ML20207L288

Basemat Monitoring Program,Special Rept 2, from Inception to Aug 1988

ML20207L288
Person / Time
Site:	Waterford
Issue date:	09/30/1988
From:	Bari I, Munshi S LOUISIANA POWER & LIGHT CO.
To:
Shared Package
ML20207L274	List: ML20207L288 W3P88-1364, Forwards Waterford Steam Electric Station Unit 3,Basemat Monitoring Program,Special Rept 2. Rept Documents Continued Integrity of Basemat as Verified by Program from Time of Inception of Monitoring in 1986 Through Aug 1988
References
NUDOCS 8810170274
Download: ML20207L288 (55)

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LOUISIANA POWER 6 LIGir COMPANY WATERFORD STEAM ELECTRIC STATION f

UNIT NO. 3 BASEMAT 50NITORING PROGRAM SPECIAL REPORT NO. 2

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t Prepared By: I. Bari/S. Munshi Reviewed By: A. H. Wern r

September, 1988 i

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Ebasco Services Incorporated 2 2400 Veterans Memorial Blvd.

Sulte 200 ,

! Kenner, Louisiana 70062 ,

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! 8810170274 881011 i

PDR A00CM 05000382

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LOUISIANA POWER 6 LIGHT COMPANY WATERFORD STEOi ELECTRIC STATION UNIT NO< 3 BASFM\T FONITORING PROGRAA1 SPECIAL REPORT NO. 2 TABLE OF CONTENTS Section Title Pace 1.0 PURPOSE 1 2.0 SCOPE 1

3.0 CONCLUSION

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4.0 BACKGROUND

AND PROGRAA! OVERVIEW 2 4.1 Basemat Elevations 3 4.2 Groundwater Chemistry 4 4.3 Seasonal Groundwater Levels 5 4.4 Crack Surveillance 5 4.5 Surveillance Frequency 6 5.0 RESULTS AND DISCUSSIONS 7 5.1 Basemat Elevation Surveys 7 5.2 Groundwater Chemist ry 10 5.3 Seasonal Groundwater Levels 10 5.4 Crack Surveillance 10 i l

REFERENCES l l

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LOUISIANA POWER 6 LIGiff COMPANY WATERFORD STEAM ELEG RIC STATION UNIT NO. 3 BASBRT MONITORING PROGRAM SPECIAL REPORT NO. 2 LIST OF TABLES Table No. Title 1 Basemat Edge to Shield Building Baseline Differential Calculation (July 1984).

2 Settlement Points Differential Relative to July, 1984 Paseline.

3 Nuclear Plant Island Structure -

Groundwater Chloride Content.

4 Nuclear Plant Island Structure -

Groundwater Elevation.

5 Crack Width Monitoring -

Change in Jrack Width.

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LOUISIANA POWER 6 LIGiff COMPANY WATERFORD STE21 ELECTRIC STATION

[ NIT NO. 3 BASEMAT MONITORING PROGRAA1 SPECIAL REPORT No. 2 LIST OF FIGURES Figure No. Title 1 New Settlement hbnitoring Points.

2 Groundwater Sampling Wells.

3 Instrumented Arrangement at Crack Width Monitoring Station.

4 Crack Width Monitoring Stations.

5 Selected Walls for Photographic Survey.

6 Settlement Points Differential.

7 Settlement Points Differential.

8 Basemat Absolute Settlements December,1985 to July,1986.

9 Basemat Absol.ute Settlements December, 1985 to December, 1986.

10 Basemat Absolute Settlements December, 1985 to June, 1987, 11 Basemat Absolute Settlements 9ecember,1985 to September,1987, 12 Basemat Absolute settlements December, 1985 to December, 1987 13 Basemat Absolute Settlements December,1985 to March,1988.

14 Basemat Absolute Settlement December,1985 to August,1988.

15 Elevation Variation of Monitoring Points -

Points A B, C and D.

16 Elevation Variation of hbnitoring Points -

Points E, F El and E2.

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i' LOUISIANA POWER 6 LIGir COMPANY WATERFORD STEAM ELECTRIC STATION  ;

UNIT NO. 3 J

BASBMT MONITORING PROGRN.!

SPECIAL REPORT NO. 2 i

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> LIST OF FIGURES (Cont'd) ,

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Figure No. Title i Elevation Variation of Monitoring Points -

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Points E3, E4, E5 and E6.

