ML20079N956

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Monitoring of Settlement & Groundwater Level at Svc Water Reservoir,North Anna Power Station Units 1 & 2, 5-yr Rept
ML20079N956
Person / Time
Site: North Anna  Dominion icon.png
Issue date: 02/28/1983
From:
VIRGINIA POWER (VIRGINIA ELECTRIC & POWER CO.)
To:
Shared Package
ML20079N953 List:
References
NUDOCS 8303040480
Download: ML20079N956 (154)


Text

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REPORT ON HONITORING OF SETTLEMENT AND GROUNOWATER LEVEL AT SERVICE WATER RESERVOIR NORTH ANNA POWER STATION UNITS 1 AND 2 l

VIRGINIA ELECTRIC AND POWER COMPANY RICHMOND, VIRGINIA

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FEBRUARY 1983

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TABLE OF CONTENTS SECTION PAGE LIST OF TABLES.......................

iv LIST OF FIGURES......................

v

1.0 INTRODUCTION

I 1.1 Purpose.....................

I 1.2 Summary.....................

2 1.3 Scope......................

4 1.4 Requirements of Technical Srecifications.....

5 1.5 Surveying by Carrouth and Associates, Inc.

7 2.0 SETTLEMENT POINTS ON SHPH FLOOR SLAB.........

10 2.1 General.....................

10 2.2 Settlement of SWPH................

11 2.3 Out-of-Plane Distortion.............

15 3.0 SETTLEMENT POINTS OF SHPH WING WALLS.........

17 4.0 SETTLEMENT POINTS ON SERVICE WATER LINES.......

19 4.1 General.....................

19 4.2 Settlement of Service Water Lines........

20 4.3 Differential Settlement between Service Hater Lines and SWPH...........

23 5.0 SETTLEMENT POINTS ON EXPAhSION JOINT ENCLOSURE....

25 6.0 SETTLEMENT POINTS ON SPRAY PIPING HANGERS H-569 and H-584..

27 7.0 SETTLEMENT RODS ON SPRAY PIPING SUPPORTS.......

29

]

8.0 ALIGNME1 - SETTLEMENT MARKERS ON DIKE CREST.....

32 8.1 General.....................

32 8.2 Vertical "ovements 33 8.3 Horizontal Movements 33 9.0 INCLIN0 METERS.....................

35 10.0 PIE 20 METERS AND TEST HELLS..........

37 11.0 HORIZONTAL DRAINS...................

39 q

12.0 HEIRS..................

41 13.0 VISUAL INSPECTION OF SWR DIKE.............

42

14.0 CONCLUSION

S AND RECOMMENDATIONS............

43 i

15.0 REFERENCES

50 APPENDIX A - Technical Specification-3/4.7.13 "Croundwater Level Service Water Reservoir," North Anna Units 1 and 2 APPENDIX B --Technical Specification 3/4.7.12,

" Settlement of Class 1 Structures,"

North Anna Units I and 2 h

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LIST OF TABLES TABLE NO.

TITLE I

Settlement of SNPH Floor Slab 2

Calculated Out-of-Plane Distortions - SNPH Floor Slab 3

Settlement of SNPH Wing Halls 4

Settlement of Service Water Lines North of Expansica Joints 5

Differential Settlement between Service Water Lines and SHPH 6

Settlement of Points on Expansion Joint Enclosure 7

Differential Settlement between SWPH and Spray Piping Hangers H-569 and H-584 8

Settlement of Spray Piping Supports 9

Settlement of Alignment-Settlement Markers on Dike Crest 10 Horizontal Movement of Like Crest 11 Piezometer Readings P-10, P-15, P-16, P-17, P-18 l

Service t'ater Reservoir l

12 Piezoreter Readings P-il, P-12, P-13, P-14 SWPH 13 Test Hell TH-1 Water Elevations 14 Total Flow From Horizontal Drains Beneath SHPH 15 Flow Rates tiirough Weir Hall Southeastern Sectic.i of SHR

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LIST OF FIGURES FIGURE NO.

TITLE 1

Plan Service Water Reservoir 2

Settlement Points Service Hater Pump House 3

Settlement History Service Water Pump House 4

Settlement History Service Hater Pump House Wing Halls SA Settlement History Service Water Lines North of Expansion Joints SB Settlement of Easternmost Service Water Line 6

Location of Spray Piping Supports Near Pump House 7A Settlement History Service Water Spray Piping Supports H-570, H-573, H-576, H-569 7B Settlement History Service Water Spray Piping Supports H-587, H-599, H-623, H-628. H-631, H-584 8

Location of Stttlement Rods On Spray Piping Supp9rts 9A through 9F Settlement of ASM-1 through ASM-6.

10 Piezometer Readings P-10, P-15, P-16, P-17 11 Piezometer Reading P-18 12A through 12F Piezometer Readin;i (1977-1982)

P-ll, P-12, P-13, P-14, TH-1 13A Plan of Horizontal Drains 138 Profile of Horizontal Drains 13C Total Flow from Horizontal D.ains 14 Flow Rates Through Heir Hall I

SECTION

1.0 INTRODUCTION

1.1 Purpose The purpose of this report'is to present, analyze, and evaluate data obtained from monitoring settlement and groundwater levels at the Service Water Reservoir and its components as required by the licensing documents.

Each segment of the monitoring program will be discussed in detailandsuppoktingtablosandfigureswillbepresentedinpertinent sections.

Conclusions are provided concerninc each monitoring effort.

The conclusions are summarized end recommendations for type and frequency of proposed future monitoring are detailed in Section 14.0.

The Service Water Reservoir (SWR) at the North Anna Power Station of Virginia Electric and Power Company (Vepco) has been monitored on a frequent basis with regard to settlement, groundwater levels, rates of groundwater flow, etc., for many years. The extent and locations of the geotechnical instrumentation being monitored are shown in Figures 1, 2 and 8.

This monitying is based on requirements given in the Technical Specifications for the :peration of Units 1 and 2, commitments mr.4 in the r19al Safety Analysis Report (FSAR) and other licensing documents, and engineering judgment.

In Amendment No. 12 to the Technical Specifications for Unit 1, the U.S.

Nuclear Regulatory Commission (NRC) added requirements that increased the frequency of some monitoring, especially in the vicinity of the Units 1 and 2 Service Water Pump House (SWPH), to "at least once per 31 days for 5 --

years following the date cf iaguance of the operating license." For Unit 1, that date was November 26, 1977.

Furthermore, Amendment No. 12 added a requirement to Technical Specification 3/4.7.13, " Groundwater Level -

Service Water R9servoir" (Appendix A), that "at the end of the 5 year surveillance period, a summary report will be prepared and submitted to the Commission, within 90 days, illustrating the results of the groundwater monitoring program."

Identical reqJirements are Contained in the Technical Specifications for Unit 2 issued in August 1980.

Although such a report was not mentioned in the changes to Technical Specification 3/4.7.12. " Settlement of Class 1 Structures" (Appendix B), it vas clearly

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l the intent of NRC-(page 43 of Reference l? that the report to be submitted 5 years after the issuance of the Operating License should address settlement as well as groundwater-level monitoring.

This intent is confirmed (page 54 of Reference 2) in the decision of the Atomic Safety and Licensing Appeal Board (ASLAB) with regard to the pumphouse settlement.

This report has been prepared in accordance with the requirements of Technical Specification 3/4.7.13, interpreted as indicated above, to review the monitoring of the SWR and to recommend the needs for future monitoring 1.2 Eummary Extensive monitoring performed over a period in excess of 5 years has provided a larae data base which has been used to establish trends related to performance of the SHR, pumphouse, and their components.

These trends have shown that sufficient stability and lack of movement have occurred to allow for discontinuing some phases of monitoring and reducing the frequency of others. A single frequency of monitoring should be applied to allow consistent gathering and evaluation of data. _

t Evaluation of the data obtained during this period has indicated the-following:

1)

Settlement of the SWPH, wing walls, expansion joint enclosure, and alignment-settlement markers is small and acceptable..The rate of settlement has decrened significantly with time.

2)

Settlement of the service water lines is centinuing and if the current trend persists, it could attain 75 percent of the allowable ithin the life of the plant.

3)

Spray piping supports have experienced insignificant or acceptable settlement over the past several years.

4)

Horizontal movement of the dike has been almost undetectable since filling of the reservoir.

5)

Groundwater levels and flow rates as measured by the piezometers, test well, horizontal drains and the weir wall are stable, below established limits and completely acceptable.

6)

Visual inspet'.'.ons of the dike indicate it is stable, in good.ondition, and performina satisfactorily. -

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1.3 Scope The Technical Specifications that pertain to the SHR and its components are provided in the appendices and are referenced in this report.

The general requirements and specific actions required are given herein for the particular monitoring effort.

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The current program for monitoring settlement and groundwater level in the North Anna Units 1 and 2 SWR area was developed in a somewhat fragmented fashion based on proposed Technical Specifications, FSAR commitments and i

responses to NRC concerns during an intensive review for licensing of the facility. Many of the concerns 3ddressed short-term conditions and 1

resulted in different types of monitoring being applied to various system components or structures.

j The monitoring reviewed in this report is not limited to that required in Technical Specifications 3/4.7.12 and 3/4.7.13. Rather, all geotechnical monitoring of the SWR is considered in order to develop a cohesive and comprehensive program of manitoring geotechnical instrumentation comparable to that expressed earlier in Table 3.8-18 of the Updated Final Safety Analysis Report (UFSAR, Reference 4).

The instrumentation and monitoring discussed hereinafter includes the following:

1.

Settlement points on and around the SWPH 2.

Settlement rods on spray piping supports 3.

Aligament-settlement markers on dike crest 4.

Inclinometers - _-

5.

Piezometers and test wells 6.

Horizontal drains 7.

Weirs 8.

Visual inspection of dike 1.4 Requirements of Technical Specifications The Technical Specifications for Units I and 2 are part of the Operating Licenses and define limiting conditions for operation of each unit.

Each Technical Specification typically contains the following four items:

1.

The property or characteristic to be measured 2.

The frequency of measurements 3.

The limiting value of the measured property or characteristic 4.

The action required in the event the limiting value is reached, l

typically, to "be in at least HOT STANDBY within 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> and in COLD l

SHUTDOWN within the following 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />."

Technical Specification 3/4.7.12 contains a further requirement that Vepco must conduct an engineering review if the total or differential settlement of any structure or component exceeds 75 percent of the allowable value.

l l

The review is to cover field conditions and the consequences of additional settlement. A special report containing the results of the review is to be submitted to NRC within 60 days. As described in Section 2.2 of this report, Vepco submitted a report under this requirement in May 1978 with regard to the SHPH. Settlement exceeding 75 percent of the allowable value also initiates an increase in the frequency of monitoring as stated in the bases for this Technical Specification. _

Technical Specification 3/4.7.13 gives allowable groundwater levels at N

Piezometers P-10 through P-18 and allowable rate of flow from the horizontal drains under the SHPH.

Exceeding any of these values does not prohibit plant operation. Rather, exceeding an allowable value requires an engineering evaluation by Vepto of the cause and consequences of the high groundwater level or rate of flow. A special report containing the results of the evaluation is to be submitted to NRC within 90 days.

Vepco has never submitted a report under this requirement.

Technical Specification 3/4.7.4 requires that two types of monitoring at the SHR be performed every 6 months.

They are (a) the settlement of the SWPH and the wing walls and (b) the turbidity and suspended solids of the outflow from the horizontal drains under the SHPH.

Plant operation depends only on the timely monitoring of these items without reference to allowable values of the measurements.

However, the Technical Specification requires that a special report is to be submitted to NRC within 30 days if the turbidity or suspended solids exceeds 10 parts per million (ppm).

Requirements of Technical Specifications are implemented by Vepto through Periodic Test procedures.

NRC staff must be notified of any changes to these procedures within 10 days of the Station Manager's final approval of such cf.anges (page 62 of Reference 2).

1.5 Surveying by Carrouth and Aisociates, Inc.

In the bases for Technical Specification 3/4.7.12 is a requirement that settlement of Class I structures shall consist of changes in elevations as determined "by precise leveling with second order Class II accuracy" as defined in " Classification, Standards of Accuracy, and General Specifications of Geodetic Surveys," (Reference 22).

The Stone & Webster Engineering Corporation (SWEC) construction surveyors that monitored settlement as early as December 1972, prior to issuance of Technical Specifications did not measure elevations in accordance with the procedures required in Reference 22.

The difference in procedures did not diminish the accuracy of their work, as discussed en pages 52 and 53 v?

Reference 3.

In 1975, Vepco contracted the surveying firm of Carrouth and Associates, Inc. (formerly Moore, Hardee & Carrouth Associates and referred to hereafter as C&A) to perform the formal monitoring of settlement and horizontal movement in compliance with Technical Spec'fications and other commitments.

Periodic Test procedure, 1-FT-115 (Reference 13) details the procedures and instruments required for performance of the surveys in accordance with Reference 22 and C&A adheres to these procedures.

Knowledge of how C&A performs each survey of the SWR area may be helpful in understanding the results of these surveys discussed in the following sections.

Each measurement of elevations starts at the primary benchmark, Reference Monument "B", shown in Figure 1, and the initial travu.) is -

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s always carried through Referenct Monbrent "A".

TheinitfCtrav{rseisa

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is complete circuit around the SW2 along the crest of thei M e Mapproximately x

3000 ft.) and measures the elevations of the six alignment,-settlement 4

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s markers (ASM) described in Saction 8.0 a'nd at ledst two of the corners of s

y the expansion joint enclosure'in front of the SHPH devrfted in Section 5.0.

The error of closure incurred in the traverse back te Reference T

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N Monument "B" is distributed, and:the elevations' of the points surveyed.tre i

established for their use as tempcrdry benchmarks.

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y Traverses starting and closing on corners of Ithe expansion jo t'enclo;ure

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(andpossiblenearbyASM-5)arecarriedtopointsinsidethdSWPHandto N

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other points in the vicinity. A separate traverselcarries levels down through the manhole in the 'op of the expansion joint enclosure (shown in Figure D La points on the setvice water lines M iscdssed in Section 4.0).

The error of closure of each side traverse is distributed before the elevatio% of individual points are established.

ihe alignment-settlement markers serve as temporary benchmarks for sighting the settlement-monitoring rods on'5 pray niping supports from the

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edge of the reservoir.

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Horizontal movemer.:s of the alignment-settlement markers are b1 sed on s

sightings from a total of three refer 6nce mor"ments including "A" and "B".

A tripod centering head is embedaed intc the top of each monument to accept a surveying instrument or target. An instrument or target is held vertically over each marker on a tripod using an optical plumbing 4 -

r i-technique. -Angles to each marker are measured with a theodolite, and distances are measured with an EDM (electronic distance measurer). A computer program combines the two types of measurements, distributes errors, and calculates the average change in coordinates of each marker.

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SECTION 2.0 l

SETTLEMENT POINTS ON SWPH FLOOR SLAB 2.1 General As shown in Figure 1, the SWPH is located at the edge of the reservoir j

embedded in the inside slope of the dike.

It is a massive reinforced concrete structure 52 ft. by 60 ft. in plan with exterior and several interior walls 2 ft. tr 3 ft. in thickness as shown in Figures 4 and 5 of Refc-ence 3.

These walls contribute greatly to the stiffness of the 3-ft.

thich mat which supports the structure and is founded at Elev. 297, 30 ft.

below the crest of the dike.

The pumphouse mat is underlain by a 3-ft.-thick layer of compacted silty clay that is an extension of the clay liner that covers the bottom of the entire reservlor and extends up on all sides (including the outside walls of the pumphouse) to Elev. 318.

The natural soll below the clay liner consists of a compressible saprolite approximately 65 ft. thick.

This material is a product of the weathering of the parent granite gneiss, and has soil-like properties while retaining the relic rock structure.

Partially weathered to sound granite gneiss underlies the saprolite.

There is no well-defined boundary between saprolite and rock-only an irregular transition from one to the other. _

l I

l The SNPH contains four pumps that supply service water to the power station through four buried 36-in. diameter pipes that penetrate the north wall of the pump house below the crest of the dike.

Concrete wing walls at the southern corners of the pumphouse form an approach channel to the pump intake bays.

On August 25, 1972, concrete for the 2-ft. thick operating floor slab of the pumphouse was poured across the top of the walls up to Elev. 328.

In December 1972 settlement of the purr @ouse was indicated by a separation of the SWoH and the west wing wall.

This settlement and the continued l

i settlement of the SHPH over the following years was monitored by SHEC I

surveyors who measured elevations at the four corners of the operating floor slab.

In September 1975 brass disks wtre grouted into the corners of the floor slab for measurements by the surveyors.

The locations of these disks are shown in Figure 2.

A complete history of the settlement monitoring is given in "Vepto's Testimony on Service Hater Pump House Settlement", April 27, 1979 (Reference 3).

2.2 Settlement of SHPH On November 13, 1975 C&A first measured elevations of the corners of the SHPH operating floor slab. This surveying was part of a program to monitor settlement of the dike and pumphouse before and during filling of the reservoir in accordance with a commitment by Vepto contained in Response to Regulatory Staff Position 3.6 issued August 15, 1975 (Reference 5). -

The surveying by C&A was not related to the SWPH settlement monitoring performed by SWEC surveyors.

The SWEC surveying was performed or, a more frequent basis to provide information for engineering evaluaticin of the settlement.

The C&A responsiblitty for monitoring movement during filling of the reservoir was in addition to the settlement raonitoring of all Class I structures (including the SWPH) every 6 months in accordance with the commitment by Vepto given in the Response to Regulatory Staff Position 3.9 (Reference 6) and required by Technical Specification 3/4.7.12 (Appendix B).

For structures other than the SWPH. initial surveying of monitoring points was not pe'rformed unti' May 1976.

The C&A surveying of the SWPH was tied to the earlier SWEC surveying by a joint survey performed on Novemt; 13, 1975. All surveying data given in this report has been provided by C&A, except as specifically noted.

Technical Specification 3/4.7.12 issued by NRC on November 26, 1977, contained an allowable average settlement for points SM-7, SM-8, SM-9, and SM-10 (Figure 2) of 0.15 ft. since December 1975.

This value was based on a prediction of future average settlement of the northwestern (SM-10) and southeastern (SM-8) corners of the SWPH over the life of the plant.

This predicted settlement, given in Apoendix 3E of the UFSAR (Reference 7), was based on geotechnical investigations which included test borings and laboratory determinations of soil properties performed to provide a theoretical basis for calculating future settlement rather than relying on extrapolations of previous settlemerd. --.

Vepco personnel responsible for verification of compliance with Technical Specification 3/4.7.12 interpreted the allowable settlement given in Table 3.7-5 as being the average settlament of points SM-7 SM-8, SM-9, and M-10 measured from the survey by (.&A on December 1, 19h..

This differs somewhat from the interpretation by SWEC in that (a) the average settlement of the SWPH was the average of points SM-8 and SM-10 only and (b) the measurements by C&A started on November 13, 1975.

The numerical difference in the two methods of calculating the averages is generally within 0.003 ft. and is considered negligible.

Reference 8 presents graphical sett u ment iecords based on both interpretations. All data in this report are based on the interpretation used by Vepco (i.e., average settlement of all four points since December 1, 1975).

When the SWR was filled in late 1976, some additional settlement of the SWPH occurred.

This settlement had been anticipated and predicted in Reference 7, but what could not have been predicted at that time, however, was the effett of lowering the groundwater level beneath the pumphouse by the installation of a system of horizontal drains required by the NRC regulatory staff.

These drains were installed mostly in mid-1977 as described in Section 3.8.4.6 of the UFSAR (9aference 4).

This installation was based on a commitment made in March 1976 after the predicted settlement of 0.15 ft. was given in Reference 7.

As a result of the horizontal drains, tne average settlement of the SWPH rapidly approached the allowable settlement given in Technical Specification 3/4.7.12.

h.

The March 1978 survey indicated that 75 percent of the allowable settlement had been exceeded. As required by Techr. Mal Specificatloc, 3/4.7.12, the settlement 4 the pumphouse was reported by Vepco to NRC in Reference 8 on May 31, 1978 and the frequency of monitoring by C&A was increased to once a month. Monitoring of settlement of the pumphouse by SWEC surveyors was discontinued at this time.

