978.084 1978.085 Rev. 9 e

~ 9 3 f v o eR 3 tee h S e no itave lE dna y ) e d v e r u u n S it f n o oc e ( ta 1 D -4 -4 2 1 4 2 e l baT 1 9 4 9 9 2 2 7 8 3 8 1 6 7 0 3 4 8 7 7 0 2 3 7 6 5 3 2 0 /5 0 8 8 8 8 8 8 8 8 8 / 7 7 7 7 7 7 7 7 7 1 9 9 9 9 9 9 9 9 9 0 1 1 1 1 1 1 1 1 1 tes 0 0 0 0 0 0 0 0 0 f n f o)O it teae n 0 0 0 0 0 0 0 0 0 cf o 0 0 0 0 5 0 5 0 0 n(i + + + + + + + + + I t 2 0 2 4 5 7 8 0 2 a 1 1 t ) S ( t nr ee mi 1 2 3 4 5 6 7 8 9 ns r t oN M

Table 241.24-4-2 Sheet 1 of 2 VERrICAL MNDO.'r MJNUPENT DATA IMS DAM Iocation Mcr m t (feet) Date of Survey and Cumulative ard Movement Ntmher Station Offset 05/27/80

• 6/03/80 06/10/80 06/17/80 06/24/80 07/01/80 07/07/80 07/15/00 07/22/80 07/29/80 08/05/80 1

(-) 2+00 0 0.10 0.11 0.12 -0.08 -0.06 -0.10 -0.18 0.01 0.01 -0.08 -0.04 2 0+00 0 0.08 0.14 0.12 -0.07 -0.04 -0.07 -0.17 0.02 0.01 -0.04 0.00 3 2+00 0 0.06 0.11 0.07 -0.01 -0.08 -0.11 -0.22 -0.06 -0.13 -0.10 -0.05 4 4+00 0 0.16 0.24 0.25 0.20 0.17 0.16 0.11 0.24 0.13 0.24 0.29 5 5+50 0 0.12 0.18 0.16 0.08 0.08 0.02 0.04 0.11 -0.01 0.08 0.14 6 7+00 0 0.12 0.13 0.12 0.07 0.02 -0.04 -0.10 0.07 -0.10 0.02 0.10 7 8+50 0 0.12 0.16 0.10 0.05 0.00 0.00 -0.02 0.07 -0.12 0.05 0.10 8 10+00 0 0.11 0.16 0.07 0.02 -0.02 -0.08 -0.08 0.01 -0.18 -0.02 0.01 9 12+00 0 0.11 0.11 0.05 -0.01 -0.06 -0.08 -0.10 -0.01 -0.24 -0.02 0.04 Notes: 1. All novements are in inches. 2. Positive ntaber indicates settlement. I Rev. 9 8

u n TAB [E 241.24-4-2 (continued) Sheet 2 of 2 Iocation Monupient (feet) Date of Survey and Cunallative Moveent Ntaber Station Offset 08/12/80 08/19/80 08/26/80 09/02/80 09/09/80 09/1ff80 09/23/80 09/30/80 11/04/80 12/01/80 01/05/81 1 (-) 2+00 0 -0.11 -0.05 -0.07 -0.06 -0.18 -0.01 -0.05 0.01 0.C0 0.06 0.14 2 0+00 0 -0.08 0.04 -0.05 0.01 -0.13 0.01 -0.01 0.05 0.01 0.05 0.14 3 2+00 0 -C.07 0.02 -0.10 -0.07 -0.13 -0.12 -0.05 -0.04 -0.07 -0.12 -0.12 4 4+00 0 0.28 0.40 0.30 0.35 0.32 0.26 0.38 0.41 0.40 0.37 0.53 5 5+50 0 0.13 0.25 0.13 0.18 0.17 0.12 0.24 0.25 0.24 0.23 0.37 6 7+00 0 0.06 0.18 0.08 0.11 0.11 0.06 0.17 0.19 0.18 0.14 0.28 1 7 8+50 0 0.08 0.20 0.10 0.12 0.13 0.10 0.20 0.24 0.22 0.20 0.32 8 10+00 0 0.04 0.11 -0.02 0.02 0.01 0.01 0.10 0.13 0.06 0.00 0.13 9 12+00 0 0.05 0.11 -0.04 0.02 0.00 0.01 0.12 0.14 0.11 0.10 0.24 h Rev. 9 I

Table 241.24-4-3 Sheet 1 of 2 HORIZCNTAL MOVDENT 70NUffNT DATA LHS DAM Location Date of Survey and coordinates Montunent (feet) 5/23/80 6/25/80 07/23/80 08/21/80 09/24/80 Ntsiber Station Offset North East North East North East North East North East 1 (-) 2+00 0 98071.529 102244.256 90071.461 102244.139 98071.488 102244.226 98071.541 102244.106 98071.617 102244.011 2 0+00 0 97916.880 102370.959 97916.857 102370.923, 97916.859 102370.892 97916.920 102370.821 97916.975 102370.700 3 2+00 0 97762.179 102497.783 97762.165 102497.714 97762.147 102497.762 97762.226 102497.689 97762.159 102497.564 4 4+00 0 97607.647 102624.344 97607.657 102624.361 97607.654 102624.372 97607.712 102624.279 97607.786 102624.192 5 5>50 0 97491.336 102719.270 97491.337 102719.282 97491.314 102719.276 97491.387 102719.188 97491.426 102719.123 6 7+00 0 97375.299 102814.312 97375.269 102814.293 97375.246 102814.345 97375.330 102014.233 97375.366 102814.123 7 8+50 0 97259.144 102909.218 97259.135 102909.257 97259.146 102909.296 97259.200 102909.149 97259.246 102909.063 8 10+00 0 97143.284 103004.258 97143.275 103004.245 97143.259 103004.270 97143.362 103004.213 97143.393 103004.082 9 12+00 0 97022.872 103158.715 97022.851 103158.725 97022.771 103158.652 97022.843 103158.647 97022.993 103158.567 Notes: 1. Coordinates refer to SNUPPS reference grid. 2. See Figure 241.24-4-1 for location of the movoment montnent. Rev. 9 e