18 Elevation Variation of Monitoring Points -

4 Points E7, E8, E9 and E10. i e ,

19 Elevation Variattor, of hbnitoring Points - ,

, Points Ell, E12 E13 and E14, i t  :

20 Elevation Variation of Monitoring Points -  ;

< Points M9, M10, b'11A and M12. i l 21 Elevation Variation of Monitoring Points - i l Points M13. W1 W2 and W3.

22 Elevation Variation of Monitoring Points - l

' Points W4, W5, W6 and W7.

23 Elevation Variation of Monitoring Points -

.i Poir ts W8, W9, W10 and Wil. l i

1 24 Elevation Variation of Monitoring Points - ,

i Point W12. i i  :

! 25 Groundwater Chloride Content Variations. '

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t 26 Groundwater Elevation Variations.  !

. l Crack Width Variations  !

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Crack Nos. 1 thru 4. l

! l 28 Crack Width Variations ,

! Crack Nos. S thru 8. l i

Crack Width Variations I

29 Crack Nos. 9 thm 12. l t

30 Crack Width Variations i l

Crack Nos.13 thm 15. j iv i

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LOUISIANA POWER 6 LIGir C0hPANY WATERFORD STEAM ELECTRIC STATION UNIT NO. 3 BASE > TAT FONITORING PROGRAM SPECIAL REPORT No. 2 1.0 PURPOSE Nuclear Plant Island Structure (NPIS) Common Foundation Basemat Monitoring Program required by Waterford-3 Technical Specification Section 6.8.4.e, has been established to provide continuing assurance of basemat integrity and to ensure that conditions within the basemat do not change significantly. Re monitoring program is being implemented according to Louisiana Power G Light Company (LPSL) Surveillance Procedures PE-5-033 and CE-2 100 (References 1 6 2). Ris is the second special report prepared to summarize the pertinent observations, measurements and evaluations conducted since Waterford 3 has been in operation.

2.0 SCOPE Ris report documents the results of the monitoring program in all four areas which have been specified in Technical Specification Section 6.8.4.e to demonstrate continued integrity of the basemat. De four areas are:

a. Basemat elevation

b. Groundwater chemistry

c. Seasonal variation of groundwater level

d. Crack surveillance This report covers the surveillance data collected through August, 1988.

3.0 CONCLUSION

The basemat monitoring program has been active since Waterford 3 has been in operation. The results of the monitoring program are summarized below.

j a. Basemat differential settlement -

De calculated differential settlements are within the specified action limits of + 1.0 inch.

The Stuimum dif ferential of 0.54 inch was noted in Dece'~mber, 1985.

The maximum differential is reduced to 0.31 inch in the last survey.

Cyclic behavior with slight overall long term settlement has been observed.

3.0 CONCLUSION

(Cont'd)

b. Groundwater chemistty - ne maximum level of groundwater chloride content analyzed is 48 ppm, observed in June. 1987, which is substantially below the defined limit of 250 ppm.

c. Seasonal groundwater levels - groundwater level variation is small j and is similar in east and west wells. The overall variation is 1.53 l feet for the east well and 1.38 feet for the west well.

d. Crack width monitoring -

Increase in crack width of all che instrumented cracks over the surveillance period is below the prescribed action limit of 15 mils (0.015 inch). ne maximum increase in crack width was 4.65 mils which was measured in bhrch, 1988 for crack No: 12. This variation has since reduced to 1,55 mils, i

e. Wall crack inspection - Inspection and photographic survey of the lower portion of the shield building and selected exterior walls in i

the east and west cooling tower areas did not reveal any cracks

greater than 15 mils (0.015 inch) and, therefore, acceptance criteria

. was satisfactorily met.

] The data collected during this reporting period have satisfactorily been

below the action limits reqJi rements and no unusual behavior of the

basemat has been detected. It is, therefore, concluded that the continued d integrity of the basemat has been verified by the survelliance program.

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4.0 BACKGROUND

AND PROGRAM OVERVIEW l

y A surveillance program for the Nuclear Plant Island Structure (NPIS)

I Common Foundation Basemat has been in place since 1985 and was instituted 1

to provide continuing assurance of basemat integrity and to ensure that j conditions within the basemat do not change significantly. The elements j se'.ected for monitoring are those for which measurements will reflect any

unusual behavior of the basemat and which will be useful in addressing the i significance, if any, of such behavior. Action limits were established j for the monitored elements whereby, if the measurements reach a limiting 3

value, action would be taken to identify the cause of the changes and an evaluation made as to the effect of such on the integrity of the basemat.

l The Basemat Surveillance Program is divided into four mjor areas, nese

, will provide overall assurance that changes in relevant observable and l measurable phenomena will be detected and that sufficient data will be I available to evaluate significant changes, if any, and their j implications, n e program elements are:

l a. Basemat Elevation which is the primary method of identifying:

! o the gross response of the basemat to loading; i o implied soll consolidation and environmental changes; l o flexural variations within the basemat.