In June 1978, Vepco requested NRC to change the allowable settlement given in Technical Specification 3/4.7.12 from a value of 0.15 ft. since December 1975 (based on a geotechnical prediction) to a value of 0.33 ft. since December 1975 (based on the settlement that the expansion joints in the service v> er lines could safely accommodate.) This request led to a public hearing by the Atomic Safety ana Licensing Appeal Board (ASLAB) in June 1979.

As the time of this hearing approached, the frequency of monitoring was increased to once a week by Vepco.

Following the hearing, NRC issued Amendment No. 12 to the Technical Specifications fcr Unit 1 that changed the bases for evaluating SWPH behavior and eliminated for Unit 1, the avera3e settlement of points SM-7, SM-8, SM-9, and SM-10 from Table 3.7-5 of Technical Specification 3/4.7.12.

Instead, a calculation based on the monitoring of these four points was required, as described in Section 2.3 below, and other limiting conditions based on settlement monitoring were required as described in Sections 3.0, 4.0, 5.0 and 6.0 of this report. The frequency of monitoring, as described in Section 1.1, was increased to at least once every 31 days. ASLAB approved the revision of Techical S g:ific& tion 3/4.7.12 in their Decision ALAB-578 (Reference 2) in February 1980.

Technical Specification 3/4.7.12, issued for Unit 7 in August 1980, is the 1 q

same as the revision issued for Unit i for settlement monitoring requirements of the SHPH.

Periodic Test procedure 1-PT-lli (Reference 9),

implements Technical Specification 3/4.7.12.

The settlement history of the SHPH is presented in the text and figures of "Vepco's Testimony on Service Water Pump House Settlement" served on ASLAB and dated April 27, 1979 (Reference 3).

Figures 7A through 7G of this t

reference are based on the average settlement of the southeastern (SM-8) and northwestern (SM-10) corners since August 1972.

The settlements of the four corners of the SHPH since December 1975 are tabulated in Table 1 and De average settlement of the four corners is plotted versus time in Figure 3.

This figure has two scales fc.

settlement:

(a) the average settlement since December 1975 that was subject to the allowable value given in the original Technical Specificatio, ad (b) the total average settlement since August 1972 based on the records obtained by the SWEC surveyors.

Figure 3 cleuly shows that the rate of settlement has reduced significantly in the past few years.

Disregarding the inherent in.ccuracies in the surveyor's mesurements, the current trend of settlement is small, consistent, and acceptable.

2.3 Out-Of-Plane Distortion g

The differential settlement of the SWPH raised concern by the NRC Staff relative to distortion, warping, and potential cracking of the structure.

This concern resulted in the revision to Technical Specification 3/4.7.12 n

I c ntaining a requirement to calculate the out-;f-plane distortion of each c rner cf the floor slab.

T!.e allcwable out-of-plan 3 distortion is given in Table 3.7-5 of this Technical Specification as 0.06 ft.

This value is considered by the NRC staff to be the limit below which the width of any

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potential cracks resulting from out-of-plane distortion would be minimal and acceptt 1e.

5 The out-of-plane distortion of each point is calculated as the vertical distance from that point to a plane passing through the other three points.

The method of calculation is given in Attachment 6.4 of Periodic Test Procedure 1:-PT-ll3 (Reference 10).

The calculation is perforced "at least once per 31 days" as.equired by the Technical Specification.

Calculated out-of-plane distortions for the four corners of the slal are given in Table 2 together with the percent of the allowable value (0.06 ft.) for the point showing the largest distortion fo each survey date.

The positive or negative sign for each value indicates whether the calculated distortion of a point is above or below, resoettively, the plane passing through the other three points.

This sign convention is opposite to that used for reporting settlements throughout the SHR area where a positive settlement, by its very nature, is considered a downward movement; a negative settlement is an upward movement or at least the appearance of one.

The very low values of calculated out-of-plane distortion shown in Table 2 are probably variations in measurements by optical surveying on the floor slab of the pumphouse that is subjected to strong vibrations from the pumps. For a structure as rigid as the SHPH, any distortion of the operating floor slab or foundation mat is unlikely. ____

]

f' SECTION 3.0 SETTLEMENT POINTS ON SWPH WING WALLS The wing walls at the southern corners of the SWPH are reinforced-concrete cantilevered retaining walls that stand independently of the pump house.

The walls retain the dike fill south of the SWPH and form ar, approach channel to the pump intake bays.

The locations of the wing walls are shown in Figuce 2.

Separation at the coh'struction joint of the west wing wall and the SWPH wall was observed in Ce ember 1972 as described in Section 2.0.

Furthermore, cracks were observed in both the east and west wing walls.

To prevent further propagation of these cracks, both wing walls were decoupled from the pumphouse by chipp ng away the concrete of the wing wall to create separations that were filled with compressible material to prevent plugging due to potential erosion of dike fill. Settlement-monitoring points SM-19 and SM-20 consist of a t

reinforcing rod grouted into the top of each of the walls in December 1977 at the locations shown in Figure 2.

These reinforcing rods extend to about the maximum water level.

Elevations of the tops of the rods have been surveyed by C&A since January 1978 at the same frequency as the SWPH floor slab.

The NRC Safety Evaluation Report for Unit 1 (page 9-5 of Reference 11) required settlement monitoring of both the pumphouse and the wing walls, and this requirement was included in Technical Specification 3/4.7.4 (Reference

12) to measure "the movement of the pumphouse and ti.ing walls...at least once per 6 months." No limiting value of settlement of the wing walls was given, however, and these two points are not included in Technical Specification 3/4.7.12 (Appendix B).

Periodic Test procedure 1-PT-lli (Reference 9), that l

implements Technical Specification 3/4.7.4 contains no acceotance criteria for settlement of the wing walls.

Settlement of the wing walls are tabulated in Table 3 and plotted against time in Figure 4.

Since January 1978, the average settlement of the wing walls has been approximateiy 0.06 ft-closely matching the settlement of the SWPH over this period.

This.'ailar pattern of settlement is expected since the entire are: in the vicinity of the pumphouse, including the crest of the dike, has settled by approximately the same amount.

The rate of settlement has decreased considerably in the past few years and the current rate is small and acceptable. --

k SECTION 4.0 i

SETTLEMENT POINTS ON SERVICE HATER LINES 4.1 General The locations in plan of the four buried 36-in. diameter steel service water lines that connect the SHR with the main plant structures are shown in Figures I and 2.

A more complete description of their locations with respecttotheSNPHisgiveninFigures4and5ofReference3.

Two of the lines carry water from the pumps located in the SWPH to the main plant and two of the lines return water to the spray nozzles in the reservoir.

Service water can also be supplied from Lake Anna as a backup in the event the service water lines are inoperative.

By early 1975, the average settlement of the pumphouse had reached approximately 0.38 ft. A pipe stress analysis performed in mid 1975 indicated that calculated stresses in the service water lines at the point where they were fixed in the north wall of the SWPH were in excess of allowable stresses.

To alleviate this condition, the service water lines were unearthed and cut immediately outside of the SWPH in July 1976.

Expansion joints were installed on each of *.he lines in August and October 1976 to accommodate potential movement caused by further pumphouse settlement.

These expansion joints are described in great detail in References 2 and 3.

A protective concrete enclosure was constructed around the expansion joints later as described in ::c+1on 5.0. _______

1 A settlement-monitoring point was established on top of each of the four lines just north of the expansion joints as shc,.. In Figure 2.

These points are designated SM-15, SM-16, SM-17, and SH-18 and consist of a mark scribed on top of each line which is highlighted by a paint swatch.

The elevations of the top of these lines have been surveyed by C&A since July 1977 :.t the same frequency as the SNPH floor slab.

t 4.2 Settlement of Service Water Lines i

The original Tech'nical Specification 3/4.7.12 for Unit 1 gave no allowable total settlement for points SM-15, 5:4-16, SM-17 and SM-18 in Table 3.7-5.

These points were listed only for their allowable differential settlement relative to the SWPH floor slab as discussed in Section 4.3.

Amendment No. 12 to the Technical Specifications for Unit 1 established an allowable total settlement of any of the service water lines north of the expansion joints of 0.22 f t. since August 1978. The development of this allowable settlement by the NRC Staff is given on pages 38 through 42 of "NRC Staff Testimony Regarding Pump House Settlement" (Reference 1) and is evaluated on pages 29 and 30 of ALAB-578 (Reference 2).

It can be seen from these references that the 0.22 ft. limit is extremely conservative.

Settlement of the dike prior to embedding the pipes was not totally accounted for in arriving at the above limit and Reference 2 indicates that the settlement of 'he pipes could reach a higher value than the 0.22 ft. limit without producing pipe stresses in excess of the code limits. _-

Periodic Test procedure of 1-PT-ll3 (Reference 10) implements the calculations performed using monthly monitoring data to satisfy the requirements of Technical Specification 3/4.7.12.

The total settlement of the four service water lines since August 1978 is tabulated in Table 4 which,also shows the percent of the allowable settlement for the indicated line having the largest settlement on that date. The settlement is plotted against time 'in Figure 5A.

During the period of weekly monitoring, only the first reTJing of each month is plotted for clari,ty.

As shown in Table 4, the settlement of the two easter'J service water lines I.both return lines) has reached approximately 40 percent of the allow:able value.

The reason for the rate of settlement of tF.eSe lines being greater than that of the pumphouse since iate 1978 is still not obvious, as was first indicated on page 22 of Reference 3.

There is a possibility that some of the vertical movement being measured in these lines may be'in addition to that of the underlying saprolite caused by the weight of the dike embankment and the pumphouse.

These lines are subjected to substantial steady state vibrations during pump operation and undergo periodic, large-amplitude motions due to hydraulic transients.

The possibility cannot be discounted that such vibrations could be causing further densification of the oranular coarse filter material that surrounds the lines north of the expansion joint enclosure.

Furthermore, y

the lines undergo large changes in temperature between their being in use and not being in use; these changes in temperature are greater for the 1 _

l-return lines than for the supply headers.

In Figure 5A, there is a strong suggestion of a seasonal variation in the rate of settlemen', that might m causod by the thermal expansion and contraction of each line against the surrounding filter material.

To obtain a projection of the settlement record into the future, the settlement of one line (the easternmest) since August 1978 is plotted in Figure 5B against a logarithmic scale of elapsed time starting in July I

1977. This starting date is based on the application of the last load to the underlying saprolite due to the lowering of groundwater level by the horizontal drains under the pumphouse.

Such a semilogarithic presentatioa of settlement data, as explained on page 41 cf Reference 3, is a very conservative extrapolation of soil consolidation theory and may yield overly pessimistic (high) estimates of future settlement.

Nevertheless, the data plotted in Figure SB shows a linearity at a slope of 0.115 ft.

per logarithmic cycle of elapsed time that spans a period of 5 years.

Unless there were a change in this trend, Figure 5B indicates that the settlement should exceed 75 percent of the allowable value 15 to 20 years 1

in the future; this same projection indicates that 100 percent of the allowable value would not be reached within the 40-year life of the plant.

A logarithmic plot such as Figure 5B indicates that, after a long period of time has elapsed, a less frequent monitoring fi satisfactory and desirable to define the trend of settlement.

u l

l 4.3 Olfferential Settlement Between Service Water Lines and SNPH The original Technical Specification 3/4.7.12 for Unit 1 gave an allowable differential settlement between any of the serv.ce water lines north of the expansion joints and either the northeast or no.thwest corners of the SNPH floor slab of 0.25 ft without indicating a direction for the differential movement. This value was submitted to NRC for incorporation into the Technical Specification as it was a design value for lateral movement of the expansion joints as indicated in Respo...e to Regulatory Staff Comment 3.72 (Reference 23).

The revision of Technical Specification 3/4.7.12 for Unit I gave an allowable differential settlement between (a) points SM-15, SM-16, SM-17, and SM-18 and (b) points SM-7 and SM-10 of 0.22 ft. since July 1977, the date the service water lines were first surveyed.

The development of this allowable differential settlement by the NRC staff is given on pages 36 through 38 of Reb eence 1 and is evaluated on pages 27 through 29 of Reference 2.

Table 5 gives the settlements of the four service water lines and the two northern corners of the pumphouse floor slab and also gives the maximum differential settlement between the four service water lines and these two points on the floor slab.

The maximum differential settlement is calculated by subtracting the lesser settlement cf the two floor slab corners from the largest settlement of the service water lines.

1 l t.

l

I.

The maximum differeatial settlement across the expansion jolots is currently about 35 percent of the allowable value.

The differential has increased to this level, as discussed in Section 4.2, becausc the rate of settlement of the service water lines has been slightly greater than that of the pumphouse in tne past several years.

However, because of the slow, continuing settlement of the pumphouse, the differential settlement across the expan:lon joints is not expected to exceed 75 percent of the allowable value during the life of the plant.

SECTION 5.0 SETTLEMENT POINTS ON EXPANSION JOINT ENCLOSURE In late 1976, af ter the expansion joints had been installed in the service water lines, a concrete enclosure was constructed around the expansion joints for missile protection.

The enclosure was not completed until February 1977.

It is supported by two strip footings bearing on the dike fill and is not connected to the SHPH or service water lines as shown in Figure 8 of "Vepco's Testimony on Service' Hater Pumphouse Settlement" (Reference 3).

Brass settlement-monitoring disks w3re grouted into the corners of the top of the enclosure, though there was no requirement to do so.

The SHEC surveyors started measuring elevations of the four brass disks in March 1977 in the course of each survey of the SWPH floor slab even though they were not requested to do so and no use was made of the data.

The C&A surveyors found it convenient to use the corners as temporary bench marks when they performed surveys of the SHPH floor slab and service water lines, though the elevations of these points were never reported.

i In early 1979, as discussed

~,n Section 4.2, it became obvious that the rate of settlement of the service water lines had become greater than that of the SHPH. Since the enclosure is independent of both, settlement of the enclosure became of interest to provide additional information to aid in evaluation.

However, monitoring of the enclosure by the SHEC surveyors had been discontinued in May 1978.

In April 1979, C&A began monito-ing and reporting elevations of the corners of the enclosure, designated SM-21, SM-22, SM-23, and SM-24 as shown in Figure 2.

The points were surveyed on a weekly

U frequency from April through July 1979 and then monthly concurrently with the SWPH slab. A joint survey was conducted by SWEC and C&A on April 5,1979 to tie future settlement readings to the record developed earlier by the SWEC surveyors.

Monitoring of SM-21 through SM-24 is neither a requirement of the Technical Specification nor a commitment in the FSAR and is not safety-related.

It is performed for informational purposes only and there is no Periodic Test procedure requiring monitoring of these points other than the general surveying proceaure contained in 1-PT-115 (Reference 13).

Settlement of the expansion joint enclosure is presentsd in Table 6.

The rate of settlement has decreased in the last several years, as has the SWPH.

J

l SECTION 6.0 SETTLEMENT POINTS ON SPRAY PIPING hah;ERS H-569 AND H-584 The monitoring of the numerous rods on the undereater spray piping supports across the bottom of the reservoir is discussed in Section 7.

Two of the settlement rods must be considered separately, however, since Amendment No. 12 to the Unit 1 Tech.*.ical Specifications added these to the points that must be monitored on a monthly basis.

As shown in Figure 6, hangers H-569 and H-584 support two of the four 24-in.

diameter steel pipes that extend underwater from the south wall of the SWPH into the reservoir (see Figures 4 and 5 of Reference 3).

The two hangers are mounted on a common footing 35 feet south of the pump house.

Settlement-monitoring rods that project above the water were attached to these hangers to permit surveying from the edge of the reservoir.

NRC concern generated by settlement of the SWPH as discussed in Section 2.2, led to requirements contained in Technical Specification 3/4.7.12 that settlement points on the SWPH floor slab and H-569 and H-584 shall be monitored "at least once per 31 days".

Table 3.7-5 of Technical Specification 3/4.7.12 gives the allowable differential settlement between SM-8 and H-569 or H-584 as 0.17 ft. since May 13, 1976.

The evaluation procedure to comply with these requirements is presented in Period:c Test procedure 1-PT-ll3 (Reference 10).

l _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ _ _ - - - - - - - - - _ - - _ - _ _ - - _ - - _ _ _ _ _

A more detailed discussion of this subject is provided in Section 3.8.4.5.4.8 of the UFSAR.

Table 7 presents results of settlement monitoring and provides the percent of the allowable differential settlement for each date monitored.

The settlement of support hangers H-569 and H-584 is also presented graphically with other spray piping supports in figures 7A through 78 respectively.

There has been no significant increase in the differential settlement between the SWPH and the footing supporting these two rods since the entire area in the vicinity of the pumphouse has settled by about the same amount.

Large variations in the calculated differential settlement is caused by the inaccuracles of sighting on these rods from the crest of the dike. -

l SECTION 7.0 SETTLEMENT RODS ON SPRAY PIPING SUPPORTS Service water is cooled by arrays of spray nozzles attached to fiberglass piping which is supported by steel hangers typically spaced 10 to 15 feet apart. The hangers are mounted on concrete pads that bear on the clay liner at the bottom of the reservoir.

The commitment by Vep.co to monitor settlement of the spray piping supports was made in the Response to Regulatory Staff Position 3.9 (Reference 6) as follows:

" Differential settlement of the spray system supports will be monitored by attaching rods that will project above the water line to the existing spray piping supports.

Points on these rods will then be monitored before filling the reservoir and at 30 day intervals for the first six months following filling of the reservoir.

Monitoring will be on a six month basis thereafter. At such time that settlement of the support has shown to have stabilized, and essentially no '.ettlement has taken place for a minimum of 24 continuous months, the settlement monitoring program will be discontinued."

The commitment is also given in Table 3.8-18 of the UFSAR.

No requirements for settlement monitoring of spray piping supports, other than for H-569 and H-584 as described in Section 6.0, w3:e included in the Technical Specifications. To fulfill this commitment, settlement monitoring rods were atta;hed, typically, to every third hanger along the distribution lines and i --

headers and on half of the laterals.

The top of each rod extends approximately 6 ft. above high water and a scale is attached to the upper part of each rod for direct reading from the edge of the reservoir. A total of 92 rods were installed in early 1976; 62 for Units 1 and 2 and 30 for Unit 3, as shown in Figure 8.

Construction of Unit 4 and Unit 3 was cancelled in November 1981 and December 1982, respectively so no spray piping for those units is required.

Elevations of the rods were surveyed in May and August 1976 before filling the reservoir and in October 1976 after it was filled.

Subsequent surveys were performed at increasing intervals for 6 monthr and then at the present frequency of once each 6 months.

Periodic T,7st procedure 1-PT-110 (Reference 14) implements the monitoring commitment.

Elevations are reported only to the nearest 0.01 ft. due to the long sight distances involved.

Settlement of the spray piping supports is presented in Table 8 witu notes indicating when rods could not be accurately read.

The October and November 1975 surveys clearly show the effect of filling the reservoir.

However, with the exception of the ten rods shown in Figure 6, there has been no further settlement since filling the reservoir.

Figures 7A and 78 show movements of the rods located near the SHPH.

A review of data presented in Table 8 indicates that these supports have settled more than the rods some distance away from the pumphouse.

This additional settlement coincides with settlement of the pumphouse and dike which occurred i.

between mid-1978 and mid-1979 and has continued at a reduced rate since then.

The variations in the readings result from the~1naccuracies-in optical surveying and from maintenance activities in the reservoir. However, the i

discernible settlement of the 10 rods near the SWPH over the past 2 years has been minimal and insignificant.

Therefore the commitment to monitor these points has been fulfilled.

9 _ _.... _ _

I t

SECTION 8.0 ALIGNMENT-SETTLEMENT MARKERS ON DIKE CREST 8.1 General Six alignment-settlement markers were installed along the centerline of the dike crest to monitor vertical and horizontal movements especially during filling of the reservoir. They are shown in Figure 1 as ASM-1 through ASM-6.

Each consists of a brass disk set about 1 ft. below the crest of the dike.

The disk is grouted into the top of a concrete cylinder that is-cast into the core of the dike below the rock fill.

Access to each disk is through a standard water valve box with its cover flush with the crest surface.

The top of each disk is used for measuring elevation, and e punch hole in the center of each disk is used for measuring horizontal movement.