~ E TABIE 241.24-4-3 (cxmtinued) Sheet 2 of 2 r 3 Iocation Date of Survey and Coordinates Montment (feet) 11/06/80 02/16/81 Number Station Offset Ibrth East North East 1 (-) 2+00 0 98071.593 102244.267 98071.541 102244.188 2 0+00 0 97916.919 102370.906 97916.934 102370.861 3 2+00 0 97762.230 102497.783 97762.218 102497.745 4 4+00 0 97607.713 102624.324 97607.687 102024.313 5 5+50 0 97491.402 102719.254 97491.357 102719.227 6 7+00 0 97375.346 102814.315 97375.310 102814.237 7 8+50 0 97259.206 102909.233 97259.194 102909.198 8 10+00 0 97143.374 103004.231 97143.362 103004.267 9 12+00 0 97022.952 103158.714 97023.002 103158.732 Rev. 9 a e

w_ Table 241.24-4-4 Sheet 1 of I HORIZCNTAL MOVDENT U1S DAM Iocation Date of Survey and Cuuulative Movement E wment (feet) 06/25/80 07/23/80 08/21/80 09/24/80 11/06/80 02/16/81 Ntrher Station Offset South West South Wst South West South West South Wmt South Wmt 1 (-) 2+00 0 0.82 1.40 0.49 0.36 -0.14 1.80 -1.06 2.94 -0.77 -0.13 -0.14 0.82 2 0+00 0 0.28 0.43 0.25 0.80 -0.48 1.66 -1.14 3.11 -0.47 0.64 -0.65 1.18 3 2+00 0 0.17 0.83 0.38 0.25 -0.56 1.13 -0.96 2.63 -0.61 0.00 -0.47 0.46 - 4 4+00 0 -0.12 -0.20 -0.08 -0.34 -0.78 0.78 -1.67 1.82 -0.79 0.24 -0.48 0.37 5 5+50 0 -0.01 -0.14 0.26 -0.07 -0.61 0.98 -1.08 1.76 -0.79 0.19 -0.25 0.52 6 7+00 0 0.36 0.23 0.64 -0.40 -0.37 0.95 -0.80 2.27 -0.56 -0.04 -0.13 0.90 7 8+50 0 0.11 -0.47 -0.02 -0.94 -0.67 0.83 -1.22 1.86 -0.74 -0.18 -0.60 0.24 8 10+00 0 0.11 0.16 0.30 -0.14 -0.94 0.54 -1.31 2.11 -1.08 0.32 -0.94 -0.11 9 12+00 0 0.25 -0.12 1.21 0.76 0.35 0.82 -1.45 1.78 -0.96 0.01 -1.56 -0.20 Nc2es: 1. + indicates movement towards south or west. - indicates movement towards north or east. 2. All movements are in inches. I O

i N l \\ v e E L.19 6 5 EL.1970 8 I MON. I O. c STA.-2 + 00{ \\ o g _ LJ N 98.000 / MON.2 STA. 0+0 O<p MON.3 Y, STA. 2 +00 EL.19 6 5 N \\ %wp \\ \\ MON.4 p STA. 4 +00 MON.5 N STA. 5+50 \\ UHS DAM- \\ \\ MON.6 STA. 7 +00 \\ EL.1965 MON.7 \\ PLAN STA.8+50 EL.1970 \\ MON.8 STA.10 +00 / N STA.12tOO N 97,000 -~ FEET 200 0 200 b: O MOVEMENT MONUMENT LOCATION MON.I AND NUMBER FAV-9 WOLF CREEK GENER ATING STATION UNIT NO.1 FINAL SAFETY ANALYSIS REPORT ~ ORAWING

REFERENCE:

CAMPEELL, B ARBER, LAMBETH & ASSOCI ATES, P. A. MOVEMENT MONUMENT LOCATION 6223 SLATER P.O. BOX 315 SHA'wNEE M1SSION, KANSAS 66201 UHS DAM PHONE: 913-722-1220

SNUPPS-WC R241.24WC 5. The requested report is provided as Attach-ment 241.24-5-1. l l l l 1 l i l l Rev. 9 241-37 l l

_.s. 1 L SNUPPS-WC i l R241.25WC Provide copies of the following reports: ) 1. " Engineering Data Compilation for the Wolf Creek Lake" Sargent Lundy Report SL-3830 4 l' 2. " Engineering Data Compilation for Water Con-trol Structures at Wolf Creek Lake" Sargent and Lundy Report SL-3831 i R241.25WC The requested documents are provided as Attach-ments 241.25-1 and 241.25-2. i ( j ? i I i -j i 1 l 1 I i r i Rev. 9 241-38 i ,. -.. -, -. -,. - -,., ~, - _.. -,... - -.. - -,,,. ~ + - - - - -,,, -. -. - -}}