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4.0 BACKGROUND

AND PROGRAM OVERVIEW (Cont'd)

b. Groundwater Chemistry to detect any long term changes from the current absence of significant rebar corrosion potential within the ba mat.

c. Groundwater Level to detect any correlation of fluctuations in the groundwater level with measured basemat movements or measured changes in crack width.

d. Crack Surveillance to provide an indication of changes in the state of strain at the top surface of the basemat.

The first basemat special repvrt documenting and evaluating the data collected through December, 1986 as part of the surveillance program was submitted to NRC via Ref. 3 on January 5,1987. It was documented in the report that the basemat was verified to be continuously operable.

However, no definite trend of the data was observed.

The original surveillance program established in 1985 was modified to obtain more meaningful data as a result of the experience gained in the monitoring. The revised version of the surveillance program was presented to the NRC in Chapter IX of the Basemat Summary Report (Reference 4) and was approved by the NRC as documented in Safety Evaluation Report issued on October 27,1987 (Reference 5).

An overview of the various elements of the program and subsequent revisions are described in the following subsections.

4.1 Basemat Elevations This element of the program involves the collection of elevation data by a level survey conducted on selected monitoring points. The basemat is expected to exhibit continued long term settlement at a very low rate decreasing with time. This type of settlement is expected to be primrily rigid body and involvas little strain in the basemat. Short period (e.g., seasonal) cyclical movements of the i basemat can be expected. These will result in negligibic accumulation. They may involve rigid body displacements and rotations and may also imply strains within the basemat, i

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In the original program, a set of "Primary" and "Secondary" monitoring points were established. The primry moni toring points were a set of ten (10) points located on the east and west exterior walls and shleid building wall approximately 60 ft. above the basenat. These points were monitored to measure the basemat i dif ferential settlement and to provide a ready comparison with the )

action limits. The differential settlements represent the difference in elevation between monitoring points at the basemat center areas near the shleid building and monitoring points at the boundaries of tlw NPIS. An action limit of one (1.0) inch was selected for the changes in differential settlement from the baseline differentia' settlement. The baseline differentials were established from the level survey elevation data of July, 1984.

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4.1 Basemat Elevations (Cont'd)

Secondary monitoring points were established with a sufficient number and distribution of settlement points on the basemat to portray the state of flexure of the basemat and nature of the settlement of the basemat as a whole.

Although the calculated differential settlements of the prima ry monitoring points were within the action limit for all the surveillance periods, the review of the various survey data indicated that accurate basemat settlement behavior could not be accurately reflected by monitoring the points located at higher elevations as these points appeared to be influenced by movements due to thermal effects ani wall rotations occuring in the superstructure. The 4

primary monitoring points, as well as four secondary monitoring points located on the shleid wall at higher elevations, were therefore deleted from the settlement monitoring program. Further, it was determined that it would be desirable to obtain settlement i data at additional locations near the edge of the basemat for a better distribution. Some new monitoring qints near the east and west exterior walls were therefore added.

In lieu of the primary monitoring points, a new set of points located on the basemat surface were established for monitoring the basemat differential settlement and to provide a ready comparison with the action limit. These points along with other points located on the basemat surface and which are now being monitored are shown in Figure

1. Points E5 aM hillA were taken as the control points near the shield building. Points M9, E13 E14 and F were selected near the east exterior wall and points M10 M13 A and D near the west exterior wall. Equivalent July, 1984 baseline readings for points installed later were estimated from available survey readings by incorpora ting movement of these points as interpolated from the "Absolute Settlement" plots generated for various surveillance periods. The set of baseline differentials thus calculated for the new monitoring points are recorded in Table 1.

4.2 Groundwater Chemistry This element of the surveillance prog ra.n is intended to provide inform 1 tion relevant to the corrosion potential to the reinforcing steel (rebars) embedded in the concrete. The corrosion possibility would be associated with groundwater entering into cracks and coming ,

in contact with the rebars. The only mechanism identified which could alter this corrosion potential is a significant increase in the

, chloride content of the p roundwa ter. The groundwater has been i analy:ed to detennine t he chloride content in accordance with LP&L

, Surveillance Procedure CE-2-100 (Reference 2). Water samples were l obtained arti tested f rom the two wells shown in Figure 2. These wells are located approximately 6 feet from the east and west exterior walls of the NPIS. The acceptable chloride limit for the surveillance program has been conservatively taken as 250 ppm. There i his been no etunge in the procedure for this element of the 4

surveillance program.