The last of the alignment-settlement markers was installed in late 1975, and C&A performed the init1&i horizontal and vertical measurements on November 13, 1975, as part of a commitment described in Section 2.2.

The frequency of monitoring given in Table 3.8-18 of the UFSAR is " monthly until 12 months af ter filling, at 18 months and then annually."

Settlement is presently measured monthly and horizontal measurements are made every 6 months.

The commitment for monitoring settlement is implemented by Periodic Test procedure 1-PT-111 (Reference 9).

No reference is given in the Technical Specifications to the alignment-settlement markers and there is no Periodic Test procedure which addresses horizontal measurement of these markers other than the general surveying procedure presented in 1-PT-il5 (Reference 13). _

8.2 Vertical Movements Settlement of the markers are presented in Figure 9A through 9F, and tabulated in Table 9.

Markers ASM-1 and ASM-2 and possibly ASM-3 located along the southeastern section of the dike, appear to have been affected by the load applied by the filling of the reservoir.

Markers ASM-5 and ASM-6, located near the SWPH, were probably also affected by lowering of groundwater levels caused by installation of the horizontal drains beneath the pumphouse. ASM-4 is located at a low embankment section of the dike which may account for its relatively small settlement, All of the markers except ASM-5, have settled less than 0.08 ft. ASM-5, which is located adjacent to the SWPH has settled approximately 0.20 f t.

There has been a marked reduction in the rate of settlement over the past several years and the trend is consistent with the expected reduced rate of settlement with time.

8.3 Horizontal Movements An interpretation of the measured horizontal movements was provided in

" Report of Initial Inservice Inspection of Service Hater Reservoir" (Reference 15).

In general, the markers moved toward the reservoir due to the increased load caused by filling of the reservoir.

The apparent novements are undoubtably influenced by inaccuracies due to long survey distances and computer programs used to calculate the coordinates.

Disregarding these variabilities, all markers except ASM-5 have moved less than 0.0$ ft., ASM-5 has moved slightly in excess of 0.10 ft. This movement is presented graphically in Figure 11 of Reference 15 and an updated tabulation is presented in Table 10 of this report..... _.. _... _ _

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i 1

SECTION 9.0

(

INCLIN0 METERS To fulfill a commitment given in the Response to Regulatory Staff Position 3.6 (Refereate 5), three inclinometers (or slope indicators) were installed in late 1975 as shown in Figure 1 as SI-1 on the crest of the dike and SI-2 and SI-3 at the outside toe of the dike.

Each inclinometer consists of a grooved aluminum casing embedded in a borehole to a sufficient depth into sound rock that would be free of vertical or horizontal movements. A tape measure with a hock on the end is used to measure the depth to each open joint between the 5-ft. lengths of casing. A gravity-sensing instrument, guided by the casing grooves, is lowered by cable to measure the inclination of each section of casing. With reference to the stable bottom portion of the casing, these measurements permit the calculation of vertical and horizontal deformations in the material surrounding the inclinometer.

Table 3.8-18 of the UFSAR (Reference 4) gives the commitment to monitor the inclinometers "every 2 weeks prior to filling (the reservoir) and for 2 months after filling and then every 2 months until a steady state is reached."

Present monitoring is every 6 months.

There are currently no requirements in Periodic Test procedures for monitoring the inclinometers.

1 Inclinometers SI-2 and SI-3 at the toe of the dike showed no response to the filling of the reservoir and have indicated insignificant 1y cmall vertical and horizontal movements since then. Only Inclinometer SI-1, as discussed in Reference 15, has undergone deformations that permit an evaluation.

The data.

from SI-l shows that upon filling the reservoir, the dike settled as a rigid body without internal deformations and tilted slightly toward the reservoir.

Vertical movement of the top of SI-l closely matches that of nearby ASM-5 and the northwestern :orner of the pumphouse.

This similar pattern of settlement 1s expected since the entire area in the vicinity of the pumphouse has experienced approximately the same amount of settlement.

1 1

.36-

SECTION 10.0

  • 'd PIEZ0 METERS AND TEST HELLS r

l l

A total of 18 pneumatic piezometers were installed around the SWR as shown in Figure 1 as P-1 through P-18..Each piezomater consists of a pneumatic transducer sealed in a pocket of sand below the bottom of the dike embankment and connected to the terminal box at the surface by plastic tubing. An instrument carried to each terminal box is used to measure the groundwater pressure at the trans,ducer.

Based on the known elevation of the transducer, the piezometric (groundwater) elevation can be calculated from the pressure measurement.

Piezometers P-1 through P-9 were installed in trenches beneath the einbankment i

during construction. As discussed in Reference 15, monitoring of these piezometers was discontinued in late 1977, though the capability to resume their monitoring has been maintained.

Piezometers P-10 through P-18 were installed in boreholes after construction of the embankment-in fulfillment of commitments given in Reference 5 and the FSAR North Anna Units 1 and 2, Response to Regulatory Staff Position 3.8,

" Service Water Reservoir Ground Water Level Control," June 16, 1976 (Reference 24). Piezometers P-13 and P-14 were installed near the SWPH specifically for the well-pumping test which was performed in August 1976 to provide design parameters for the groundwater-control system beneath the SWPH.

Piezometer P-14 was installed in an angled borehole to place the transducer beneath the pumphouse..

Three test wells were installed near the SNPH for the well pumping test.

They are shown in Figure 1 as TH-1, TH-2, and TH-3.

The casings for these wells were never removed.

Prior to the completion of the groundwater-control

{

system, temporary Technical Specification 3/4.11, required the water level in test well TH-1 to be measured on a weekly basis (along with Piezometers P-11, P-12, P-13, and P-14).

Even though the requirements for this monitoring were deleted in early 1978, monitoring has continued on a weekly basis in accordance with the Periodic Test procedure 1-PT-75.7 (Reference 16) for

" informational purposes only." The remaining five piezometers (P-10, P-15, P-16, P-17, and P-18). are being monitored once per 31 days as required by Technical Specification 3/4.7.13 which does not require monitoring of the test well.

Results of monitoring of the piezometers and test well since late 1977 are tabulated in Tables 11, 12 and 13 and presented graphically in Figures 11A and llB and 12A through 12F.

These results show that groundwater levels have remained stable since the horizontal drains were installed beneath the SWPH.

Seasonal variations are relatively minor but are more apparent in the piezometers located some distance away from the SWPH as shown in Figures 11A and 11B.

In all cases, the groundwater levels remain significantly below allowable limits specified in Table 3-7.6 of Te:nnical Specification 3/4.7.13.

There has been no indication of reservoir seepage or a rise in phreatic levels which could indicate potential instability of the dike.

f SECTION 11.0 HORIZONTAL DRAINS As described in Section 2.2, six horizontal drains were installed in boreholes beneath the SWPH in late 1976 and June through August of 1977.

The purpose of these drains was to maintain the groundwater level no higher than Elev. 275 and were installed as a requirement of the NRC regulatory staff.

Each drain consists of 1.5-in. I.D. slotted PVC pipe.

The slots in the pipes were sized to prevent loss of fines and to maintain drainage requirements.

The drains extend approximately 230 ft. from beneath the pumphouse to an underground concrete gallery.

From the gallery the water is carried through an outlet pipe to a storm sewer that empties into Canal "A" approximately 300

~

ft. east of the SWR. Plan and profile views of the drainage system are shown in Figures 13A and 13B. A detailed discussion of the drains is provided in Section 3.8.4.6 of the UFSAR (Reference 4) and in Reference 3.

The commitment to monitor the rate of flow from the drains is stated in Table 3.8-18 of the UFSAR as " monthly until 12 months after installation and then every 6 months".

However, Amendment No. 12 to Technical Specification 3/4.7.13 increased the frequency to once per 31 days as is implemented by Periodic Test procedure 1-PT-75.6.2 (Reference 18).

Technical Specification 3/4.7.13 requires action should the rate of flow ever " exceed 3 times the average annual flow rate." Vepco incorporated an acceptance criterion into Reference 18 of 8.5 gallons per minute (gpm) as being 3 times the average rate _

measured over the 12-month period ending in March 1980. Vepco also incorporated into Reference 18 a requirement for an engineering evaluation should the total rate of flow ever exceed 6.0 gpm.

The outflow of the drains is also tested for turbidity and suspended solids in accordance with Chemical Procedures CP-95 and CP-86 (References 19 and 20, respectively) as required by Technical Specification 3/4.7.4 (Reference 12).

The testing for water quality is implemented by Periodic Test procedure 1-PT-75.6.1 (Reference 17) which repeats the requirement given in Reference 12 that a special report must be submitted to NRC should the turbidity or suspended solids ever exceed 10 ppm. Vepco added a requirement to Reference 17 for an engineering evaluation if any turbidity should bc detected.

The total rate of flow from the six drains since September 1977 is tabulated in Table 14 and presented graphically in Figure 13C.

Total flow rates were less than 3 gpm last year and have never exceeded 4.6 GPM.

The water quality for several months after installation of individual drains

' is presented in Table 3.8-17 of the UFSAR (Reference 4).

With the exception l

)

of the first few days after installation of each drain, laboratory tests of the outflow have shown no detectable turbidity or suspended solids.

l.

__________m_______

l 1.

SECTION 12.0 l

HEIRS t

I Due to the presence of wet areas in the southeastern section of the SHR that suggested groundwater seepage, four drain pipes were imbedded horizontally in the soll at the toe of the dike.

Each extended into a concrete box fitted with an aluminum vee-notch weir plate utilized to measure the rate of flow. A ditch channeling water from this area was also fitted with a concrete wall and weir plate.

The location of the weirs are shows in Figure 3.8-66 of the UFSAR. Daily measurements taken from November 1975 through February 1977 at these weirs indicated most of the flow resulted from rainfall runoff.

As a result of subsequent construction activities, some of the weir boxes were filled over and surface flow was altered.

The weir wall shown in Figure 1 on the southeast side of the SHR was altered in 1978 and subsequently monitored on a monthly frequency for a year to establish base data for future measurements.

Since then, measurements have been performed on a 6-month frequency mostly to maintain monitoring capability.

There are no current requirements in Periodic Test procedures for monitoring the weir wall.

Flow rates through the weir wall since October 1978 are tabulated in Table 15 and presented graphically in Figure 14.

Flow typically varies between 1.5 and 4.5 gpm but a significantly higher fic'w was recorded in September 1979 due to an extremely heavy rainfall.

Such high flows are the result of rainfall and snow melt runoff rather than seepage from the reservoir and give no reason for concern.

l _ _ _ _ _ _ _

SECTION 13.0 VISUAL INSPECTION OF SWR DIKE l

l The SWR covers approximately 10 acres and the depth of water in the reservoir varies between 8 and 10 ft.

It was constructed by damming an area between two gullies and excavating other areas as required. Approximately 2500 ft. of the 3000 ft. perimeter consists of a fill section whose maximum height is 35 ft.

(see Figure 1).

The dike was constructed of compacted earth and rockfill with I

internal filter zones. An impervious liner covers the bottom and inside slopes as shown in Fi'gure 3.8-57 of the UFSAR. The reservoir was conservatively constructed and classifies as a small reservoir based on storage capacity and maximum section. Additional information on the reservoir is given in Section 3.8.4 of the UFSAR (Reference 4).

Table 3.8-18 of the UFSAR presents the requirements for visual inspection on a 3 month frequency.

This monitoring commitment is implemented by 1-PT-75.12 (Reference 21).

l The periodic visual inspection consists of walking the crest and toe of the dike. Observations are made for cracks, erosion, seepage, or other conditions that would effect the performance of the structure.

The condition of the various instrumentation and monitoring devices previously described in this report are also observed.

The periodic visual inspection has revealed minor concerns or discrepancies which have been corrected as needed.

For a period greater than 5 years, the dike has performed satisfactorily, is stable, and should continue to perform as designed over its useful life. _ _ _ _ _ _ _ _ _

SECTION

14.0 CONCLUSION

S AND RECOMMENDATIONS The foregoing review and evaluation of the several different types of geotechnical monitoring around and in the SHR spans a period covering the filling of the reservoir through the 5 years following the issuance of the Operating License for Unit 1.

In general, the information reviewed reflects a stability of the conservatively designed dike and other features of the SHR.

Most movements recorded during filling and subsequent operation of the reservoir have been so small that they tend to be obscured by the inaccuracies inherent in the measuring methods. There has been no major construction or other activities in the SHR for several years, and this absence shows itself in the overall equilibrium of monitoring data. Hith the exception of the continued, though gradual and consistent, settlement of the service water lines north of the expansion joints, there are no indications of unusual or unanticipated behavior in the SHR area.

Monthly monitoring of settlement and groundwater levels has been beneficial in providing a solid base of data to demonstrate stability and to establish trends. With the availability of these records, any possible future irregularity can be readily identified and evaluated. Yet, this high frequency of monitoring produces so large a quantity of data that updating and mainta' ng tabulations and comparisons is extremely burdensome.

Surveillance of the future behavior of the SHR would be improved by a less-frequent, though m^re comprehensive, monitoring program that would permit a periodic in-depth evaluation of all instrumentation monitoring results. !

t The ba!,1c conclusions developed in the course of preparing this report are as follows:

i 1.

An extensive data base has been established that can be utilized in the future.

2.

Settlement monitoring has indicated that a decreasing rate of settlement has. occurred with time (with the possible exception of the service water lines north of the SWPH).

3.

Groundwater levels and flow rates as measured by the piezometers, horizontal drains, and weir wall are stable and constant.

4.

Several unproductive measurements and calculations should be discontinued to eliminate distractions of attention from meaningful data.

5.

A single' frequency should be applied to all monitoring and recording. Some of this monitoring would provide data on non-safety related structures or components and should be performed for informational purposes only.

The single frequency should also include certain monitoring, such as the inclinometers, which do not

{

produce information of current interest.

This monitoring capability shall be maintained by VEPC0 so that it can be reinstituted in case of an unforeseen future event or accident. -

The recommended frequency for the future comprehensive monitoring program is once every 6 months. This is sufficiently frequent to verify rates of settlement, stability of groundwater levels, ar.d rates of flow, and to ensure the continued satisfactory condition of installed instrumentation and readout equipment.

Equally important, 6 months is a sufficiently long period of time to permit thorough inspections, by Vepto, of the SWR area and reviews of all data. Should an irregularity be detected during the monitoring activity, the measurements could be immediately repeated.

The monitoring should be scheduled in April and October when temperature extremes normally do not occur.

It should be performed with Care in favorable weather to provide consistency and to minimize scatter.

Time restraints should be such that if monitoring is delayed by unfavorable weather or other circumstances, it can be performed at the earliest opportune time, thereby minimizing inaccuracies resulting from adverse weather or conditions.

The following items are recommended to be included in each 6-month monitoring activity:

1.

Surveying by C&A (based on both Reference Monuments "A" and "B") to determine elevations of the following:

a.

Four points (SM-7, SM-8, SM-9, and SM-10) on SWPH operating floor slab b.

Two points (SM-19 and SM-20) on SWPH wing walls c.

Four points (SM-21, SM-22, SM-23, and SM-24) on Expansion Joint Enclosure _ -.

s.

Y d.

Four points (SM-15, SM-16, SM-17, and SH-18) on service water lines north of expansion joints c.

Two rods (H-S69 and H-584) on spray piping support r

L f.

Six alignment-settlement markers (ASM-1 through ASM-6) on crest of dike 2.

Visual inspection by C&A of condition of Reference Monument "C" 3.

Measurement by Vepco of groundwater elevations at nine piezometers (P-10 through P-18) 4.

Measurement by Vepco of rates of flow from six horizontal drains beneath SWPH including a visual evaluation of the clarity of outflow from each drain pipe 5.

Measurement by Vepto of vertical and horizontal deformations in casings of three inclinometers (SI-1, SI-2, and SI-3) 6.

Visual inspection by Vepto of crest and toe of dike including i

condition of weir wall

\\

7.

Review by Vepco of all information collected during monitoring activity l

1 _ _ _ _ _ _ _ _

The following items are recommended to be deleted from future monitoring activities (though possibly resumed in case of an unforeseen event):

1.

Surveying by C&A of all settlement rods on spray piping supports except H-569 and H-584 2.

Surveying by C&A of horizontal movements of all alignment-settlement markers 3.

Calculation'by Vepco of out-of-plane distortion of SWPH 4.

Measurements by Vepto of groundwater elevations in Test Hell TH-1 5.

Determinations by Vepco of turbidity and suspended solids of outflow from horizontal drains beneath SWPH except where visual inspection indicates a lack of clarity of the outflow during measurements of the rates of flow 6.

Measurement by Vepto of Rate of Flow through weir wall Monitoring of the numerous settlement rods amidst the spray nozzles has fulfilled its purpose of establishing that differential settlement has no potential for unexpected pipe stress or other adverse conditions.

The bottom surface of the reservoir has stabilized, and any further monitoring would be subject to spurious measurements due to the continuing maintenance activities associated with the spray piping system..

Measuring horizontal movements of the alignment-settlement markers has shown that there was no significant lateral deformation of the dike during the filling of the reservoir or over the years since then.

The sight distances

[

required for these measurements are so long that the inaccuracy of the work exceeds whatever small horizontal movements might possibly occur.

Thus, these mtasurements are no longer of any value.

Many calculations of out-of-plane distortion (all tied to the placement of the floor slab in August 1972) have verified that the stiff SWPH structure cannot undergo distortion even though it has tilted slightly.

Since the structure has already completed all but a very small part of its ultimate settlement, further calculations of out-of-plane distortion would serve no useful purpose.

The three test wells served their purpose for the well-pumping test in 1976, and measurements of water levels in Test Well TH-1 were helpful in the latter part of 1977 when there was uncertainty over some of the piezcmeter readings.

However, there are sufficient piezometers in the vicinity of the SWPH to monitor groundwater conditions so that further measurements in TW-1 (requiring the maintenance of a separate instrument) are not warranted.

l Laboratory tests of water quality for many years have proved that the outfiow from the horizontal drains remains free of detectable turbidity or solids and, therefore, that the saprolite surrounding each drain is perfectly stable against a potential for piping. Since no mechanism can be envisioned that could change this condition in the future, these laboratory tests are no longer needed.

)

Measuring rates of flow through the weir wall for several years has established reference values to permit evaluation of measurements at some time l

in the future in the event of irregularities in groundwater levels detected by piezometers. Until that time, only maintenance of the weir wall is required.

In summary, the current monitoring program was introduced piecemeal over a period of years in response to observed behavior or NRC concerns.

Different types of monitoring were applied to individual structures or components to i

address mostly short-term conditions rather than as parts of a cohesive i

program that conside'ed the SHR in its entirety.

With the record of r

monitoring presented in this report for guidance, the comprehensive surveillance program described above should now be instituted.

Implementation of this recommended future monitoring program will require changes to Technical Specifications, commitments given in the UFSAR, and Periodic Test procedures.

Despite the extensive and complex work this will demand, the changes will result in a program of monitoring and regular evaluation that will be much more suitable than the current program to ensure the safe behavior and operation of the SWR throughout the life of the plant.

SECTION 15 REFERENCES 1.

"NRC Staff Testimony Regarding Pump House Settlement," served on Atomic Safety and Licensing Appeal Board in Response to Order ALAB-529, April 27 and May 4, 1979.

2.

Decision ALAB-578 of Atomic Safety and Licensing Appeal Board dealing with pump house settlement issue, February 11, 1980.

3.

"Vepco's Testimony on Service Water Pump House Settlement," served on Atomic Safety and Licensing Appeal Board in response to Order ALAB-529, April 27, 1979.

4.

Updated Final Safety Analysis Report, Virginia Electric and Power Company, Nceth Anna Power Stat:an Units 1 and 2, (UFSAR, North Anna Units 1 and 2),

Volume IV, January 3, 1973 amended through July 22, 1982.

5.

Final Safety Analysis Report, Virginia Electric and Power Company, North Anna Power Station, Units 1 and 2, (FSAR, North Anna Units 1 and 2),

Response to Regulatory Staff Position 3.5, " Settlement of Service Water Pump House and Dikes," August 15, 1975.

E.

FSAR, North Anna Units 1 and 2, Response to Regulatory Staff Position 3.9,

" Settlement Monitoring," May 17, 1976.

7.