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4.3 Seasonal Groundwater Levels  ;

t The variation in groundwater level affects the magnitude of the ,

1 upward buoyancy force on the basemat and hori:ontal soil pressure on  :

the portion of the peripheral walls below the groundwater table, ne (

groundwater levels at the two (2) wells used for obtaining sampics e a for groundwater chemistry are measured. De water level readings are (

intended to provide data which may indicate correlation with measured  :

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- settlement or measured changes in crack width, therefore no acticn j j limits are specified. There has been no change in the procedure for i

! this element of the surveillance program.

! 4.4 Crack Surveillance  :

Re cracks in the top surface of the basemat have been shown to be a I result of the differential settlements experienced during the early stages of conttruction. De differential settlements are believed to

have resulted from a combination of the soll conditions and the  !

sequence of concrete block construction for the basemat. Although !

any future additional settlement is expected to be minimal, some of l l the parameters such as changed in hydrestatic pressures and long term i i

soil consolidation, are still existent, indicating that the movement  !

of the foundation mat and some minor growth of the cracks may i

continue. In order to collect accurate infomation about development [

i and propogation of cracks, the following crack survel' lance programs i were originally implemented:  ;

i l j a. A visual inspection of the cracks in accessible areas of

, the foundation mat and its evaluation against action limits l 1

that crack width is not greater than 15 mils or no new I

continuous cracks of 10 f t or more in length are visible.

f 1 b. A photographic survey of the lower portion of the shleid i 2

building and selected exterior walls in the east and west i

! cooling tower areas and its evaluation against action limit that crack width is not greater than 15 mils.

1 The visual inspection of the basemat cracks as indicated in (a) above j was found to give results which were very subjective. A totally i accurate crack mpping was judged to not be feasible. A visual inspection and mapping of the basemat cracks was therefore  !

) discontinued. Instead, a crack surveillance program for obtaining i quai titative data on basemat strains across cracks was implemented.

1 This program consists of taking precision measurements across

{ representative cracks that were chosen based on location, visual 1 appearance, crack depth (from NDT measurements) and accessibility.

] The points of crack width monitoring were selected so that several i major cracks, cracks in areas of computed compression and cracks in l areas of computed tension on the basemat top surface are gaged.

I nose cracks have been instrumented using mechanical strain gauges J (0.1 mil accuracy) as shown in Figure 3, which provides a measure .'.f l changes in crack width. Each selected crack has three (3) sets nf 5

measurement plugs with two (2) bridging the crack and one (1) control in an uncracked region adjacent to the crack.

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4.4 Crack Surveillance (Cont'd)

Measurements are obtained for the three devices on each crack then a surveillance is performed. A total of fif teen (15) cracks have been instrumented. The locations of these instrumented cracks are shown on Figure 4. Measured changes in crack width of greater than 15 mils has been selacted as the action limit, beyond which further evaluation and inspection of the basemat is required.

The portion of the prog ram involvin2 photographic survey of the selected walls as indicated in (b) above is still in effect and has not been revised. The fourteen (14) walls selected for the photographic survey are shown in Figure 5.

4.5 Surveillance Frequency

a. Basemat Elevations Survey A baseline date of July, 1984 was established for this '

mocitoring aM readings were taken quarterly initially in accordance with LP6L Procedure PE-5-033 (Reference 1). The LPSL procedure required extending the interval after three (3) consecutive satisfactory surveillances. The surveillance interval was increased to semi-annual af ter May, 1985 survey as the preceding three contecutive quarter 1v surveys were satisfactory. At completion of the basemat confirmatory analysis and as a result of subsequent meetings between the N'<C and LPSL, the surveillance f requency was revised in June, 1937 to require quarterly readings for one morc year concurrent with instrumented basemat crack data. The surveillance procedure requires that after four (4) consecutive satisfactory surveillances in both areas, the interval may increase to semi-annual. Dereaf ter, the interval my increase to an annual frequency aM then to a refueling frequency after three (3) consecutive surveillances in both areas.

Survey problems were encountered in the June, 1988 quatterly survey. The nature of the survey problems and improvements implemented in the survey procedure to preclude recurrence of the problems are discussed in Section 5.1.1. The survey was repeated in August, 1988 using upgraded procedur . A minimum of four (4) adlitional qJarterly surveys will be conducted before considering a semi-annual frequency,

b. Groundwater Chemistry Sampling and ene sis of groundwater for chloride content was initiated on Augu t 29, 1984 and monitoring is being performed quarterly,

c. Seasonal GrouMwater eyels This element of the survelliance program was initiated in June, 1985 and groundwater level readings are being taken on quarter 1v basis.