UFSAR, North Anna Units 1 and 2, Volume VI, Appendix 3E, amended through July 22, 1982.

d 8.

" Settlement of Service Water Pump House," submitted to NRC in accordance with Technical Specification 3/4.7.12 by Vepco letter Serial No. 306 dated May 31, 1978.

L 9.

Periodic Test Procedure 1-PT-111, " Service Water Reservoir Pump House and Dike Settlement Monitoring," North Anna Units 1 and 2.

10. Periodic Test Procedure 1-PT-113. " Service Water Pump House Settlement Monitoring," North Anna Units 1 and 2.

9

11. " Safety Evaluation Report Related to Operation of North Anna Power Station Units 1 and 2", issued by U.S. Nuclear Regulatory Commission, June 1976.
12. Technical Specification 3/4.7.4, " Service Water System," North Anna Units 1 and 2.
13. Periodic Test Procedure 1-PT-115, " Settlement Monitoring Surveying," North Anna Units 1 and 2.
14. Periodic Test Procedure 1-PT-110, " Service Water Reservoir Spray Piping Settlement Monitoring," North Anna Units I and 2.
15. " Report of Initial Inservice Inspection of Service Water Reservoir", Ncrth Anna Power Station, Prepared for Vepto by Stone & Webster Engineering Corporation, September 1982.
16. Periodic Test Procedure 1-PT-75.7, " Service Water Reservoir Ground Water Level," North Anna Units 1 and 2.

I -.

17. Periodic Test Procedure 1-PT-75.6.1, " Service Water Pump House Drain System - Turbidity and Suspended Solids," North Anna Units 1 and 2.
18. Periodic Test Procedure 1-PT-75.6.2, " Service ~ Water Pump House Drain System - Flow Rate," North Anna Units 1 and 2.
19. Chemistry Procedure CP-95, " Turbidity," North Anna Units 1 and 2.
20. Chemistry Procedure CP-86, " Solids, Dissolved, Suspended, and Total,"

North Anna Units'l and 2.

21. Periodic Test Procedure 1-PT-75.12, " Visual Inspection of Crest and Toe of Sicpe Service Water Reservoir Dike," North Anna Units 1 and 2.
22. " Classification, Standards of Accuracy, and General Specifications of Geodetic Surveys," U.S. Department of Commerce, National Oceanic and Atmospheric Administration, National Ocean Survey, Rockville, Maryland, February 1974.
23. FSAR, North Anna Units 1 and 2, Response to Regulatory Staff Comment 3.72, March 31, 1976.
24. FSAR, North Anna Units 1 and 2, Response to Regulatory Staff Position 3.8,

" Service Water Reservoir Ground Water Level Control" June 16, 1976...:

TABLE 1 SETTLEMENT OF SNPH FLOOR SLAB

  • Settlement since 1 Dec., 1975-ft.

SM-7 SM-8 SM-9 SM-10 Average Settlement of DATE NE SE SW NH 4 points 5

4 1 DEC 75 0

0 0

0 0

17 DEC 75 0

-0.003 0

-0.006

-0.002 11 AUG 76

-0.002

-0.006 0.008 0.003 0.001 23 AUG 76 0.005 0.004 0.018 0.015 0.011 1 OCT 76 0.015 0.015 0.031 0.025 0.022 7 OCT 76 0.022 0.022 0.039 0.031 0.029 10 NOV 76 0.023 0.020 0.048 0.040 0.033 6 DEC 76 0.019 0.013 0.046 0.045 0.031 3 MAR 77 0.050 0.041 0.075 0.071 0.059 11 JUL 77 0.046 0.041 0.083 0.083 0.063 12 DEC 77 0.085 0.074 0.127 0.125 0.103 15 MAR 78 0.105 0.090 0.144 0.146 0.121 30 MAR 78 0.103 0.088 0.142 0.142 0.119 25 APR 78 0.091 0.074 0.129 0.132 0.107 10 MAY 78 0.089 0.078 0.134 0.138 v.110 15 MAY 78 0.092 0.083 0.138 0.139 0.113 1 JUN 78 0.081 0.069 0.127 0.130 0.102 30 JUN 78 0.094 0.089 0.142 0.140 0.116 3 AUG 78 0.097 0.089 0.141 0.139 0.117 6 SEP 78 0.100 0.089 0.149 0.144 0.121 2 OCT 78 0.102 0.090 0.147 0.142 0.120 6 NOV 78 0.104 0.097 0.152 0.149 0.126 20 NOV 78 0.103 0.096 0.150 0.147 0.124 3 JAN 79 0.109 0.097 0.152 0.152 0.128 6 FEB 79 0.107 0.096 0.152 0.151 0.127 7 MAR 79 10.107 0.094 0.150 9 153 0.126 6 APR 79 0.118 0.106 0.164 0.163 0.138 25 APR 79 0.115 0.103 0.158 0.159 0.134 1 MAY 79 0.112 0.102 0.159 0.158 0.133 9 MAY 79 0.119 0.104 0.162 0.162 0.137 15 MAY 79 0.112 0.101 0.157 0.157 0.132 23 MAY 79 0.112 0.103 0.161 0.161 0.134 28 MAY 79 0.115 0.102 0.160 0.160 0.134 4 JUN 79 0.113 0.102 0.159 0.158 0.133 11 JUN 79 0.113 0.101 0.160 0.161 0.134 22 JUN 79 0.113 0.107 0.163 0.160 0.136 25 JUN 79 0.112 0.104 0.160 0.158 0.134 2 JUL 79 0.121 0.111 0.170 0.166 0.142 9 JUL 79 0.120 0.111 0.168 0.166 0.141 1

18 JUL 79 0.123 0.115 0.168 0.165 0.143 2 AUG 79 0.112 0.106 0.162 0.159 0.135

  • Settlement positive down

TABLE 1 (Cont'd)

SETTLEMENT SWPH FLOOR SLAB

  • Settlement since 1 Dec., 1975-ft.

SM-7 SM-8 SM-9 SM-10 Average Settlement of DATE NE SE SW NW 4 points 4 SEPT 79 0.115 0.108 0.167 0.165 0.139 2 OCT 79 0.115 0.108 0.164 0.161 0.137 5 NOV 79 0.118 0.105 0.164 0.162 0.137 5 DEC 79 0.124 0.112 0.171 0.167 0.144 3 JAN 80 0.119 0.106 0.164 0.163 0.138 5 FEB 80 0.125 0.111 0.172 0.172 0.145 5 MAR 80 0.120 0.111 0.172 0.172 0.145 1 APR 80 0.126 0.111 0.169 0.171 0.144 2 MAY 80 0.127 0.113 0.173 0.173 0.147 2 JUN 80 0.120 0.109 0.170 0.172 0.143 2 JUL 80 0.122 0.114 0.173 0.173 0.146

(

4 AUG 80 0.11'7 0.108 0.170 0.166 0.140 l

4 SEP 80 0.121 0.113 0.171 0.174 0.145 2 OCT 80 0.128 0.121 0.182 0.180 0.153 5 NOV 80 0.133 0.122 0.183 0.183 0.155 1 DEC 80 0.130 0.119 0.179 0.178 0.152 6 JAN 81 0.132 0.120 0.181 0.180 0.153 I

6 FEB 81 0.131 0.116 0.179 0.179 0.151 3 MAR 81 0.132 0.118 0.180 0.181 0.153 3 APR 81 0.132 0.118 0.180 0.181 0.153 5 MAY 81 0.134 0.122 0.182 0.181 0.155 1 JUN 81 0.134 0.122 0.182 0.183 0.155 6 JUL 81 0.136 0.125 0.186 0.184 0.158 4 AUG 81 0.131 0.122 0.185 0.182 0.155 1 SEP 81 0.125 0.118 0.179 0.177 0.150 6 0CT 81

.0.134 0.123 0.186 0.184 0.157 3 NOV 81

'0.133 0.122 0.184 0.183 0.156 2 DEC 81 0.138 0.124 0.188 0.186 0.159 l

7 JAN 82 0.138 0.128 0.191 0.192 0.162 4 FEB 82 0.143 0.127 0.188 0.191 0.162 3 MAR 82 0.135 0.121 0.185 0.185 0.157 6 APR 82 0.139 0.125 0.189 0.190 0.161 4 MAY 82 0.141 0.128 0.191 0.191 0.163 3 JUN 82 0.139 0.128 0.192 0.191 0.163 2 JUL 82 0.137 0.126 0.187 0.186 0.159 3 AUG 82 0.141 0.130 0.193 0.189 0.163 2 SEP 82 0.140 0.131 0.193 0.190 0.164 5 OCT 82 0.135 0.125 0.188 0.189 0.159 3 NOV 82 0.135 0.125 0.188 0.189 0.159

  • Settlement positive down

l TABLE 2 CALCULATED 0UT-0F-PLANE DISTORTIONS SWPH FLOOR SLAB Out-0f-Plane Distortions, ft.

DATE SM-/

SM-8 SM-9 SM-10 Percent of Allowable 8 AUG 79

-0.002

+0.002

-0.002

+0.002 3.3 21 AUG 79

+0.001

-0.001

+0.001

-0.001 1.7 13 SEP 79

+0.001

-0.0' 1

+0.001

-0.001 1.7 0

10 OCT 79 0

0 0

0 0

16 NOV 79

-0.005

+0.006

-0.006

+0.005 10.0 18 DEC 79

-0.006

+0.007

-0.007

+0.006 11.7 18 JAN 80

-0.004

+0.005

-0.005

+0.004 8.3 18 FEB 80

-0.004

+0.004

-0.004

+0.004 6.7 13 MAR 80

-0.005

+0.005

-0.005

+0.005 8.3 i

11 APR 80

-0.003

+0.003

-0.003

+0.003 5.0 19 MAY 80

-0.004

+0.004

-0.004

+0.004 6.7 11 JUN 80

+0.001

-0.001

+0.001

-0.001 1.7 10 JUL 80

+0.002

-0.002

+0.002

-0.002 3.3 12 AUG 80

-0.003

+0.003

-0.003

+0.003 5.0 16 SEP 80

+0.005

-0.005

+0.005

-0.005 8.3 16 0CT 80

+0.001

-0.001

+0.001

-0.001 1.7 17 NOV 80

-0.001

+0.001

-0.001

+0.001 1.7 18 DEC 80

-0.002

+0.002

-0.002

+0.002 3.3 6 JAN 81

-0.003

+0.003

-0.003

+0.003 5.0 5 FEB 81

-0.005

+0.005

-0.005

+0.005 8.3 10 MAR 81

-0.003

+0.003

-0.003

+0.003 5.0 13 APR 81

-0.003

+0.003

-0.003

+0.003 5.0 15 MAY 81

-0.003

+0.003

-0.003

+0.003 5.0 11 JUN 81

-0.001

+0.001

-0.001

+0.001 1.7 16 JUL 81

-0.003

+0.003

-0.003

+0.003 5.0 13 AUG 81

-0.002

+0.002

-0.002

+0.002 3.3 1 SEP 81

+0.001

-0.001

+0.001

-0.001 1.7 5 0CT 81

-0.003

+0.003

-0.003

+0.003 5.0 3 NOV 81

-0.002

+0.002

-0.002

+0.002 3.3 3 DEC 81

-0.006

+0.006

-0.006

+0.006 10.0 8 JAN 82

+0.001

-0.001

+0.001

-0.001 1.7 11 FEB 82

-0.003

+0.003

-0.003

+0.003 5.0 10 MAR 82

-0.004

+0.004

-0.004

+0.004 6.7 16 APR 82

-0.003

+0.003

-0.003

+0.003 5.0 3 MAY 82

-0.003

+0.003

-0.003

+0.003 5.0 2 JUN 82

-0.002

+0.002

-0.002

+0.002 3.3 1 JUL 82

-0.002

+0.002

-0.002

+0.002 3.3 11 AUG 82

-0.005

+0.005

-0.005

+0.005 8.3 1 SEP 82

-0.002

+0.002

-0.002

+0.002 3.3 13 OCT 82

+0.001

-0.001

+0.001

-0.001 1.7 3 NOV 82

-0.001

+0.001

-0.001

+0.001 1.7

s TABLE 3 SETTLEMENT OF SWPH WING WALLS Settlement Since 3 Jan 78-ft.

DATE West Wina Hall, SM-19 East Wina Wall, SH-20 3 JAN 78 0

0 15 MAR 78 0.011 0.008 30 MAR 78 0.012 0.003 25 APR 78

-0.001

-0.002 1 JUN 78 0.018 0.009 30 JUN 78 0.021 0.003 3 AUG 78 0.014 5 SEP 78 0.018 2 OCT 78 0.017 0.011 6 NOV 78 0.026 0.017 20 NOV 78 0.020 0.014 3 JAN 79 0.025 0.024 6 FEB 79 0.021 0.014 7 MAR 79 0.025 0.011 l

10 APR 79 0.036 0.021 25 APR 79 0.035 0.025 1 MAY 79 0.028 0.023 10 MAY 79 0.035 0.025 15 MAY 79 0.033 0.019 l

23 MAY 79 0.031 0.025 l

28 MAY 79 0.033 0.023 4 JUN 79 0.031 0.029 11 JUN 79 0.034 0.023 18 JUN 79 0.037 0.026 25 JUN 79 0.036 0.022 3 JUL 79 0.042 0.027 10 JUL 79 0.035 0.029 18 JUL 79 0.043 0.031 2 AUG 79 0.031 0.025 4 SEP 79 0.040 0.030 2 OCT 79 0.040 0.027 5 NOV 79 0.034 0.032 4 DEC 79 0.047 0.038

  • Point blocked by scaffold.

4 TABLE 3 (Cont'd)

SETTLEMENT OF SWPH WING WALLS Settlement Since 3 Jan 78-ft.

DATE West Wina Hall, SM-19 East Wina Wall, SM-20 3 JAN 80 0.041 0.025 4 FEB 80 0.041-0.031 5 MAR 80 0.043 0.031 1 APR 80 0.045 0.029 2 MAY 80 0.044 0.030 2 JUN 80 0.047 0.035 3 JUL 80 0.042 0.033 5 AUG 80 0.041 0.029 4 SEP 80 0.049 0.035 2 OCT 80 0.056 0.043 6 NOV 80 0.050 0.043

- 1 DEC 80 0.048 0.033 5 JAN 81 0.048 0.041 6 FEB 81 0.048 0.034 2 MAR 81 0.050 0.036 3 APR 81 0.048 0.037 5 MAY 81 0.052 0.040 2 JUN 81 0.055 0.042 7 JUL 81 0.058 0.046 3 AUG 81 0.059 0.043 1 BEP 81 0.055 0.040 6 OCT 81 0.060 0.039 3 NOV 81 0.058 0.041 2 DEC 81 0.061 0.045 7 JAN 82 0.057 0.050 2 FEB 82 0.059 0.044 i

2 MAR 82 0.057 0.043 7 APR 82 0.058 0.046 4 MAY 82 0.058 0.051 3 JUN 82 0.056 0.047 2 JUL 82 0.058 0.045 3 AUG 82 0.067 0.046 1 SEP 82 0.060 0.049 5 0CT 82 0.058 0.062 8 NOV 82 0.062 0.053 m

g

TABLE 4 SETTLEMENT OF SERVICE WATER LINES NORTH OF EXPANSION JOINTS Maximum Allowable Settlement 0.22 ft. since August 1978 SETTLEMENT - ft.

MAXIMUM PERCENT OF DATE SM-15*

SM-16 SM-17 SM-18**

SETTLEMENT ALLOWABLE 3 AUG 78 0

0 0

0 5 SEP 78 0.003

-0.001 0.002 0.002 SM-15 1.4 2 OCT 78 0.005 0

0.005 0.004 SM-15 2.3 6 NOV 78 0.015 0.009 0.011 0.013 SM-15 6.8 20 NOV~78 0.017 0.014 0.013 0.014 SM-15 7.7 3 JAN 79 0.029 0.026 0.016 0.021 SM-15 13.2 6 FEB 79 0.035 0.032 0.018 0.021 SM-15 15.9 7 MAR 79 0.031 0.034 0.017 0.019 SM-16 15.5 6 APR 79 0.040 0.041 0.029 0.026 SM-16 18.6 25 APR 79 0.043 0.045 0.035 0.028 SM-16 20.5 1 MAY 79 0.041 0.045 0.028 0.027 SM-16 20.5 10 MAY 79 0.042 0.044 0.025 0.029 SM-16 20.0 15 MAY 79 0.043 0.044 0.028 0.027 SM-16 20.0 23 MAY 79 0.042 0.044 0.0.t5 0.029 SM-16 20.0 28 MAY 79 0.043 0.045 0.026 0.031 SM-16 20.5 4 JUN 79 0.040 0.042 0.030 0.026 SM-16 19.1 11 JUN 79 0.040 0.043 0.030 0.026 SM-16 19.5 18 JUN 79 0.040 0.043 0.030 0.026 SM-16 19.5 25 JUN 79 0.039 0.041 0.029 0.025 SM-16 18.6 j

3 JUL 79 0.050 0.049 0.037 0.032 SM-15 22.7 10 JUL 79 0.051 0.051 0.039 0.037 SM-15 23.2 18 JUL 79 0.046 0.047 0.039 0.034 SM-16 21.4 2 AUG 79 0.040 0.040 0.030 0.026 SM-16 18.2 4 SEP 79 0.044 0.044 0.035 0.031 SM-16 20.0 2 OCT 79 0.044 0.044 0.034 0.032 SM-16 20.0 5 NOV 79 0.048 0.043 0.029 0.035 SM-15 21.8 4 DEC 79 0.051 0.057 0.045 0.034 SM-16 25.9 3 JAN 80 0.053 0.050 0.038 0.038 SM-15 24.1 5 FEB 80 0.058 0.059 0.048 0.045 SM-16 26.8 5 MAR 80 0.064 0.063 0.052 0.049 SM-15 29.1 1 APR 80 0.060 0.059 0.050 0.045 SM-15 27.3 1 MAY 80 0.059 0.058 0.049 0.046 SM-15 26.8 3 JUN 80 0.057 0.054 0.043 0.041 SM-15 25.9

  • Easternmost Pipe
    • Westernmost Pipe

TABLE 4 (Cont'd)

SETTLEMENT OF SERVICE HATER LINES NORTH OF EXPANSION JOINTS Maximum Allowable Settlement 0.22 ft. since August 1978 t

SETTLEMENT - ft.

MAXIMUM PERCENT OF DATE-SM-15*

SM-16 SM-17 SM-18**

SETTLEMENT ALLOWABLE 3 JUL 80 0.056 0.054 0.044 0.042 SM-15 25.5 5 AUG 80 0.056 0.052 0.042 0.040 SM-15 25.5 4 SEP 80 0.057 0.056 0.045 0.042 SM-15 25.9 2 OCT 80 0.065 0.063 0.053 0.049 SM-15 29.5 5 NOV 80 0.067 0.065 0.055 0.051 SM-15 30.5 1 DEC 80 0.067 0.062 0.054 0.050 SM-15 30.5 6 JAN 81 0.072 0.069 0.060 0.055 SM-15 32.7 6 FEB 81 0.071 0.069 0.060 0.055 SM-15 32.3 3 MAR 81 0.068 0.067 0.057 0.053 SM-15 30.9 6 APR 81 0.069 0.069 0.058 0.053 SM-15 31.4 5 MAY 81 0.071 0.069 0.059 0.054 SM-15 32.3 2 JUN 81 0.071 0,068 0.059 0.055 SM-15 32.3 6 JUL 81 0.072 0.070 0.060 0.057 SM-15 32.7 4 AUG 81 0.076 0.070 0.060 0.058 SM-15 34.5 2 SEP 81 0.073 0.068 0.058 0.055 SM-15 33.2 6 0CT 81 0.077 0.076 0.064 0.061 SM-15 35.0 3 NOV 81 0.073 0.071 0.059 0.056 SM-15 33.2 4 DEC 81 0.083 0.079 0.069 0.066 SM-15 37.7 7 JAN 82 0.084 0.079 0.069 0.065 SM-15 38.2 4 FEB 82 0.089 0.087 0.073 0.071 SM-15 40.5 l

3 MAR 82 0.087 0.084 0.071 0.069 SM-15 39.5 6 APR 82 0.088 0.085 0.071 0.068 SM-15 40.0 4 MAY 82 0.086 0.083 0.071 0.068 SM-15 39.1 3 JUN 82 0.085 0.082 0.068 0.067 SM-15 38.6 2 JUL 82 0.083 0.080 0.067 0.064 SM-15 37.7 3 AUG 82 0.085 0.077 0.061 0.068 SM-15 38.6 2 SEP 82 0.085 0.080 0.067 0.066 SM-15 38.6 5 0CT 82 0.088 0.086 0.073 0.071 SM-15 40.0 8 NOV 82 0.096 0.094 0.081 0.080 SM-15 43.6

  • Easternmost pipe
    • Westernmost pipe

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TABLE 6 SETTLEMENT OF POINT 5 ON EXPANSION JOINT ENCLOSURE

[

SETTLEMENT - ft_.