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4.5 Surveillance Frequency (Cont'd)

d. Crack Surveillance

1) Crack Width Measurements Four (4) cracks were initially instrumented with baseline readings taken in August, 1986. Later, additional sets of gages were installed on eleven (11) cracks with baseline readings taken at the end of May, 1987 Crack widths are being monitored on a quarterly basis. The surveillance frequency may increase as described in section 4.5(a) above.

11) Wall Crack Inspection The inspection and photographic survey of selected walls is performed every eighteen (18) months with first complete survey conducted in June, 1986. The last survey was done in December,1987.

5.0 RESULTS AND DISCUSSIONS The surveillance data collected through August, 1988 for each element of the monitoring program is presented in the following subsections.

5.1 Basemat Elevation Surveys 5.1.1 Survey Improvements A number of program improvements have been made as a result of problems encountered with the June, 1988 quarterly basemat elevation survey.

The survey readings obtained in June, 1988 were below the action limit of one (1.0) inch, but the accuracy of the data appeared questionable when compared to previous ,

readings. The basemat appeared to tilt towards the east I and south during the quarter. Since this type of movement was unexpected ard no mechanism evident to explain such large, sudden movements, the accuracy of the survey data was questioned. The survey was repeated in July, 1988 with the results not agreeing with those of the June survey. in cddition the July survey results again showed apparent move nents requiring soll settlements of unanticipated ani <

inexplicable amounts although the settlements were still l within the alann limits. In addition the required flexing I of the basemat to accomplish the results of the survey were not reflected in other measurements such as the crack ,

gauges. Since the other measurements did not identif any l triggering mechanism for large, sudden soll settlements. I the July survey data became suspect.  !

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5.1 Basemat Elevation Surveys (Cont'd) 5.1.1 Survey Improvements To address the concern, a meeting was held between the responsible organi:ations to review the entire surveying procedure, to identify the areas of possible survey errors and to devise changes in the procedure which could be implemented to improve the degree of accuracy and reliability. The improvement items identified such as the use of a more precise optical level fitted with a micrometer were incorporated into the procedure.

Using the upgraded procedure, a third survey was conducted in August. 1988 with the results not confirming either the The August survey, however, showed June or July surveys.

basemat movements consistent with previous data and with what could be reasonably expected of r. oil consolidation and resulting basenat settlements. Confidence in the August J

survey was expressed and hence it was accepted as the survey of record. The difference in the results is attributed to the tighter survelliance controls and more precise equipment utill:ed for the August, 1988 surveillance. We results obtained from the June and July surveys have not been incorporated into the NPIS Common Foundation Basemat hionitoring Program due to the questionable data.

The data taken in surveys prior to June, 1988 was reviewed

, to determine if the accuracy problems encountered were isolated to the June, 1988 gaarterly surveillance. Based on the review, the hbrch,1988 data is considered suspect when compared to August, 1988 and previous results. The review also revealed that the same survey crew performed the hbrch, June and July, 1988 surveys. Since the hbreh, 1988 survey cannot be reverified to determine data validity, the decision has been made tc. maintain the hbrch, j 1988 data in the program. ,

< Since the results of th. hbrch survey did not go beyond the alarm limits and the later, more precise, surver in August  ;

did not go beyond the alarm limits, there is no ha:ard from allowing the hbrch survey data to remain in the record. It should be considered as suspect data and the movements in 4

the period December, 1987 to hbrch, 1988 arki the period form hbrch,1988 to August, 1988 not considered as reliable indicators of the actual basemat movements during these periods. The basemat movements between December,1987 and August, 1988, are considered reliable. Also, hbrch, 1988 survey error is an isolated data point and error is not being carried to the subsequent surveys because settlement differentials for each survey is calculated with respect to

! the baseline survey of July,1984 and December,1985.

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5.1 Basemat Elevation Surveys (Cont'd) 5.1.1 Survey Improvements The corrective actions taken will preclude recurrence of the problems concerning data accuracy. The basemat monitoring quarterly surveillance frequency will continue utilizing the improved survey procedure until four (4) consecutive, satisfactory surveillances are conducted prior to exten:lon of the interval to semi-annually.

5.1.2 Basemat Elevation Survey Results As previously indicated in Section 4.1 dif ferential movements of eight (8) points located at east and west edges of the NPIS foundation mat relative to the two points located adjacent to the shield building are being monitored and compared with the action limit of +1 inch. These ten (10) points are now located on the surf' ace of the basemat.

The first elevation survey for these points was perfomed in December, 1985. The baseline dif ferentials (Table 1) for these points were calculated after estimating equivalent July, 1984 readings by incorporating movement of these points as interpolated from the "Absolute Settlement Plots" to the available elevation readings. The dif ference between eight (8) sets of differential settlements and their corresponding baseline differentials for the entire period December.1985 thru August, 1988 are listed in Table 2 and have been reviewed and evaluated for their acceptance. The maximum difference of 0.54 inch is noted on Decembe r, 1985 for dif ferential settlement between monitoring points "E5" and "F". This is well within the action limit of + 1.0 inch. These eight (8) sets of settlement point differentials relative to baseline are also pictorially represented in Figures 6 and 7 for better comprehension. These figures portray that differential settlements are cyclic in nature. Since the differential set t lenients are within the action limits without any unusual behavior. the element of the surveillance program related to the basemat differential settlements during this l period is acceptable.

In addition, all the settlement monitoring points on the basemat surface have been monitored and evaluated as a group to review the overall flexural behavior of the foundation met. The first elevation survey of most of these points was corducted in December, 1985. Any meanin2ful coa.parison of the later surveys can therefore only be made relative to December, 1985. The results of subsequent surveys are represented as contour plots of Basemat Absolute Settlement relative to December, 1985.

The contour plots are shown in Figures 8 thru 14 and represent accumulated settlements since December, 1985. A review of these plots reveals that the contour configuration for the various intervals is somewhat similar with fluctuations in the elevations, again representing a cyclic behavior.

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5.1 Basemat Elevation Surveys (Cont'd) 5.1.2 Basemat Elevation Survey Results The elevation variations for each of the 37 monitoring points on the surface of the basemat witl. respect to their first available elevation readings are shown in Figures 15 thnt 24. The first available elevation reading is represented by initial zero reading of the plot, nese figures clearly depict cyclic behavior with slight overall gradual settlement of the basemat, ne long tenn settlement of the basemat is expected to be continued at a '

very low rate decreasing with time, ne basemat elevation surveillance is considered satisfactory and acceptable, since no unusual behavior in the contour configuration and elevation surveys of the tonitoring points has been observed.

5.2 Groundwater Chemistry Chloride content of the groundwater has been analyzed in accordance with LP6L Surveillance Procedure CE-2-100 (Reference 2). The groundwater chloride content values obtained from start of the surveillance program through June, 1988 are listed in Table 3 and plotted on Figure 25. De chloride content varied from 22.0 ppm to 48.0 ppm for the east well and from a low of 5.0 ppm to a high of 28.50 ppm for the west well. Rese values are well below the action limit of maximum 250 ppm and are, therefore, acceptable. Also, there luye been no abrupt change in the successive values.

5.3 Seasonal Groundwater Levels The groundwater elevations in the two wells from start of the program through August, 1988 arc listed in Table 4 and plotted on Figure 26.

The seasonal variation of groundwater levels is similar between both wells. The overall variation is 1.53 f t for the east well and 1.38 ft for the west well. The data is acceptable as there has been no significant variation.

5.4 Cracks Surveillance 5.4.1 Cracks Width Measurement ne change in crack widths with and without temperature corrections for the fif9aq (15) instrumented cracks are listed in Table 5. De values given in the Table are cumulative variations in crack width with respect to the baselina reading which was established in August. 1986 for crack Nos. 3. 5,11 ard 12 and May, 1987 for the remaining eleven (11) cracks, ne cra ck width change wn calculated i

from the two sets of gages installed across each crack and algebraic average of the two (2) values was taken for each surveillance period. De crack width variation with respect to its base reading for each crack from start to August, 1988 is also pictorially represented in Figures 27 thru 30.