DATE NE bRNER SE bRNER SW bRNER NN bRNER

(

5 APR 79 0

0 0

0

(

23 APR 79 0.001

-0.003 0.002 0.002 30 APR 79

-0.002

-0.003

-0.002

-0.004 9 MAY 79

-0.002

-0.003 0.002

-0.001 r

15 MAY 79

-0.004

-0.003 0.000

-0.004 l

22 MAY 79 0.002

-0.003 0.002

-0.001 28 MAY 79

-0.002

-0.001 0.002 0.000 4 JUN 79

-0.005

-0.006

-0.002

-0.005

{

11 JUN 79

-0.002

-0.004

-0.001

-0.002 18 JUN 79

-0.001

-0.004 0.000

-0.002 25 JUN 79

-0.005

-0.005

-0.001

-0.005 2 JUL 79 0.004 0.004 0.006 0.003 10 JUL 79 0.005 0.004 0.006 0.002 18 JUL 79 0.004 0.005 0.006 0.004 2 AUG 79

-0.002

-0.005

-0.001

-0.004 4 SEP 79 0.002 0.001 0.004 0.001 2 OCT 79 0.001 0.000 0.003 0.001 5 NOV 79 0.002 0.002 0.004 0.003 4 DEC 79 0.008 0.008 0.009 0.007 2 JAN 80 0.004 0.003 0.006 0.005 4 FEB 80 0.012 0.011 0.013 0.013 4 MAR 80 0.013 0.013 0.013 0.013 1 APR 80 0.010 0.011 0.014 0.013 2 MAY 80 0.011 0.011 0.015 0.011 2 JUN 80 0.011 0.008 0.009 0.009 2 JUL 80 0.008 0.005 0.008 0.008 4 AUG 80 0.003 0.004 0.006 0.002 4 SEP 80 0.010 0.009 0.013 0.012 2 OCT 80 0.018 0.013 0.019 0.016 5 NOV 80 0.019 0.018 0.022 0.018 1 DEC 80 0.015 0.013 0.016 0.014 5 JAN 81 0.021 0.019 0.022 0.021 5 FEB 81 0.017 0.017 0.018 0.017 2 MAR 81 0.019 0.016 0.019 0.018 I

2 APR 81 0.021 0.020 0.021 0.018 4 MAY 81 0.021 0.019 0.022 0.020 2 JUN 81 0.021 0.020 0.024 0.023 1 JUL 81 0.021 0.021 0.025 0.023 3 AUG 81 0.020 0.015 0.022 0.018 1 SEP 81 0.014 0.011 0.019 0.016 5 OCT 81 0.020 0.018 0.026 0.024 3 NOV 81 0.019 0.016 0.024 0.022 l

2 DEC 81 0.027 0.021 0.028 0.026

i TABLE 6 (cont'd)

(

SETTLEMENT OF POINTS ON EXPANSION JOINT ENCLOSURE SETTLEMENT - ft.

{

DATE NE b ER SE bNER SW b iR NW b ER 6 JAN 82 0.027 0.027 0.031 0.030 l

4 FEB 82 0.030 0.031 0.033 0.033

(

1 MAR 82 0.026 0.027 0.031 0.028 5 APR 82 0.029 0.023 0.030 0.029 3 MAY 82 0.029 0.025 0.033 0.030 2 JUN 82 0.026 0.023 0.031 0.027 l

1 JUL 82 0.021 0.018 0.026 0.025 2 AUG 82 0.025 0.021 0.030 0.028 1 SEP 82 0.025 0.022 0.031 0.028

{

4 OCT 82 0.024 0.021 0.031 0.027 2 NOV 82 0.024 0.022 0.031 0.026 k

1 TABLE 7 DIFFERENTIAL SETTLEMENT BETHEEN SHPH AND SPRAY PIPING HANGERS H-569 AND H-584 Allowable Differential Settlement 0.17 ft. since May 1976 SPRAY PIPING SUPPORT PUMP HOUSE MAXIMUM DIFFERENTIAL HANGER H-569 HANGER H-584 POINT SM-8 (SE)

SETTLEMENT Percent Elev.

Elev.

Elev.

of DATE ft.

ft.

ft.

ft.

ft.

ft.

ft.

Allowable 13 MAY 76 305.93 0'

305.90 0.

327.846 0.

10 APR 79 305.841 0.089 305.814 0.086 327.738 0.108 0.022 12.9 25 APR 79 305.835 0.095 305.809 0.091 327.741 0.105 0.014 8.2 1 MAY 79 305.837 0.093 305.809 0.091 327.742 0.104 0.013 7.6 9 MAY 79 305.838 0.092 305.811 0.089 327.740 0.106 0.017 10.0 15 MAY 79 305.838 0.092 305.816 0.084 327.743 0.103 0.019 11.2 23 MAY 79

.305.841 0.089 305.814 0.086 327.741 0.105 0.019 11.2 28 MAY 79 305.840 0.090 305.813 0.087 327.742 0.104 0.017 10.0 4 JUN 79 305.833 0.097 305.807 0.093 327.742 0.104 0.011 6.5 11 JUN 79 305.839 0.091 305.813 0.087 327.743 0.103 0.016 9.4 22 JUN 79 305.836 0.094 305.809 0.091 327.737 0.109 0.018 10.6 25 JUN 79 305.841 0.089 305.814 0.086 327.740 0.106 0.020 11.8 2 JUL 79 305.836 0.094 305.810 0.090 327.733 0.113 0.023 13.5 9 JUL 79 305.832 0.098 305.806 0.094 327.733 0.113 0.019 11.2 18 JUL 79 305.831 0.099 305.804 0.096 327.729 0.117 0.021 12.4 2 AUG 79 305.840

  • 0.090 305.814 0.086 327.738 0.108 0.022 12.9 4 SEP 79 305.833
0. 09,'

305.806 0.094 327.736 0.110 0.016 9.4 2 OCT 79 305.837 0.093 305.810 0.090 327.736 0.110 0.020 11.8 5 NOV 79 305.838 0.092 305.811 0.089 327.739 0.107 0.018 10.6 1

l 5 DEC 79 305.828 0.102 305.798 0.102 327.732 0.114 0.012 7.1 3 JAN 80 305.839 0.091 305.808 0.092 327.738 0.108 0.017 10.0 5 FEB 80 305.834 0.096 305.806 0.094 327.733 0.113 0.019 11.2 5 MAR 80 305.835 0.095 305.804 0.096 327.733 0.113 0.018 10.6 1 APR 80 305.837 0.093 305.806 0.094 327.733 0.113 0.019 11.2 2 MAY 80 305.834 0.096 305.803 0.097 327.731 0.115 0.019 11.2 2 JUN 80 305.836 0.094 305.806 0.094 327.735 0.111 0.017 10.0 3 JUL 80 305.835 0.095 305.805 0.095 327.730 0.116 0.021 12.4 5 AUG 80 305.845 0.085 305.813 0.087 327.736 0.110 0.025 14.7 4 SEP 80 305.839 0.091 305.809 0.091 327.731 0.115 0.024 14.1 2 OCT 80 305.827 0.103 305.797 0.103 327.723 0.123 0.020 11.8 5 NOV 80 305.830 0.100 305.800 0.100 327.722 0.124 0.024 14.1 1 DEC 80 305.839 0.091 305.810 0.090 327.725 0.121 0.031 18.2 6 JAN 81 305.830 0.100 305.819 0.081 327.724 0.122 0.041 24.1 6 FEB 81 305.837 0.093 305.807 0.093 327.728 0.118 0.025 14.7 3 MAR 81 305.838 0.092 305.807 0.093 327.726 0.120 0.028 16.5 3 APR 81 305.837 0.093 305.806 0.094 327.726 0.120 0.027 15.9

TABLE 7 (cont'd)

DIFFERENTIAL SETTLEMENT BETWEEN SWPH AND SPRAY PIPING HANGERS H-569 AND H-584 SPRAY PIPING SUPPORT PUMP HOUSE MAXIMUM DIFFERENTIAL HANGER H-569 HANGER H-584 POINT SM-8 (SE)

SETTLEMENT Percent Elev.

Elev.

Elev.

of DATE

-ft.

ft.

ft.

ft.

ft.

ft.

ft.

Allowable 5 MAY 81 305.833 0.097 305.802 0.098 327.722

.0.124 0.027 15.9 1 JUN 81 305.331 0.099 305.799 0.101 327.722 0.124 0.025 14.7 6 JUL 81 305.828 0.102 305.797 0.103 327.719 0.127 0.025 14.7 4 AUG 81 305.830 0.100 305.798 0.102 327.722 0.124 0.024 14.1 1 SEP 81 305.834 0,096 305.800 0.100 327.726 0.120 0.024 14.1 6 OCT 81 305.834 0.096 305.802 0.098 327.721 0.125 0.029 17.1 3 NOV 81 305.834 0.096 305.803 0.097 327.722 0.124 0.028 16.5 2 DEC 81 305.830 0.100 305.801 0.099 327.720 0.126 0.027 15.9 7 JAN 82 305.824 0.106 305.795 0.105 327.716 0.130 0.025 14.7 4 FEB 82 305.829 0.101 305.800 0.100 327.717 0.129 0.029 17.1 3 MAR 82 305.830 0.100 305.803 0.097 327.723 0.123 0.026 15.3 6 APR 82 305.830 0.100 305.799 0.101 327.719 0.127 0.027 15.9 4 MAY 82 305.824 0.106 305.796 0.104 327.716 0.130 0.026 15.3 3 JUN 82 305.827 0.103 305.799 0.101 327.716 0.130 0.029 17.1 2 JUL 82 305.830 0.100 305.801 0.099 327.718 0.128 0.029 17.1 3 AUG 82 305.833 0.097 305.804 0.096 327.714 0.132 0.036 21.2 2 SEP 82 305.831 0.099 305.802 0.098 327.713 0.133 0.035 20.6 5 OCT 82 305.829 0.101 305.800 0.100 327.719 0.127 0.027 15.9 3 NOV 82 305.832 0.098 305.803 0.097 327.719 0.127 0.030 17.6 I,

NOTES:

1.

Spray piping supports hangers H-569 and H-584 surveyed simultaneously with service water pump house floor slab beginning in April 1979.

j

{

TABLE S

(

SETTLEHENT OF UNITS 1 AND 2 SPRAY PIPING SUPPORTS

(

^

Settlement Since 13 May 76 - ft.

10 AUG 6 OCT 10 NOV 28 FEB 12 JUL 14 DEC 25 APR 20 NOV 23 MAY

{

HANGER NO.

76 76 76 77 77 77 78 78 79 H 350 0

0.04 0.00 0.04 0.05 0.04 0.03 0.03 H 353 0.01 0.05 0.07 0.04 0.03 0.04 0.03 0.04

(

H 356 0

0.04 0.03 0.01 0.02 0.02 0.02 0.01 0.10*

H 359 0.01 0.05 0.06 0.05' O.03 0.05 0.05 0.05 H 370 0.01 0.06 0.04 0.05 0.04 0.05 0.04 0.04 0.05

{

H 373 0

0.08 0.06 0.03 0.02 0.03 0.02 0.02 0.03 H 375 0

0.06 0.06 0.05 0.05 0.05 0.05 0.06 0.06 H 379 0.01 0.05 '.

0.05 0.04 0.04 0.04 0.05 0.04 0.04

(-

H 391 0

0.04 0.06 0.02 0.01 0.03 0.01 0.02 H 397 0.01 0.05 0.04 0.02 0.02 0.02 0.02 0.03 0.02 H 399 0.01 0.04 0.08 0.03 0.02 0.04 0.03 0.05 0.06 H 403 0

0.04 0.06 0.04 0.03 0.04 0.03 0.03 0.05 H 407 0

0.03 0.03 0.01 0.01 0.01 0.01 0.01 0.01 H 410 0.01 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.03 H 414 0

0.05 0.06 0.04 0.05 0.05 0.05 0.05 0.05 H 431 0

0.04 0.03 0

0.02 0.02 0.02 0.02 0.03 H 434 0

0.04 0.03

-0.01 0

0

-0.01 0

0.01 H 437 0.01 0.05 0.03

-0.02 0

0

-0.02

-0.02 0

H 439 0.01 0.04 0.04 0.05 0.01 0.01 0.02 0.01 0.02 H 442 0.01 0.03 0.03 0

0 0

0

-0.01 0

H 446 0

0.04 0.04 0.02 0.02 0.02 0.02 0.01 0.02 H 447 0.01 0.04 0.06 0.03 0.02 0.03 0.02 0.03 0.02 H 449 0

0.04 0.06 0.03 0.01 0.03 0.02 0.02 0.03 H 466 0.02 0.04 0.03 0

0.03 0.04 0.03 0.04 0.05 H 470 0.02 0.05 0.04 0.02 0.04 0.04 0.03 0.04 0.05 H 473 0.01 0.05 0.04 0

0 0.01 0

0 0.01 g

H 477 0.02 0.04 0.03

-0.01 0.01 0.01

-0.01

-0.01

-0.03 H 490 0.02 0.06 0.06 0.03 0.05 0.05 0.05 0.05 0.06 H 494 0.02 0.05 0.04 0.01 0.03 0.02 0.02 0.02 0.03 H 497 0.02 0.05 0.04

-0.01 0

0

-0.01 0

0 H 501 0.01 0.04 0.02

-0.02 0

-0.01

-0.02

-0.02

-0.01

  • Settlement rods obscured because of maintenance activity.

Hanger H 391 was removed at this time. The maintehance activity apparently disturbed Hanger H 356.

l l

i-

TABLE 8 (cont'd)

SETTLEMENT OF UNITS 1 AND 2 SPRAY PIPING SUPPORTS Settlement Since 13 May 76 - ft.

5 NOV 2 MAY 6 NOV 6 MAY 5 NOV 6 MAY 8 NOV HANGER NO.

76

. _. 80 80 81 81 82 82 H 350 0.06 0.07 0.06 H 353 0.05 0.06 0.06 H 356 0.10*

0.10*

0.10*

0.09 0.05 0.06 0.06 l

H 359 0.10 0.08 0.08 H 370 0.05 0.05 0.05 0.05 0.05 0.05 0.05 H 373 0.03 0.04 0.04 0.03 0.04 0.05 0.05 H 375 0.07 0.08 0.07 0.07 0.09 0.07 0.07 H 379 0.05 0.05 0.05 0.05 0.07 0.06 0.06 H 391 H 397 0.03

'0.04 0.04 0.03 0.03 0.04 0.03 H 399 0.06 0.06 0.07 0.08 0.09 0.09 H 403 0.04 0.04 0.04 0.05 0.06 0.04 H 407 0.01 0.02 0.01 0.01 0.01 0.01 H 410 0.04 0.05 0.04 0.04 0.05 0.04 H 414 0.05 0.06 0.06 0.06 0.06 0.07 0.06 H 431 0.04 0.04 0.04 0.04 0.04 0.04 H 434 0.01 0.01 0.01 0.01 0.01 0.02 H 437 0

0 0

0 0

0 H 439 0.02 0.03 0.03 0.02 0.02 0.03 0.02 H 442 0

0 0

0 0

0 H 446 0.02 0.03 0.02 0.02 0.01 0.02 H 447 0.03 0.03 0.03 0.02 0.03 0.02 H 449 0.03 0.03 0.02 0.03 0.03 0.03 H 466 0.06 0.06 0.06 0.07 0.07 0.07 H 470 0.05 0.05 0.05 0.05 0.05 0.05 0.06 H 473 0.01 0.01 0.02 0.01 0.02 0.02 0.02 H 477 0

0 0

0 0.01 0

0 H 490 0.06 0.06 0.07 0.07 0.07 H 494 0.03 0.03 0.07 0.07 0.07 0.07 H 497 0

0 0

0 0

0 0.01

[

H 501

-0.01

-0.01

-0.01 0

-0.01

-0.01 I

\\

1

  • Settlement rods obscured because of maintenance activity. Angle iron rods to which the scales are attached were bent and ultimately straightened out prior to November 1981 survey.
    • Settlement scales obscured; later cleaned by maintenance forces.

{

TABLE 8 (cont'd)

SETTLEMENT OF UNITS 1 AND 2 SPRAY PIPING SUPPORTS Settlement Since 13 May 76 - ft.

i I

10 AUG 6 0CT 10 NOV 28 FEB 12 JUL 14 DEC 25 APR 20 NOV 23 MAY HANGER NO.

76 76 76 77 77 77 78 78 79 H 505 0.02 0.06 0.04 0.01 0.03 0.03 0.01 0.03 0.04 H 523 0.02 0.04 0.04 0.01 0.02 0.01 0.02 0.01 0.01 H 527 0.01 0.03 0.03 0

0

-0.01 0

-0.01 0

H 529 0.01 0.06 0.07 0.02 0.02 0.02 0.03 0.02 0.02 H 534 0.01 0.05 0.05 0.04 0.04 0.03 0.05 0.04 0.04 H 547 0.02 0.05 0.03 0.02 0.02 0.02 0.02 Q.02 0.02 H 551 0.02 0.04 0.03 0.01 0.01 0.01 0.01 0

0.01 H 553 0.02 0.05 0.04 0.01 0

0.01 0.01 0

0.01 H 558 0.02 0. 0 5 '.

0.06 0.04 0.04 0.04 0.05 0.04 0.04 H 559 0.01 0.05 0.05 0.03 0.05 0.03 0.03 0.02 0.03 H 567 0.01 0.03 0.03

-0.01

-0.01

-0.01 0

-0.01

-0.01 H 569 0.01 0.06 0.08 0.06 0.06 0.08 0.07 0.08 0.09 H 570 0

0.08 0.07 0.04 0.04 0.05 0.05 0.05 0.06 H 573 0

0.04 0.07 0.04 0.03 0.04 0.04 0.10 0.08 H 576 0

0.04 0.02 0.03 0.03 0.04 0.03 0.05 0.05 H 580 0

0.06 0.04 0.03 0.03 0.04 0.03 0.03 0.04 H 584 0

0.05 0.07 0.06 0.05 0.08 0.07 0.08 0.09 H 587 0

0.05 0.05

-0.01 0.01 0.02 0

0.01 0.03 H 591 0.01 0.05 0.04 0.01 0.02 0.02 0

0.01 0.02 H 594 0

0.03 0.02

-0.02

-0.01

-0.01

-0.04

-0.01

-0.01 H 599 0

0.02

-0.01 0.01 0.01 0

0.01 0.02 H 604 0.02 0.06 0.05 0.03 0.04 0.04 0.03 0.04 0.05 H 607 0.02 0.03 0.01

-0.03

-0.01

-0.02

-0.03

-0.03

-0.01 H 610 0.02 0.05 0.04 0

0.02 0.01

-0.01 0

0.01 H 615 0.02 0.04 0.04 0.01 0.01 0.01 0.01 0

0 H 617 0.01 0.04 0.04 0.02 0.02 0.01 0.02 0.01 0.01 H 620 0

0.02 0.02 0

0 0.04 0

-0.01

-0.01 H 623 0

0.06 0.04

-0.03 0

0

-0.01 0

0.06 H 628 0.02 0.08 0.05 0.08 0.09 0.09 0.02 0.05 H 631 0.02 0.06 0.06 0.03 0.06 0.07 0.06 0.09 0.11 H 634 0.02 0.06 0.05 0.03 0.05 0.05 0.04 0.05 0.06

  • No reading taken.

Settlement rod obscured.