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i 1 5.4 Cracks Surveillance (Cont'd) 5.4.1 Cracks Width Measurement l The results show that maximum increase in crack width was l 4.65 mils which was measured in March, 1988 for crack No. l This variation has since reduced to 1.55 mils. The

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i increase in width of the cracks was well below the action  !

j limit of 15 mils. l i Cyclic behavior of the crack width variation can be easily seen from the plots confirming the cyclic behavior as j observed from the elevation survey of the monitoring points.  ;

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Since the crack width variations were below the a.. tion t limit and no unusual behavior was observed, the crack  ;

j surveillance element of the monitoring program for this l

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period was satisfactory and acceptable.

i j 5.4.2 Wall Crack Inspection i

j The inspection and photographic survey of lower portion of l the selected fourteen (14) walls (Figure 5) was performed j in December, 1987 in accordance with LP6L Surveillance i I Procedure PE-5-033 (Reference 1). The inspection results  !

j were evaluated against action limit requirement that no cracks greater than 15 mils in width are visibla in the

walls selected for inspection. The cracks were verifled to

! be below the action limit requirements. Therefore, wall i crack inspection element of the surveillance program is j satisfactory and acceptable.  !

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nr.rmt:jCg

1. LP6L Surveillance Procedure, "NPIS Camon Foundation Basemat Integrity Check", PE-5-033 Revision 2.

2. LP6L Surveillance Procedure, "Chemistry Technical Specifications.

Surveillance Performance Coordinatica". CE-2-100 Revision 3.

3. LP6L Report, "Waterford Steam Electric Station Unit 3, Basemat Monitoring Program Special Report". December 30, 1986.

4. LP6L Report. "Waterford Steam Electric Station Unit No. 3 Basemat Summary Report", July,1987.

5. NRC Safety Evaluation Report, "Basemat Confirmatory Analyses and Surveillance Prog ram. Waterford Steam Electric Station Unit 3",

Docket No. 50-382, October 27, 1987 s i

TABLES

TABLE 1 BASBtAT SEITLBtENT SONITORING BASBiAT EIXiE TO SHIELD BUILDING

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BASELINE DIFFERENTIAL CALCULATION (JULY, 1984) '

E Baseline bbnitoring Points Baseline Elevations (Ft) Differential (Ft) { -

E5 - M9 (-35.284)-C-35.286) = 'O 002 E5 - E13 (-35.284)-(-35.334) = +0.050 =

E5 - E14 (-35.284)-(-35.336) = +0.052 E5 - F (-35.284)-(-35.438) = +0.154 M11A - M10 (-35.364)-(-35.440) = +0.076 MilA - M13 (-35.364)-(-35.288) = -0.076 MllA - A (-35.364)-(-35.420) = +0.056 MilA - D (-35.364)-(-35.606) = +0.242 NOTE: For location of hbnitoring Points, see Figure 1.

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TABLE 3 LOUISIANA POWER 6 LICiff COMPANY WATERFORD SES UNIT NO. 3 NUCLEAR PLANT ISLAND STRUC'DJRE GROUNDWATER CHLORIDE CONTENT (ppm)

(Action Limit = 250 ppm)

LOCATION DATE EAST WELL WEST WELL 08/29/84 22.00 17.50 11/29/84 35.00 28.50 03/04/85 37.00 25.00 06/13/85 35.00 22.00 09/21/85 23.00 14.40 11/25/85 46.00 18.00 03/06/86 35.00 16.00 06/02/86 33.00 15.00 09/05/U- 33.00 20.00 11/20/86 31.00 20.00 02/26/87 38.00 15.00 06/09/87 48.00 7.80 09/03/87 .2.00 5.00 12/14/87 36.00 7.70 03/15/88 22.50 24.80 06/14/88 29.80 10.10

TABLE 4 LOUISIANA POWER 6 LIGrf C0ftPANY WATERFORD SES UNIT NO. 3 NUCLEAR PLANT ISLAND STRUCTURE GROUNDWATER ELEVATION (FT).

(No Action Limit)

LOCATION DATE WEST hTLL

_ EAST WELL 06/13/8C 11.50 11.50 09/21/85 10.70 10.97 11/25/85 11.65 11.52 03/06/ ',a 11.57 11.70 l

06/02/86 .1.67 11.80 09/05/86 11,75 11.91 11/20/86 11.90 12.11 02/26/87 12.00 12.01 06/09/87 12.05 12.35 09/03/87 11.90 12.11 12/14/87 11.36 11.18 03/15/88 12.00 12.16 06/14/88 11.92 12.13 08/18/88 12.23 12.26

l TABLE 5 CRACK WIDD{ HONITORING CHANGE IN CRACK WIDDi dills Inch)

(Action Limit = 15 Mils)

Without Temp. Correction CRACK . NOV. FEB. ht\Y SEPI. DEC. ht\RQ! JUNE AUG.