)

TABLE 8 (cont'd)

SETTLEMENT OF UNITS 1 AND 2 SPRAY PIPING SUPPORTS Settlement Since 13 May 76 - ft.

5 NOV 2 MAY 6 NOV 6 MAY 5 NOV 6 MAY 8 NOV HANGER NO.

79 80 80 81 81 82 82 H 505 0.04 0.03 0.04 0.04 0.04 0.03 0.04 H 523 0.02 0.04 0.02 0.04 0.03 0.04 0.03 H 527 0

0.01 0.01 0.01 0.01 0.01 0.01 H 529 0.02 0.03 0.03 0.08 0.06 0.08 0.07 H 534 0.04 0.05 0.03 0.03 0.03 0.02 H 547 0.02 0.03 0.03 0.03 0

0.03 0.04 H 551 0.01 0.01 0.02 0.07 0.06 0.06 0.06 H 553 0.01

'O.02 0.01 0.07 0.06 0.06 0.06 H 558 0.05 0.06 0.09 0.06 0.06 0.06 H 559 0.03 0.02 0.04 0.03 0.03 0.03 0.03 H 567

-0.01 0.07 0

0

-0.01 0

0 H 569 0.09 0.10 0.10 0.10 0.10 0.10 0.10 H 570 0.06 0.07 0.07 0.07 0.14 0.08 0.08 H 573 0.09 0.07 0.07 0.07 0.08 0.06 0.06 H 576 0.05 0.06 0.05 0.04 0.06 0.05 0.04 H 580 0.05 0.05 0.05 0.05 0.03 0.04 0.03 H 584 0.09 0.10 0.10 0.10 0.10

-0.01 0.10 H 587 0.03 0.03 0.03 0.04 0.04 0.04 H 591 0.02 0.02 0.02 0.02 0.02 0.02 0.02 H 594

-0.01

-0.01 0

-0.01

-0.01

-0.01

-0.01 H 599 0.01 0.03 0.03 0.03 0.03 0.03 0.03 H 604 0.05 0.05 0.06 0.05 0.06 0.06 0.06 H 607

-0.01

-0.01

-0.01

-0.02 0

0 0.01 H 610 0.01 0.01 0.01 0

0.01 0.01 0.01 H 615 0.01 0.02 0.02 0.01 0.01 0.01 0.01 H 617 0.02 0.03 0.02 0.02 0.01 0

0.02 H 620 0

0.01 0

0.01 0

0.01 0

H 623 0.07 0.14 0.14 0.13 0.06 0.03 0.03 H 628 0.05 0.11 0.17 0.12 0.03 0.03 H 631 0.11 0.09 0.09 0.09 0.10 0.10 0.11 H 634 0.06 0.07 0.07 0.07 0.07 0.07 0.08

    • Settlement scales obscured; later cleaned by maintenance forces.

TABLE 8 (cont'd)

SETTLEMENT OF UNITS 3 AND 4 SPRAY PIPING SUPPORTS Settlement Since 13 May 76 - ft.

10 AUG 6 OCT 10 NOV 28 FEB 12 JUL 14 DEC 25 APR 20 NOV 23 MAY HANGER NO.

76 76 76 77 77 77 78 78 79 PSR 13 0.01 0.13 0.11 0.08

-0.07 0.08 0.07 0.07 0.09 PSR 17 0.01 0.15 0.16 0.11 0.11 0.12 0.10 0.11 0.13 PSR 20 0.01 0.13 0.10 0.12 0.11 0.12 0.10 0.11 0.13 PSR 24 0.02 0.14 0.11 0.12 0.10 0.12 0.10 0.11 0.13 PSR 37 0

0.11 0.09 0.09 0.08 0.09 0.09 0.08 0.10 PSR 41 0.01 0.13 0.10 0.12 0.11 0.11 0.10 0.11 0.13 PSR 44 0.01 0.12 0.09 0.10 0.08 0.10 0.08 0.09 0.11 PSR 48 0.02 0.15 0.12 0.12 0.10 0.12 0.10 0.11 0.13 PSR 70 0

0.11' O.09 0.07 0.06 0.07 0.06 0.06 0.07 PSR 74 0.01 0.12 0.10 0.09 0.07 0.09 0.07 0.08 0.10 PSR 77 0.01 0.11 0.09 0.09 0.08 0.10 0.08 0.09 0.10 PSR 81 0

0.12 0.09 0.09 0.08 0.10 0.07 0.08 0.10 PSR 94 0

0.10 0.07 0.06 0.05 0.06 0.05 0.05 0.06 PSR 98 0.01 0.09 0.07 0.10 0.09 0.10 0.09 0.10 0.11 PSR 101 0.01 0.12 0.09 0.10 0.08 0.11 0.08 0.09 0.10 PSR 105 0

0.10 0.07 0.07 0.06 0.08 0.05 0.07 0.08 PSR 115 0

0.06 0.03 0.02 0

0.01 0

0.01 0.01 PSR 117 0

0.09 0.06 0.04 0.03 0.04 0.03 0.04 0.04 PSR 120 0

0.10 0.07 0.06 0.05 0.06 0.05 0.05 0.06 PSR 123 0

0.10 0.08 0.07 0.06 0.07 0.06 0.06 0.07 PSR 127 0.01 0.11 0.09 0.09 0.08 0.09 0.08 0.08 0.09 PSR 130 0.02 0.12 0.10 0.08 0.07 0.08 0.07 0.07 0.09 PSR 131 0

0.09 0.05 0.03 0.01 0.03 0.01 0.02 0.03 PSR 133 0

0.09 0.06 0.04 0.03 0.04 0.02 0.03 0.04 PSR 136 0

0.09 0.07 0.05 0.02 0.05 0.03 0.04 0.05 PSR 139*

0 0.10 0.08

-0.01

-0.02

-0.01

-0.02

-0.02

-0.01 PSR 142 0.01 0.12 0.09 0.09 0.08 0.09 0.08 0.09 0.10 PSR 145 0

0.11 0.09 0.09 0.09 0.09 0.08 0.08 0.09 PSR 149 0.01 0.15 0.13 0.12 0.12 0.13 0.11 0.12 0.14 PSR 152 0.01 0.15 0.13 0.13 0.12 0.14 0.12 0.12 0.15

  • Settlement of PSR 139 starting on 28 FEB 77 believed to be surveyor's error.

This hanger is on the same footing as PSR 123 so settlement should be compatible.

l TABLE 8 (cont'd) l SETTLEMENT OF UNITS 3 AND 4 SPRAY PIPING SUPPORTS Settlement Since 13 May 76 - ft.

f 5 NOV 2 MAY 6 NOV 6 MAY 5 NOV 6 MAY 8 NOV HANGER NO.

79 80 80 81 81 82 82 PSR 13 0.08 0.08 0.09 0.09 0.09 0.09 0.09 PSR 17 0.12 0.12 0.13 0.13 0.14 0.13 0.13 PSR 20 0.12 0.13 0.13 0.13 0.14 0.13 0.14 PSR 24 0.12 0.13 0.13 0.13 0.14 0.13 0.14 PSR 37 0.09 0.09 0.10 0.10 0.10 0.10 0.10 l

PSR 41 0.12 0.12

. 0.13 0.13 0.13 0.13 0.13 PSR 44 0.10 0.10 0.10 0.10 0.11 0.10 0.11 PSR 48 0.12

'0.13 0.13 0.13 0.14 0.13 0.14 PSR 70 0.07

'0.07 0.07 0.07 0.08 0.07 0.07 PSR 74 0.09 0.09 0.09 0.10 0.10 0.10 0.10 l

PSR 77 0.10 0.10 0.10 0.10 0.11 0.10 0.11 PSR 81 0.09 0.10 0.10 0.10 0.11 0.10 0.11 PSR 94 0.06 0.06 0.06 0.06 0.06 0.06 0.06 PSR 98 0.10 0.11 0.11 0.11 0.12 0.11 0.12 PSR 101 0.10 0.11 0.10 0.10 0.11 0.11 0.11 PSR 105 0.07 0.08 0.08 0.08 0.09 0.08 0.09 PSR 115 0.01 0.02 0.01 0.01 0.01 0.01 0.02 PSR 117 0.04 0.05 0.05 0.04 0.05 0.04 0.05 PSR 120 0.06 0.06 0.06 0.06 0.07 0.06 0.07 PSR 123 0.07 0.07 0.07 0.07 0.08 0.07 0.08 PSR 127 0.09 0.09 0.09 0.09 0.09 0.09 0.09 PSR 130 0.08 0.09 0.09 0.09 0.10 0.09 0.09 PSR 131 0.02 0.03 0.03 0.02 0.03 0.03 0.03 PSR 133 0.03 0.04 0.04 0.04 0.04 0.04 0.04 PSR 136 0.04 0.05 0.05 0.05 0.05 0.05 0.05 PSR 139*

-0.01

-0.01

-0.01

-0.01 0

0.01 0

PSR 142 0.09 0.10 0.10 0.10 0.10 0.10 0.10 PSR 145 0.09 0.09 0.09 0.09 0.09 0.09 0.09 PSR 149 0.13 0.13 0.13 0.13 0.14 0.14 0.14 PSR 152 0.14 0.15 0.15 0.15 0.16 0.15 0.15

  • Settlement of PSR 139 starting on 28 FEB 77 believed to be surveyor's error.

This hanger is on the same footing as PSR 123 so settlement should be compatible.

\\

TABLE 9 SETTLEMENT OF ALIGNMENT-SETTLEMENT MARKERS ON DIKE CREST

?

Settlement Since l'3 Nov 75 - ft.

DATE ASM-1 ASM-2 ASM-3 ASM-4 ASM-5 ASM-6 13 NOV 75 0

0 0

0 0

0

[

1 DEC 75 0.003 0.006 0.003 0.006

-0.004

-0.004 17 DEC 75

-0.007

-0.003

-0.003

-0.007 0

0.003 13 MAY 76 0

0.001

-0.001

-0.005 0.005 0.002

(

11 AUG 76 0.002 0.001 0

-0.007 0.014 0.00/

23 AUG 76

-0.002

-0.001

-0.006

-0.009 0.017 0.007 1 OCT 76 0.003 0.004

-0.001

-0.008 0.023 0.013

(-

7 OCT 76 0.011 O.006 0

-0.014 0.029 0.019 10 NOV 76 0.020 0.021 0.012

-0.003 0.040 0.019 6 DEC 76 0.013 0.006

-0.002

-0.022 0.036 0.019 3 MAR 77 0.030 0.029 0.018 0.001 0.073 0.034

{

11 JUL 77 0.026 0.026 0.009

-0.011 0.079 0.043 12 DEC 77 0.046 0.046 0.021

-0.001 0.118 0.048 15 MAR 78 0.052 0.052 0.031 0.005 0.138 0.058 30 MAR 78 0.050 0.050 0.028 0.005 0.137 0.053 25 APR 78 0.055 0.053 0.022

-0.005 0.126 0.045 10 MAY 78 0.049 0.048 0.022

-0.003 0.133 0.051 1 JUN 78 0.030 0.031 0.010

-0.013 0.133 0.054 30 JUN 78 0.048 0.045 0.023 0

0.133 0.055 3 AUG 78 0.051 0.047 0.025 0.002 0.132 0.049 5 SEP 78 0.049 0.047 0.023

-0.001 0.133 0.049 2 OCT 78 0.053 0.050 0.022 0

0.137 0.055 6 NOV 78 0.054 0.049 0.025

-0.001 0.140 0.053 20 NOV 78 0 051 0.048 0.024

-0.001 0.138 0.052 3 JAN 79 0.053 0.052 0.030 0.002 0.143 0.053 6 FEB 79 0.052 0.049 0.026 0.003 0.143 0.051 7 MAR 79 0.053 0.047 0.024

-0.003 0.147 0.051 1

5 APR 79 0.061 0.057 0.035 0.008 0.156 0.0'1 I

23 APR 79 0.057 0.056 0.034 0.008 0.155 0.062 I

30 APR 79 0.060 0.058 0.033 0.005 0.151 0.058 9 MAY 79 0.051 0.057 0.027 0.007 0.155 0.061 15 MAY 79 0.053 0.053 0.029 0

0.152 0.056 22 MAY 79 0.061 0.057 0.033 0.007 0.154 0.056 28 MAY 79 0.057 0.053 0.030 0.003 0.155 0.058

TABLE 9 (cont'd)

SETTLEMENT OF ALIGNMENT-SETTLEMENT MARKERS ON DIKE CREST

/

Settlement Since 13 Nov 75 - ft.

DATE ASM-1 ASM-2 ASM-3 ASM-4 ASM-5 ASM-6 4 JUN 79 0.058 0.054 0.033 0.003 0.153 0.057 i

[

11 JUN 79 0.058 0.056 0.031 0.005 0.058 18 JUN 79 0.055 0.055 0.032 0.005 0.152 0.059 25 JUN 79 0.060 0.055 0.029 0.002 0.152 0.058 r

2 JUL 79 0.067 0.062 0.035 0.010 0.159 0.06i L

10 JUL 79 0.067 0.065 0.041 0.012 0.157 0.057 18 JUL 79 0.062 0.062 0.040 0.013 0.160 0.062 2 AUG 79 0.059 0.057 0.033 0.00" 0.151 0.054

(

4 SEP 79 0.066 0.063 0.037 0.009 0.157 0.062 2 OCT 79 0.057 0.058 0.032 0.004 0.157 0.059 5 NOV 79 0.058 0.058 0.031 0.006 0.157 0.057 j

4 DEC 79 0.067 0.067 0.042 0.011 0.161 0.063 l

2 JAN 80 0.060 0.057 0.032 0.002 0.160 0.060 4 FEB 80 0.067 0.062 0.037 0.006 0.164 0.062 j

4 MAR 80 0.064 0.062 0.037 0.006 0.166 0.063 l

2 APR 80 0.059 0.058 0.033 0.003 0.167 0.061 2 MAY 80 0.066 0.064 0.039 0.008 0.168 0.063 2 JUN 80 0.060 0.061 0.035 0.008 0.163 0.063 2 JUL 80 0.059 0.058 0.033 0.006 0.164 0.058 4 AUG 80 0.057 0.055 0.030 0

0.160 0.059 4 SEP 80 0.064 0.063 0.034 0.005 0.165 0.059 2 OCT 80 0.070 0.070 0.045 0.014 0.170 0.064 5 NOV 80 0.073 0.072 0.045 0.014 0.171 0.062 1 DEC 80 0.065 0.064 0.037 0.006 0.170 0.063 5 JAN 81 0.071 0.068 0.041 0.013 0.175 0.063 5 FEB 81 0.073 0.069 0.035 0.006 0.171 0.062 2 MAR 81 0.071 0.068 0.040 0.006 0.172 0.068 2 APR 81 0.074 0.069 0.039 0.008 0.174 0.064 4 MAY 81 0.075 0.074 0.045 0.009 0.175 0.064 2 JUN 81 0.075 0.072 0.043 0.012 0.179 0.068 1 JUL 81 0.074 0.073 0.044 0.011 0.179 0.067 3 AUG 81 0.076 0.072 0.042 0.010 0.175 0.065 1 SEP 81 0.072 0.070 0.042 0.004 0.173 0.065 5 0CT 91 0.077 0.073 0.043 0.007 0.180 0.069 I

  • No reading taken.

Point blocked by crane.

l

TABLE 9 (Cont'd) l SETTLEMENT OF ALIGNMENT-SETTLEMENT MARKERS ON DIKE CREST

(

Settlement Since 13 Nov 75 - ft.

DATE ASM-1 ASM-2 ASM-3 ASM-4 ASM-5 ASM-6

{

4 NOV 81 0.076 0.070 0.041 0.006 0.176 0.067 2 DEC 81 0.074 0.073 0.045 0.012 0.181 0.067

(

6 JAN 82 0.074 0.074 0.047 0.011 0.182 0.067 4 FEB 82 0.082 0.074 0.046 0.010 0.188 0.065 1 MAR 82 0.074 0.071 0.037 0.007 0.182 0.065

(

5 APR 82 0.075 0.074 0.045 0.008 0.183 0.065 3 MAY 82 0.078 0.077 0.048 0.013 0.186 0.065 2 JUN 82 0.078 0.075 0.045 0.009 0.183 0.065 1 JUL 82 0.07'4 0.070 0.040 0.004 0.181 0.064 l

2 AUG 82 0.068 0.066 0.041 0.006 0.187 0.070 1 SEP 82 0.070 0.066 0.038 0.005 0.185 0.064 4 OCT 82 0.077 0.071 0.040 0.006 0.181 0.063 r

l 2 NOV 82 0.072 0.072 0.041 0.006 0.186 0.066 i

1 l

TABLE 10

{

HORIZONTAL H0VEMENT OF DIKE CREST Change In North and East Coordinates of Alignment Settlement Markers ASM - 1 ASM - 2 ASM - 3 North Coord.

East Coord North Coord.

East Coord North Coord.

East Coord.

Date Chanae, ft.

Chance ft. Chanae, ft.

Chanae, ft.

Change, ft.

Chanae, ft.

13 NOV 75 0

0 0

0 0

0 1 DEC 75

-0.007 0.007

-0.005 0.011

-0.003 0.011 17 DEC 75 0.005

-0.009 0.005

-0.005

-0.003

-0.011 11 AUG 76

-0.005

-0.011 0.076

-0.002 0

0.001 7 OCT 76 0.007

-0.033 0.006

-0.036

-0.014

-0.038 6 DEC 76

-0.002

-0.012

-0.002

-0.025

-0.024

-0.015 3 MAR 77 0.011

-0.034 0.013

-0.051

-0.011

-0.044 11 JUL 77 0.011

-0.020 0.004

-0.032

-0.019

-0.022 12 DEC 77,

-0.018

-0.019

-0.011

-0.045

-0.049

-0.006 25 APR 78

-0.044 0.005

-0.058 0.008

-0.047 0.030 3 JAN 79

~0.001

-0.030

-0.001

-0.039

-0.022

-0.034 4 JUN 79

-0.011

-0.011

-0.015

-0.012

-0.028

-0.007 5 NOV 79

-0.011

-0.010

-0.009

-0.017

-0.033

-0.007 2 JUN 80

-0.014

-0.007

-0.010

-0.013

-0.016

-0.001 5 JAN 81

-0.020

-0.011

-0.017

-0.025

-0.033

-0.018 4 MAY 81

-0.016

-0.017

-0.023

-0.023

-0.042

-0.015 4 NOV 81

-0.021

-0.047

-0.022

-0.046

-0.042

-0.046 3 MAY 82

-0.024

+0.017

-0.029

-0.020

-0.047

+0.028 2 NOV 82

-0.032

-0.096

-0.041

-0.080

-0.061

-0.095 l

l

t TABLE 10 (cont'd)

HORIZONTAL HOVEMENT OF DIKE CREST Change In North and East Coordinates of Alignment Settlement Markers ASM - 4 ASM - 5 ASM - 6 North Coord.

East Coord North Coord.

East Coord North Coord.

East Coord.

Date Change, ft.

Chance ft. Chance, ft.

Change, ft.

Chance, ft.

Chance, ft.

13 NOV 75 0

0 0

0 0

0 1 DEC 75 0.001 0.008 0

0.005 0

0.006 17 DEC 75

-0.001

-0.005 0.003

-0.011 0.001

-0.005 11 AUG 76 0.005 0

-0.003

-0.032

-0.008

-0.005 7 OCT 76

-0.011

-0.032

-0.026

-0.017

-0.026

-0.003 6 DEC 76 0

-0.009

-0.016

-0.036

-0.021 0.005 3 MAR 77

-0.004 11 JUL 77 0.021

' -0.038

-0.016

-0.133

-0.026 0

1

-0.022

-0.035

-0.106

-0.033 0.010 12 DEC 77

-0.023

-0.011

-0.065

-0.071

-0.054 0.011 25 APR 78

-0.031 0.027

-0.063

-0.082

-0.035 0.018 3 JAN 79

-0.012

-0.029

-0.067

-0.122

-0.037 0.003 4 JUN 79

-0.015

-0.004

-0.064

-0.036

-0.042 0.020 5 NOV 79

-0.018

-0.005

-0.071

-0.053

-0.038 0.021 2 JUN 80

-0.003

-0.006

-0.066

-0.083

-0.040 0.018 5 JAN 81

-0.018

-0.010

-0.081

-0.073

-0.045 0.014 4 MAY 81

-0.026

-0.050

-0.093

-0.103

-0.046 0.017 4 NOV 81

-0.028

-0.038

-0.100

-0.100

-0.058 0.009 3 MAY 82

-0.009

+0.023

-0.083

-0.060

-0.038 0.044 2 NOV 82

-0.055

-0.083

-0.131

-0.129

-0.086

-0.037 l

l

TABLE 11 PIEZ0 METER READINGS P-10, P-15, P-16, P-17, P-18 SERVICE WATER RESERVOIR Piezometric Elevations, ft.

DATE P-10 P-15 P-16 P-17 P-18 28 NOV 77 269.9 264.7 272.9 272.7 287.0 i

28 DEC 77 269.1 271.8 272.7 288.9 31 JAN 78 269.2 272.7 273.0 288.8 j

28 FEB 78 272.3 273.9 275.3 28 MAR 78 272.1 268.2 274.9 276.0 265.9 25 APR 78 272.4 268.6 275.5 276.2 289.2 30 MAY 78 273.5 268.8 275.8 276.4 289.7 27 JUN 78 273.9 269.0 275.9 276.1 289.9 25 JUL 78 273'.8 268.8 275.9 276.5 290.1 29 AUG 78 273.7 269.0 276.0 276.8 290.2 26 SEP 78 273.9 268.9 276.1 276.8 288.2 31 OCT 78 272.6 269.0 274.9 275.8 290.0 l

28 NOV 78 271.7 268.6 274.5 275.4 289.2 27 DEC 78 271.0 267.8 273.2 275.1 288.4 31 JAN 79 271.0 263.0 273.2 275.1 283.4 27 FEB 79 271.1 268.0 273.4 275.0 288.5 27 MAR 79 270.6 267.4 274.1 274.7 287.9 24 APR 79 270.3 266.4 274.0 274.6 287.8 30 MAY 79 270.3 267.5 274.5 275.0 287.7 27 JUN 79 270.3 268.0 275.1 276.2 288.8 31 JUL 79 270.5 268.2 274.8 276.2 289.2 28 AUG 79 270.6 268.2 275.1 2/6.2 289.7 25 SEP 79 271.8 267.8 275.3 276.6 289.9 23 OCT 79

.272.1 268.3 275.7 276.9 290.3 20 NOV 79 271.9 268.1 275.3 276.4 289.7 19 DEC 79 271.8 268.4 275.2 276.4 290.4 16 JAN 80 271.9 268.3 274.9 276.5 289.7 20 FEB 80 271.9 267.5 275.3 276.8 289.1 19 MAR 80 272.4 268.1 275.9 276.9 290.4 16 APR 80 271.9 267.5 274.6 276.0 288.8 14 MAY 80 272.0 267.8 275.5 276.8 289.7 12 JUN 80 271.8 267.7 275.5 276.8 290.5 15 JUL 80 272.6 268.8 275.9 277.1 290.7 13 AUG 80 272.8 268.8 275.5 276.5 290.6 10 SEP 80 272.6 268.8 275.5 276.6 290.6 8 OCT 80 272.6 269.1 275.2 275.3 290.4 5 NOV 80 272.6 268.7 274.7 275.4 290.1 3 DEC 80 272.4 268.2 274.8 276.2 288 6 31 DEC 80 272.1 268.4 274.8 276.1 288.9

  • Piezometer reading below tip elevation of 253.8 ft.
    • Piezometer reading below tip elevation of 255.6 ft.

TABLE 11 (Cont'd)

PIEZONETER READINGS P-10 P-15, P-16, P-17, P-18 SERVICE NATER RESERVOIR Piezometric Elevations. ft.

DATE P-10

-P-15 P-16 P-17 P-18,

28 JAN 81 270.9 267.8 273.7 275.1 287.1 25 FEB 81 272.6 268.2 274.8 276.3 289.0 25 MAR 81 271.8 268.1 274.7 275.7 288.7 23 APR 81 271.7 268.2 274.6 275.7 289.2 20 MAY 81 272.7 268.0 274.3 276.2 288.8 17 JUN 81 272.6 267.0 275.0 276.0 289.0 15 JUL 81 273.9 267.6 274.9 276.6 290.4 13 AUG 81 273.9 268.3 275.2 276.6 288.8 9 SEP 81 274.1 268.3 275.2 276.6 289.0 8 OCT 81 273.8 267.3 275.3 276.3 288.4 4 NOV 81 274.0 268.1 275.4 276.6 288.7 2 DEC 81 274.0 268.0 274.9 276.4 288.7 29 DEC 81 273.9 267.6 275.2 276.4 287.4 27 JAN 82 273.7 268.0 275.1 276.0 287.2 24 FEB 82 273.7 267.5 274.8 277.0 287.3 24 MAR 82 274.3 267.7 275.8 277.2 287.9 21 APR 82 274.1 268.2 275.5 277.2 288.0 19 MAY 82 274.0 267.7 275.9 277.1 288.1 16 JUN 82 274.2 268.0 275.9 277.3 288.1 14 JUL 82 274.2 268.1 276.1 277.2 287.7 11 AUG 82 274.4 267.9 275.7 277.2 287.9 8 SEP 82 268.1 275.7 277.3 287.9 6 0CT 82 268.4 275.7 277.2 287.7 3 NOV 82 274.2 267.8 275.6 277.4 287.9 l

l

  • Tip of piezometer defective.

l

l TABLE 12 PIEZ0 METER READINGS P-11, P-12, P-13, P-14 SNPH Piezometric Elevations, ft.

DATE P-11 P-12 P-13 P-14 28 NOV 77 (a)

(b) 274.3 269.2 6 DEC 77 275.2 269.1 14 DEC 77 274.8 270.1 20 DEC 77 274.5 269.3 28 DEC 77 274.9 270.1 3 JAN 78 274.0 270.2 10 JAN 78 273.5 269.4 17 JAN 78 275.2 269.3 24 JAN 78 275.0 271.1 31 JAN 78 275.1 268.5 7 FEB 78 273.3 269.1 14 FEB 78 275.1 269.7 21 FEB 78 275.4 270.9 28 FEB 78 271.8 275.3 271.1 8 MAR 78 272.0 275.0 270.0 14 MAR 78 271.0 275.2 271.0 21 MAR 78 272.5 275.1 271.0 28 MAR 78 272.2 275.0 271.3 4 APR 78 272.8 275.3 271.6 11 APR 78 272.6 275.5 271.6 18 APR 78 272.7 275.3 271.6 l

25 APR 78 273.0 275.3 271.6 2 MAY 78 273.0 275.3 271.5 9 MAY 78 273.5 275.6 271.9 4

16 MAY 78 273.5 275.4 271.7 23 MAY 78 273.4 275.4 271.8 30 MAY 78 273.4 275.4 271.6 6 JUN 78 273.2 275.3 271.8 13 JUN 78 272.9 275.2 271.8 20 JUN 78 273.0 275.5 271.8 27 JUN 78 273.6 275.4 271.7 5 JUL 78 273.0 275.6 271.7 11 JUL 78 272.8 275.0 271.5 l

18 JUL 78 273.3 275.4 271.3 25 JUL 78 272.6 275.4 270.8 1

1 AUG 78 273.1 275.1 270.9 8 AUG 78 274.0 275.1 271.2 (a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

(b) Piezometer reading below tip elevation of 268.2 ft. until 28 FEB 78.

TABLE 12 (cont'd) l l

PIEZ0 METER READINGS P-11, P-12, P-13, P-14 i

SWPH l

l Piezometric Elevations, ft.

DATE P-11

'P-12 P-13 P-14 10 AUG 78 (a) 273.9 275.4 271.1 15 AUG 78 272.9 275.7 271.6 22 AUG 78 273.1 275.2 271.1 29 AUG 78 272.9 275.1 271.3 i

5 SEP 78 272.9 275.3 271.0 12 SEP 78 273.5 275.7 271.4 19 SEP 78 272.7 275.4 270.9 26 SEP 78 2/3.4 275.3 271.0 3 OCT 78 272.9 274.5 271.0 10 OCT 78 272.5 275.0 271.1 17 OCT 78 273.0 275.4 270.8 24 OCT 78 273.4 274.7 270.6 31 OCT 78 272.6 275.1 270.8 8 NOV 78 272.2 275.4 270.8 14 NOV 78 271.7 274.5 270.6 21 NOV 78 271.8 275.3 270.6 28 NOV 78 272.2 274.9 269.7 5 DEC 78 272.4 274.1 270.0 11 DEC 78 271.7 274.0 269.8 19 DEC 78 271.7 274.0 269.8 27 DEC 78 271.9 274.9 269.6 2 JAN 79 272.5 273.6 270.5 10 JAN 79 271.6 275.1 269.6 16 JAN 79 272.2 273.2 270.2 23 JAN 79 272.0 273.3 268.9 31 JAN 79 272.4 273.7 268.9 8 FEB 79 272.4 273.7 269.5 13 FEB 79 272.4 273.7 269.8 21 FEB 79 272.4 273.7 269.7 27 FEB 79 272.4 273.4 270.1 6 MAR 79 272.4 273.5 270.0 13 MAR 79 272.4 273.4 269.7 19 MAR 79 271.6 272.1 269.8 27 MAR 79 271.5 271.8 269.6 3 APR 79 272.1 273.7 269.8 10 APR 79 272.7 274.2 270.5 17 APR 79 272.9 274.8 270.9 l

(a) Piezometer reading below tip elevation of 275.4 ft, for all dates.

s l

]

i 1

TABLE 12 (cont'd)

~PIEZ0 METER READINGS P-11, P-12, P-13, P-14 SWPH Piezometric Elevations, ft.

DATE P-11 P-12 P-13 P-14 24 APR 79 (a) 272.7 274.8 270.8 1 MAY 79 272.7 274.7 270.6 8 MAY 7S 272.7 274.5 270.6 15 MAY 79 272.7 274.2 270.6 22 MAY 79 273.0 274.2 270.4 30 MAY 79 273.0 274.1 270.3 5 JUN 79 273.4 274.2 270.7 12 JUN 79 273.3 274.5 270.4 20 JUN 79 273.2 274.5 270.6 272.5 274.3 270.5 27 JUN 79 y

3 JUL 79 272.4 274.3 270.5 10 JUL 79 272.1 274.6 270.6 18 JUL 79 272.3 274.3 270.4 25 JUL 79 272.0 274.4 270.7 31 JUL 79 272.3 274.2 270.8 7 AUG 79 272.1 274.3 270.5 15 AUG 79 272.1 274.5 270.5 21 AUG 79 272.1 274.9 270.6 28 AUG 79 271.6 274.8 270.9 4 SEP 79 271.6 275.1 270.6 11 SEP 79 271.8 274.6 270.5 18 S'EP'79 271.9 274.7 270.8 25 SEP 79 272.5 274.5 270.6 2 OCT 79 273.3 274.3 270.9 9 OCT 79 273.6 275.5 271.0 16 OCT 79 272.9 274.7 270.6 23 OCT 79 273.4 276.1 271.2 30 OCT 79 272.8 275.4 271.0 6 NOV 79 272.5 275.2 270.9 13 NOV 79 272.6 274.8 270.9 20 NOV 19 272.3 274.3 270.9 (a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

i

r

}

TABLE 12 (cont'd)

I PIEZ0 METER READINGS P-11, P-12, P-13, P-14 SHPH t

Piezometric Elevations, ft.

)

DATE P-11 P-12 P-13 P-14 27 NOV 79 (a) 272.2 274.5 270.4 4 DEC 79 272.1 274.5 270.9 l

11 DEC 79 272.2 274.9 270.9 f

19 DEC 79 272.2 275.2 270.8 i

27 DEC 79 271.8 274.2 270.4 I

2 JAN 80 272.6 275.3 270.4 9 JAN 80 272.4 274.6 270.5 16 JAN 80 272.3 275.1 270.6 23 JAN 80 273.1 274.1 270.4 4

30 JAN 80 272.5 275.6 270.6 5 FEB 80 272.8 274.5 270.8 13 FEB 80 272.5 274.0 269.8 20 FEB 80 272.5 275.2 270.6 27 FEB 80 272.5 275.7 270.5 4 MAR 80 (b) 275.4 270.6 12 MAR 80 272.6 275.2 270.3 19 MAR 80 272.7 275.5 270.6 26 MAR 80 272.3 274.7 269.7 1 APR 80 272.4 274.2 269.2 8 APR 80 272.4 274.4 269.6 16 APR 80 272.5 274.2 269.7 23 APR 80 272.7 274.6 269.7 f

30 APR 80 272.4 275.5 270.1

[

8 MAY 80 272.4 275.0 270.0 14 MAY 80 272.4 274.6 269.9 21 MAY 80 272.4 274.9 270.3 28 MAY 80 272.7 274.7 270.0 4 JUN 80 272.4 275.3 269.7 12 JUN 80 272.5 275.4 270.3 18 JUN 80 272.6 275.6 270.7 25 JUN 80 272.8 275.6 270.7 2 JUL 80 272.9 275.5 270.6 9 JUL 80 272.9 275.6 270.7 15 JUL 80 273.3 275.4 270.6 23 JUL 80 273.3 275.4 270.8 30 JUL 80 273.3 275.5 270.8 (a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

(b) Piezometer not read due to 40" snow drift.

TABLE 12 (cont'd)

PIEZ0 METER READINGS P-11, P-12, P-13, P-14 SWPH r

L Piezometric Elevations, ft.

DATE P-11 P-12 P-13 P-14 l

6'AUG 80 (a) 273.3 275.5 270.7 13 AUG 80 273.7 275.5 270.4 20 AUG 80 273.7 275.6 270.6 27 AUG 80 273.7 275.5 270.6 3 SEP 80 273.4 275.5 270.6 10 SEP 80 273.4 275.5 270.7 17 SEP 80 273.4 275.6 270.8 24 SEP 80 273.1 275.4 270.6 J

l OCT 80 273.2 275.5 270.7 8 OCT 80 273.2 275.6 270.5 15 OCT 80 273.1 275.5 270.7 22 OCT 80 273.0 275.4 270.6 29 OCT 80 273.2 275.3 270.6 5 NOV 80 273.2 275.5 270.5 12 NOV 80 273.0 275.3 270.4 20 NOV 80 273.0 275.3 270.4 26 NOV 80 273.0 275.2 270.3 3 DEC 80 273.0 275.2 270.3 10 DEC 80 273.1 275.4 270.4 17 DEC 80 272.9 275.1 270.3 23 DEC 80 273.1 275.4 270.5 31 DEC 80 272.9 275.3 270.3 l

7 JAN 81 272.3 275.2 270.6 14 JAN 81 272.6 275.3 270.3 21 JAN 81 272.8 274.1 269.1 28 JAN 81 271.5 274.6 269.0 4 FEG 81 272.1 275.1 270.1 11 FEB 81 271.9 275.4 270.5 19 FEB 81 272.3 275.2 270.2 25 FEB 81 272.4 275.1 270.2 5 MAR 81 272.7 275.2 270.4 11 MAR 81 272.4 275.3 270.2 20 MAR 81 272.8 274.9 270.0 25 MAR 81 272.7 275.2 270.3 1 APR 81 272.5 275.2 270.4 8 APR 81 272.5 275.2 270.2 (a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

/

TABLE 12 (cont'd)

PIEZ0 METER READINGS P-11, P-12, P-13, P-14 SWPH r

Piezometric Elevations, ft.

DATE P-11 P-12 P-13 P-14

[

16 APR 81 (a) 272.7 275.1 270.2 23 APR 81 272.7 275.3 270.5 30 APR 81 272.7 275.1 270.3

[

6 MAY 81 272.7 275.1 270.3 L

13 MAY 81 272.6 275.0 270.2 20 MAY 81 272.3 275.2 270.2 27 MAY 81 272.9 275.2 270.3 3 JUN 81 272.9 275.2 270.2 10 JUN 81 272.2 274.7 269.9 17 JUN 81 271.9 275.0 270.1 l

24 JUN 81 272.1 274.9 269.9 1 JUL 81 271.9 275.0 270.0 8 JUL 81 273.3 275.1 270.2 15 JUL 81 272.8 275.1 270.3 22 JUL 81 272.8 275.1 270.1 29 JUL 81 272.5 275.2 270.3 l

5 AUG 81 (b) 275.2 270.5 13 AUG 81 275.1 270.1 19 AUG 81 275.2 270.3 26 AUG 81 275.2 270.4 2 SEP 81 275.1 270.4 9 SEP 81 275.2 270.1 16 SEP 81 275.1 270.3 23 SEP 81 275.0 270.2 1 OCT 81 275.3 270.6 8 OCT 81 275.0 270.2 14 OCT 81 275.1 270.3 21 OCT 81 275.0 270.3 i

28 OCT 81 275.1 270.1 l

4 NOV 81 275.2 270.4 10 NOV 81 275.1 270.2 l

18 NOV 81 275.2 270.4 25 NOV 81 275.2 270.2 2 DEC 81 275.3 270.3 8 DEC 81 275.4 270.3 16 DEC 81 275.1 269.9 23 DEC 81 275.3 270.1 (a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

(b) Piezometer tip defective until 31 MAR 82.

L TABLE 12 (cont'd)

.PIEZ0 METER READINGS P-11, P-12, P-13, P-14 SHPH

[

Piezometric Elevations, ft.

(

DATE P-11 P-12 P-13 P-14 k

29 DEC 81 (a)

(b) 275.1 270.0 6 JAN 82 275.3 270.1 14 JAN 82 275.0 270.1 20 JAN 82 275.0 269.8 27 JAN 82 275.0 269.8 3 FEB 82 274.8 269.4 10 FEB 82 275.0 269.5 17 FEB 82 275.0 270.0 24 FEB 82 275.1 268.8 3 MAR 82 274.7 269.8 11 MAR 82 274.4 269.8 17 MAR 82 275.2 270.0 24 MAR 82 274.9 269.7 31 MAR 82 272.4 275.2 270.0 7 APR 82 272.5 274.9 269.8 13 APR 82 272.4 274.9 270.1 21 APR 82 271.9 274.9 269.5 28 APR 82 272.5 274.9 269.7 5 MAY 82 272.9 275.0 269.5 13 MAY 82 272.5 275.1 269.7 19 MAY 82 272.5 275.0 269.7 27 MAY 82 272.C 274.9 269.6 3 JUN 82 273.2 274.7 269.6 l

9 JUN 82 273.2 274.7 269.5 16 JUN 82 273.4 274.8 269.6 23 JUN 82 273.4 274.8 269.3 29 JUN 82 272.5 274.9 269.5 7 JUL 82 272.3 274.9 269.5 14 JUL 82 272.4 274.8 269.6 21 JUL 82 272.1 275.0 269.6 28 JUL 82 272.5 275.1 269.7 4 AUG 82 272.4 275.0 269.5 11 AUG 82 272.5 275.0 269.5 18 AUG 82 273.3 274.7 269.5 l

25 AUG 82 273.9 274.3 269.7 1 SEP 82 272.6 274.9 269.6 l

(a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

(b) Piezometer tip defective until 31 MAR 82.

l f-l l

TABLE 12 (cont'd) l PIEZ0 METER READINGS P-11, P-12, P-13, P-1,4 f-SWPH I

Piezometric Elevations. ft.

l t

l DATE P-11 P-12 P-13 P-14

(

8 SEP 82 (a) 272.2 274.9 269.8 15 SEP 82 272.7 274.8 269.4 22 SEP 82 272.4 274.6 269.6 l

29 SEP 82

-272.3 274.3 269.6 l

6 0CT 82 272.1 274.8 269.6 13 OCT 82 272.0 274.9 269.7 20 OCT 82 272.8 274.2 269.7 1

I 28 OCT 82 272.0 274.3 269.5

]

3 NOV 82 272.2 275.1 269.7 i

I l

(a) Piezometer reading below tip elevation of 275.4 ft. for all dates.

l im--

TABLE 13 TEST HELL TH-1 HATER ELEVATIONS Date Water Elevation Date Water Elevation 2 DEC 77 275.9.