NO. '86 '87 '87 '87 '87 '88 '88 '88

1. 1 0.45 i 1.40 1 1.85 1 0.90 0.50l

2. l l 0.15 1.00 l 1.70 1 0.40 l 0.251

3. -0.40 -0.20 l-0.20 l -0.20 l-0.10 l 1.35 1 0.05 l 0.001

4. l 0.05 3.15 l 3.35 l 0.60 0.05l S. -0.10 0.00 -0.50 -0.05 1.20 l 1.10 1 0.65 0.00l

6. l -0.15 -0.50 1 0.15 l-0.25 -0.451

7. l l 0.40 0.90 l 0.80 1 0.15 l 0.051

8. l l 0.50 0.35 l 1.25 1 0.20 1 0.051 1 9. 0.45 0.15 1 0.25 l 0.80 1 0.351 1 10. ,

0.65 0.75 1 2.00 1 0.65 1 0.30l l 11.  ;-0.10 l 1.50 l-0.60 1 0.35 0.70 1 1.65 1 0.55 l 0.351 l 12. 1.30 1 3.50 l 0.70 1 0.10 1.30 1 3.95 2.30 1.25 l 13. l l l 1 0.20 l 1.10 1 3.40 -0.05 0.45 1 14 I I I I 0.00 l 0.55 l 2.15 1 0.45 1 0.101 l 15. I l l l 0.80 1 0.95 l 1.65 l 0.40 1 0.901 With Temp. Correction

. CRACK NOV. 'EB. htAY SEPT htARGi JUNE AUG.

NO. '86 '87 '87 'i lDEC.

'87 '88 '88 '88 I I I I I i

1. I i ,

-0.351-0.2010.45 1 0.20 1 0.101 1 2. I I l 1 -0.65 l 1.30 l 1.10 l-0.90 1-0.55l 1 3. ' 0. 50 1 0.20 1-0.30 1 -0.20 l-0.40 l 1.05 l 0.15 1 0.201 1 4. l l 1 -0.55 1 2.35 l 3.15 l-0.60 1-0.651

5. 0.00 0.40 -0.50 -0.35 l 1.10 0.00 l 0.35 l 0.001

, 6. . -0.35 l-0.70 -0.55 l-0.65 l-0.651 l 7. I l l l -0.30 l 0.50 l 0.20 l-0.75 l-0.551 l 8. l l l l -0.20 1-1.15 1 0.45 l-0.90 l-0.751 9 0.25 -0.15 .-0.25 1 1 0.00 1 0.151 l 10. 0.75 0.25 1.40 l 1.15 1 0.40l

! 11. -0.50 l 0.10 -0.50 -0.35 1 0.50 0.05 1 '. 95 l-0.15l l 12. I 1.20 3.70 1.00 1 0.10 l 1.90 1 4.65 l : 80 1.551 1 13. l .

l 0.2011.0012.40 l-).15 0.151 1 14. l l l 1 -0.80 1 0.55 l 1.95 1 1.05 l-0.90]

l 15. l I I i 0.70 l 1.05 l 1.75 10.5011.201 NOTES:

a. For Crack Designation and Location see Figure 4.

b. Base Line Date For Crack Nos. 3, 5, 11 and 12 is August, 1986.

For Renaining Cracks Baseline Date is June,1987

FIGURES

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Waterford Steam Electric Station ** 3 NEW SETTLEMENT MONITORING P0lNTS FIGURE I

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Waterford Stoorn Electic Station # 3 GROUNDWATER SAMPLING WELLS FIGURE 2

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= M11A-M13 DIFFERENTIAL

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(-> = oown o= nomiroRmG POmi PERIOD DEC.1985 TO JULY 1986 7 MONTHS FIGURE 8

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27 MONTHS FIGURE 13 i

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FIGURE 29

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[ 5- [ 5-O 4- O 4-8 3-2 40 e $ 3d 1A5

o. v "q f 2

2- 3 2-5 ;do o ,s ogs 5 ;o~s 2 s5

• ^

53 g _ , -

12 g _i-

~ 'NO,607 %n.9o o _7_ o ti F 5 45

_4_ _4 -

U O l l

-7 . . . . -7 . , , ,

M4 87 SEP 87 DEC 87 L%ff 88 JUN 88 AUG 83 JUN 87 SEP 87 DEC 87 MAR 88 JUN 88 AUG 88 i l

' l 7

CRACK NO.15 1 l

5 I .

O 4-S 3_

U 2- 1.75 g 3- O. O . .,o w 0. q#

o O h  ; Is ( g u _s-

-7 , , , ,

JUN 87 SEP 87 DEC 87 MAR 88 JUN 88 AUC 88 CRACK WIDTH VARIATIONS (WITH TEMPERATURE CORRECTIONS)

FIGURE 30