5 SEP 78 274.9 9 DEC 77 275.9 12 SEP 78 275.3 14 DEC 77 275.7 19 SEP 78 275.2 20 DEC 77 274.9 26 SEP 78 275.0 28 DEC 77 273.0 3 OCT 78 275.2 3 JAN 78 274.4 10 OCT 78 275.2-10 JAN 78 274.5 17 OCT 78 275.0 17 JAN 78 272.8' 24 OCT 78 275.1 24 JAN 78 273.1 31 OCT 78 275.2 31 JAN 78 274.9 8 NOV 78 275.1 7 FEB 78 274.9 14 NOV 78 275.1 14 FEB 78 276.4 21 NOV 78 276.0 21 FEB 78 274.9 28 NOV 78 275.0 28 FEB 78 274.9 5 DEC 78 275.1 8 MAR 78 274.9 11 DEC 78 275.2 14 MAR 78 274.9 19 DEC 78 275.2 21 MAR 78 274.9 27 DEC 78 275.0 28 MAR 78 274.9 2 JAN 79 275.0 4 APR 78 275.4 10 JAN 79 275.0 11 APR 78 275.4 16 JAN 79 275.3 18 APR 78 274.9 23 JAN 79 275.4 25 APR 78 275.3 31 JAN 79 275.2 2 MAY 78 274.9 8 FEB 79 275.2 9 MAY 78 275.4 13 FEB 79 275.0 16 MAY 78 275.2 21 FEB 79 275.1 23 MAY 78

-27 FEB 79 275.3 27 JUN 78 275.4 6 MAR 79 275.3 5 JUL 78 275.4 13 MAR 79 275.2 11 JUL 78 275.3 19 MAR 79 275.1 18 JUL 78 275.4 27 MAR 79 275.1 25 JUL 78 275.4 3 APR 79 275.2 i AUG 78 275.4 10 APR 79 275.2 8 AUG 78 275.4 17 APR 79 275.2 10 AUG 78 275.2 24 APR 79 275.2 15 AUG 78 275.2 1 MAY 79 275.3 22 AUG 78 274.9 8 MAY 79 275.1 29 AUG 78 275.1 15 MAY 79 275.2

  • Well obstructed for a month.

J TABLE 13 (cont'd)

TEST HELL TH-1 HATER ELEVATIONS Date Water Elevation Date Water Elevation 22 MAY 79 275.2 16 JAN 80 275.1 30 MAY 79 275.1 23 JAN 80 275.3 5 JUN 79 275.3 30 JAN 80 275.4 I

12 JUN 79 275.3 5 FEB 80 275.3 20 JUN 79 275.2 13 FEB 80 275.1 27 JUN 79 275.2 20 FEB 80 275.4

(

3 JUL 79 275.3 27 FEB 80 275.3 10 JUL 79 275.1 4 MAR 80 275.3 18 JUL 79 275.2 12 MAR 80 275.1 25 JUL 79 275.0 19 MAR 80 275.2

)

31 JUL 79 275.1 26 MAR 80 275.3 7 AUG 79 275.1 1 APR 80 275.4 15 AUG 79

' 275.0 8 APR 80 275.4 21 AUG 79 274.9 16 APR 80 275.2 28 AUG 79 275.3 23 APR 80 275.4 4 SEP 79 275.3 30 APR 80 275.5 11 SEP 79 275.4 8 MAY 80 275.3 18 SEP 79 275.1 14 MAY 80 275.5 25 SEP 79 275.3 21 MAY 80 275.5 2 OCT 79 275.4 28 MAY 80 275.5 I

9 OCT 79 275.5 4 JUN 80 275.5 16 0CT 79 274.9 12 JUN 80 276.3*

23 OCT 79 276.0 18 JUN 80 276.4 30 OCT 79 275.7 25 JUN 80 276.4 6 NOV 79 275.5 2 JUL 80 276.4 13 NOV 79 275.5 9 JUL 80 276.2 20 NOV 79 275.4 15 JUL 80 276.4 27 NOV 79 275.3 23 JUL 80 276.4 4 DEC 79 275.5 30 JUL 80 276.4 11 DEC 79

?75.3 6 AUG 80 276.4 19 DEC 79 275.4 13 AUG 80 276.4 27 DEC 79 275.3 20 AUG 80 276.5 2."sN 80 275.2 27 AUG 80 276.4 9 JAN 80 275.1 3 SEP 80 276.4

  • The sudden change in water elevation was due to the recalibration of the casting device.

TABLE 13 (cont'd)

TEST WELL TH-1 HATER ELEVATIONS Date Watar Elevation Date Hater Elevation 10 SE' 80 276.4 10 JUN 81 276.3 17 SEP 80 276.4 17 JUN 81 276.1 24 SEP 80 276.5 24 JUN 81 276.0 1 OCT 80 276.4 1 JUL 81 276.0 8 OCT 80 276.5 8 JUL 81 276.0 15 0CT 80 276.4 15 JUL 81 276.2 22 OCT 80 276.3 22 JUL 81 276.3 29 OCT 80 276.1 29 JUL 81 276.4 5 NOV 80 276.3 5 AUG 81 276.5 12 NOV 80 276.3 12 AUG 81 276.4 20 NOV 80 276.2 19 AUG 81 276.4 26 NOV 80 276.3 26 AUG 81 276.3 3 DEC 80 276.0 2 SEP 81 276.2 10 DEC 80 276.3 9 SEP 81 276.1 17 DEC 80 276.4 16 SEP 81 276.1 23 DEC 80 276.3 23 SEP 81 276.0 31 DEC 80 276.4 1 OCT 81 276.1 7 JAN 81 276.3 8 OCT 81 276.0 14 JAN 81 276.4 14 OCT 81 276.0 21 JAN 81 275.9 21 OCT 81 275.9 28 JAN 81 276.1 28 OCT 81 275.9 4 FEB 81 276.0 4 NOV 81 276.0 11 FEB 81 276.1 a: NOV B1 276.0 19 FEB 81 276.1

.8 NOV 81 276.1 25 FEB 81 276.0 25 NOV 81 276.3 5 MAR 81 276.2 2 DEC 81 276.2 11 MAR 81 e 276.2 8 DEC 81 276.2 20 MAR 81 276.1 16 DEC 81 276.2 25 MAR 81 276.1 23 DEC 81 276.2 1 APR 81 276.3 29 DEC 81 276.0 8 APR 81 276.3 6 JAN 82 276.0 16 APR 91 276.2 14 JAN 82 276.0 23 APR 81 276.4 20 JAN 82 276.0 30 APR 81 276.0 27 JAN 82 275.9 6 MAY 81 276.3 3 FEB 82 275.9 13 MAY 81 276.0 10 FEB 82 275.6 20 MAY 81 276.1 17 FEB 82 275.8 27 MAY 81 276.2 24 FEB 82 275.8 3 JUN 81 276.2 3 MAR 82 275.5

b l

. TABLE 13 (cont'd)

'~

TEST HELL TH-1 HATER ELEVATIONS Date Water Elevation-11 MAR 82 275.9 17 MAR 82 276.0 24 MAR 82 275.9

(

31 MAR-82 275.9 7 APR 82 275.7 13 APR 82 276.0

[

21 APR 82 275.8 t

28 APR 82 275.9 5 MAY 82 275.9 13 MAY 82 276.1 l

19 MAY 82 276.1 27 MAY 82 276.0 2 JUN 82 275.9 9 JUN 82 276.1 16 JUN 82 276.1.

23 JUN 82 275.9 29 JUN 82 275.9 7 JUL 82 275.7 14 JUL 82 275.9 21 JUL 82 276.0 28 JUL 82 275.8 4 AUG 82 276.0 11 AUG d2 275.7 18 AUG 82 275.9 25 AUG 82 275.9 i SEP 82 275.7 8 SEP 82 275.7 15 SEP 82 275.9 22 SEP 82 275.9 29 SEP 82 275.5 I

6 0CT 82 275.8 13 OCT 82 275.6 20 OCT 82 276.1 28 OCT 82 275.4 3 NOV 82 275.8 l

TABLE 14 TOTAL FLOW FROM HORIZONTAL DRAINS EENEATH SWPH l'

DATE TOTAL FLOW, apm

.DATE TOTAL FLOW, apm 13 SEP 77 2.41 2 MAY 60 3.30 23 SEP 77 2.06 5 JUN 80 3.02 29 SEP 77 1.94 3 JUL 80 2.35 7 OCT 77 1.73 8 AUG 80 2.40 29 DEC 77 2.73 4 SEP 80 2.48 5 APR 78 2.75 3 OCT 80 2.08 3 MAY 78 3.44 6 NOV 80 2.23 5 JUN 78 3.00 5 DEC 80 2.28 19 JUN 78 2.97 5 JAN 81 1.75 7 JUL 78

,3.35 6 FEB 81 1.65

{

8 AUG 78

' 3.63 6 MAR 81 1.65 1

14 DEC 78 2.81 3 APR 81 1.57 21 DEC 78 2.24 7 MAY 81 1.68 28 DEC 78 2.25 4 JUN 81 1.84 4 JAN 79 2.63 1 JUL 81 1.62 l

11 JAN 79 2.75 5 AUG 81 2.72 18 JAN 79 2.43 24 SEP 81 2.46 26 JAN 79 4.40 23 OCT 81 2.94 1 FEB 79 2.90 6 NOV 81 4.04 i

1 MAR 79 4.51 11 DEC 81 2.74 I

10 APR 79 2.68 6 JAN 82 2.74 3 MAY 79 2.65 3 FEB 82 2.32 8 JUN 79 3.33 5 MAR 82 2.29 5 JUL 79 2.53 6 APR 82 2.09 2 AUG 79 2.21 4 MAY 82 2.19 i

7 SEP 79 3.79 3 JUN 82 1.95 l

4 OCT 79 4.43 2 JUL 82 1.80 l

1 NOV 79 3.28 28 JUL 82 1.62 l

6 DEC 79 2.56 30 AUG 82 2.0' i

3 JAN 80 2.06 28 SEP 82 1.38 4 FEB 80 2.42 27 OCT 82 1.48 l

6 MAR 80 1.93 26 NOV 82 1.43 3 APR 80 3.13

(.

r-L:

TABLE ~-- 15 FLOW RATES 1HROUGH WEIR WALL SOUTHEASTERN SECTION OF SWR DATE FLOW RATE THROUGH VEE-NOTCH WEIR PLATE, acm 26 OCT 78 2.92 12 DEC 78-2.92 21 MAY 79 1.51

(

22 JUN 79 2.89 l

6 JUL 79 2.28 l

25 JUL 79 1.11 J

29 JUL 79 3.98 2 AUG 79 1.11 9'AUG 79 1.11 16 AUG 79 2.28 23 AUG 79 2.28 30 AUG 79 2.00 6 SEP 79 11.32 13 SEP 79 2.51 20 SEP 79 1.75 25 APR 80 4.39 9 OCT 80 1.75 23 MAR 81 0.93 30 SEP 81 3.57 7 APR 82 4.39 21 SEP 82 0.63 l

6 APPENDIX A i

I j

6-28-79 s

PLANT SYSTEMS 3/4.7.13 GROUNDWATER LEVEL-SERVICE WATER RESERVOIR LIMITING CONDITTGN FOR OPERATION 3.7.13 The groundwater level of the service water reservoir shall not exceed the elevation at the locations listed in Table 3.7-6.

The flow of groundwater from the drains beneath the pumphouse shall r.ot exceed 8

the values given in Table 3.7-6.

APPLICABILITY: All MODES ACTION:

With the grcundwater level of the service water reservoir or the groundwater flow rate exceeding any of the limits of Table 3.7-6, an engineering evaluation shall be perfomed by a Licensed Civil Engineer to determine the cause of the high ground water or flow rates and the influence on the stability of the service water reservoir and pumphouse.

A Special Report shall be prepared er.d submitted to the Commission 8

l pursuant to Specification 6.9.2 within 90 days, containing the results l

of the evaluation and any corrective acticn detemined to be necessary.

l In addition, at the end of the 5 year surveillance period, a summary report will be prepared and submitted to the Comission, within 90 days, illustrating the results of the groundwater monitoring program.

Based on this report, a detemination will be made as to the need for further measurements of groundwater conditions.

SURVEILLANCE REQUIREMENTS 4.7.13.1 The groundwater level of the service water reservoir shall be detemined to be within the limits by piezometer readings from at least 7 of the locations shown on Table 3.7-6.

Readings shall be taken at least once per 31 days for 5 years following the date of issuance of the Operating License. The groundwater flow rates shall be detemined by 8

measurements at the drain outlet gallery.

Readings shall be taken at least once per 31 days from (the date of issuance of this revision).

The need for further surveillance will be detemined at the end of the 5-year period from the date of issuance of the Operating License.

Monitoring infomation collected since the issuance of the Operating License regarding the groundwater levels and flow rates shall be retained for use in preparing the sumary report required by Technical Specification 3.7.13.

4.7.13.2 Pie:ometer readings shall be taken from piezometers 10 thru 14, inclusive, at least once per 12 months for the time period following 5 years from the date of issuance of the Operating License. The neeo for further surveillance will be detemined at the end of the 5 year 8

period.

NORTH ANNA - UNIT 1 3/4 7-73 Amendment No.

2

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PLANT SYSTEMS 3/4.7.13 GROUNDWATER LEVEL-SERVICE WATER RESERVOIR l

LIMITING CONDITION FOR OPERATION f

3.7.13 The groundwater level of the service water reservoir (common to Units 1 and 2) shall not exceed the elevation at the locations listed in Table 3.7-6.

The flow of droundwater from the drains beneath the pumphouse shall l

not exceed the values given in Table 3.7-6.

APPLICABILITY: All MODES.

ACTION:

With the groundwater level of the service water reservoir or the ground water flow rate exceeding any of the limits of Table 3.7-6, an engineering evaluation shall be performed by a Licensed Civil Engineer to determine the cause of the high ground water or flow rates and the influence on the stability of the service water reservoir and pumphouse. A Special Report shall be prepared and submitted to the Commission pursuant to Specification 6.9.2 within 90 days, containing the results of the evaluation and any corrective action determined

)

to be necessary.

In addition, at the end of the 5 year surveillance period, a summary report will be prepared and submitted to the Commission, within 90 days, illustrating the results of the ground water monitoring program.

Based on this report, a determination will be made as to the need for further measurements of ground water conditions.

SURVEILLANCE REQUIREMENTS 4.7.13.1 The groundwater level of the service water reservoir shall be determined to be within the limits by piezometer readings from at least 7 of the locations shown on Table 3.7-6.

Readings shall be taken at least once per 31 days for 5 years following the date of issuance of Operating License NPF-4 to North Anna' Power Station Unit 1.

The groundwater flow rates shall be determined by measurements at the drain outlet gallery. Readings shall be taken at least once per 31 days. The need for further surveillance will be determined at the end of the 5 year period from the date of issuance of Operating License NPF-4.

Monitoring information collected since the issuance of the Operating License regarding the groundwater levels and flow rates shall be retained for use in preparing the summary report required by Technical Specification 3.7.13.

4.7.13.2 Piezometer readings shall be taken from piezometers 10 thru 14, inclusive, at least once per 12 months for the time period following 5 years from the date of issuance of Operating License NPF-4 to North Anna Power Station Unit 1.

The need for further surveillance will be determined at the end of the 5 year period.

NORTH ANNA - UNIT 2 3/4 7-57 l

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9 PLANT SYSTEMS 3/4.7.12 SETTLEMENT OF CLASS 1 STRUCTURES J

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I LIMITING CONDITION FOR OPERATION l

3.7.12.1 The total settlement of each Class 1 structure or the differential settlement between Class 1 structures shall not exceed the allowable values of Table 3.7-5.

i APPLICABILITY: All MODES ACTION:

a.

With either the total settlement of any structure or the dif-ferential settlement of any structures exceeding 75 percent of the allowable settlement, conduct an engineering review of 8

field conditions and evaluate the consequences of additional s ettlemen t.

Submit a special report to the Commission pur-suant to Specification 6.9.2 within 60 days, containing the results of the investigation, the evaluation of existing and possible continued settlement and the renedial action to be taken if any, including the date of the next survey.

b.

With the total settlement of any structure or the differential settlement of any two structures exceeding the allowable settlement value of Table 3.7-5, be in at least HOT STANDBY within 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> and COLD SHUTDOWN within the following 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />.

l

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SURVEILLANCE REQUIREMENTS i

4.7.12.1 The total settlement of each Class 1 structure or the dif-ferential settlement between Class 1 structures listed in Table 3.7-5 shall be determined to the nearest 0.01 foot by measurement and calcula-tion at least once per 6 months. Measurements on settlement points SM-8 7, 8, 9,10,15,16,17,18, E-569, and H-584 shall be made at least once per 31 days for the time period following 5 years from the date of issuance of the Operating License.

NORTH ANNA - UNIT 1 3/4 7-70 Amendment No.12

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8-21-80 PLANT SYSTEMS 3/4.7.12 3ETTLEMENT OF CLASS 1 STPUCTURES i

i LIMITING CONDITION FOR OPERATION 3.7.12.1 The total settlement of each Class 1 structure or the differeatial settlement between Class 1 structures shall not exceed the allowable values of Table 3.7-5.

APPLICABILITY: All MODES ACTION-1 I

a.

With either the total settlement of any structure or the differential I

settlement of any structures exceeding 75 percent of the allowable settlement, conduct an engineering review of field conditions and evaluate the consequences of additional settlement. Submit a special report to the Commission pursuant to Specification 6.9.2 within 60 days, containing the results of the investigation, the evaluation of existing and possible continued settlement and the remedial action to be taken if any, including the date of the next survey.

b.

With the total settlement of any structure or the differential settlement of any two structures exceeding the allowable settlement value of Table 3.7-5, be in at least HOT STANDBY within 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> and COLD SHUTDOWN within the following 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />.

l SURVEILLANCE REQUIREMENTS 4.7.12.1 The total settlement of each Class 1 structure or the differential settlement between Class 1 structures listed in Table 3.7-5 shall be determined to the nearest 0.01 foot by measurement and calculation at least once per 6 months. Measurements on settlement points SM-7, 8, 9, 10, 15, 16, 17, 18, H-569 and H-584 shall be made at least once per 31 days for the time period following 5 years from the date of issuance of Operating License NPF-4 to Unit 1.

NORTH ANNA - UNIT 2 3/4 7-53

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1. RESERVOIR WATER LEVEL DURING THIS PERIOD VARil 0

P-12 PIEZOMETER ELEV. 313 TO ELEV. 315. A P-13 PIEZOMETER

2. GROUNDWATER LEVEL FELL BELOW TIP ELEVATION g PIEZOMETER P-ll IN MAY 1977.

P-14 PIEZOMETER S Tw-i TEST wEtt t

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S FROM PIEZOMETER READINGS (1977-1978) 75.4 AT SERVICE WATER RESERVOIR NORTH ANNA POWER STATION

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l. RESERVOIR WATER LEVEL DURING THIS PERIOD VARil ELEV. 313 TO ELEV. 315.

A P-13 PIEZOMETER

2. GROUNDWATER LEVEL FELL SELOW TIP ELEVATION PIEZOMETER P-Il IN M AY 1977.

P-14 PIEZOMETER O TW-1 TEST WELL +

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l. RESERVOIR WATER LEVEL DURING THIS PERIOD VARIEl ELEV. 313 TO ELEV. 315.

A P -15 PIEZOMETER

2. GROUNDWATER LEVEL FELL BELOW TIP ELEVATION 2' PIEZOMETER P-ll IN M AY 1977.

P-14 PIEZOMETER O TW-1 TEST WELL

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1. RESERV0lR WATER LEVEL DURING THIS PERIOD VARIE e P-12 PIEZOMETER ELEV. 313 TO ELEV. 315.

l

2. GROUNDWATER LEVEL FELL BELOW TIP ELEVATION f, A P-13 PIEZOMETER PIEZOMETER P-il IN MAY 1977.

E P-14 PIEZOMETER e TW-1 TEST WELL

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1. RESERVOIR WATER LEVEL DURING THIS PERIOD VARI @

ELEV. 313 TO ELEV. 315. A P-13 PIEZOMETER

2. GROUNDWATER LEVEL FELL BELOW TIP ELEVATION f PIEZOMETER P-il IN MAY 1977.

P -14 PIEZOMETER $ TW-l TEST WELL

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