ML20215B304

Main Cooling Reservoir Performance Evaluation for Filling to Elevation 35. Related Correspondence

ML20215B304
Person / Time
Site:	South Texas
Issue date:	09/15/1986
From:	Baier D HARZA ENGINEERING CO.
To:
Shared Package
ML20215B300	List: ML20215B304 ST-HL-AE-1763, Forwards Harza Engineering Co Rept, Main Cooling Reservoir Performance Evaluation for Filling to Elevation 35, in Response to SER Confirmatory Item 4.Related Correspondence
References
OL, NUDOCS 8610060489
Download: ML20215B304 (172)

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SOUTH TEXAS PROJECT lg MAIN COOLING RESERVOIR

'3 PERFORMANCE EVALUATION FOR FILLING TO ELEVATION 35 I

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September 15, 1986 I

Mr. A. Matiuk Project Engineering Manager I

South Texas Project Bechtel Energy Corpcration 5400 Westheimer Court flouston, Texas 77056 ST-Xil-YB-22.'

Subject.

Report on Main Cooling Reservoir Performance During Filling to Water Surface El. 35

Dear Mr. Matiuk:

liarza is pleased to present the attached report describing the performance of the South Texas Project Main Cooling Reservoir (MCR) during filling to pool 21. +35 (MSL).

I Reservoir response to filling was limited primarily to changes in flow from relief wells and changes in foundation piezometer readings. There were no indications of instability and, with the exception of piezometers, there were no instrument reading changes for the embankment or appurtenant I

concrete structures that could be correlated with renewed reserveir filling.

Small boils were noted in portions of the MCR perimeter drainage ditches.

Additional areas along the ditches were identified with marginal factors of safety against uplift.

None of the features observed or identified to date, however, seriously threaten reservoir integrity at pool El. 35.

The boils observed have been filtered or surrounded by sandbags to prevent movement of foundation materials. All suspect areas are visited and inspected regularly by liarza site staf f.

Construction of additional relief wells and filtered scepa8e exits in selected reaches of the drainage ditches will be required to improve safety I

prior to continued reservoir filling. Design is being performed by llarza and is nearing completion. Construction is scheduled to start in January 1987, which will allow filling to continue in the latter half of 1987.

Full-time monitoring of reservoir performance should continue until remedial work and reservoir filling are completed, and adequate reservoir performance has been demonstrated.

Our report provides an overview of the following major topics:

Status of MCR and Related Features Prior to Initiation of Filling o

to E1. 35 160 SOUTH WACKE n OntVE CHICAGO ILLINOlO 00006 4200 T EL (312) 055-7000 CAULE HAnZENG CHICAGO TELFX 25 0540

I Mr. A. NatiuK September 15, 1986 I

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o Filling Plan and llistory o

Rationale for Implementing Controlled Filling o

Inspections and Emergency Preparations During Filling Period o

Embankment Performance o

General Underseepage Control System Performance o

Detailed Evaluation of Specific Embankment Reaches, including the Power Block Area from Station 64(R00 to Station 40+00.

Instrume.ntation plots and reading tabulations of various types are attached to the report to document reservoir performance.

I hope the attached report fulfills your needs. We look forward to continuing our association with Bechtel Energy Corporation.

Ve ruly yours, f

David B. Baier, P.E., P.G.

Project Manager At tachme nt DBB/mmg I

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I South Texas Project I

Main Cooling Reservoir Performance During Filling to Water Surface E1. 35 Table of Contents

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1.0 PURPOSE OF REPORT 1

2.0 STATUS OF MCR AND RELATED FEATURES PRIOR TO FILLING TO FL. 35 1

3.0 RATIONALE FOR IMPLEMENTING CONTROLLED FILLING 2

4.0 FILLING PLAN AND HISTORY 3

5.0 SITE ORGANIZATION AND INSPECTIONS DURING FILLING PERIOD 3

6.0 EMERGENCY PROCEDURES DURING FILLING 5

7.0 EMBANKMENT PERFORMANCE DURING RESERVOIR FILLING 5

8.0 GENERAL UNDERSEEPAGE CONTROL SYSTEM PERFORMANCE 6

8.1 Design Background 6

8.2 Piezometer Observations During Filling 8

8.3 Uplift Factors of Safety at El. 35 10 E4 Gradients Under MCR Embankment 12 9.0 EVALUATION OF SPECIFIC EMBANKMENT REACHES 12 9.1 Power Block Reach - Station 640+00 to Station 40+00 12 9.2 Plant Area Drainage Ditch - Station 40+00 to Station 92+50 14 9.3 Plant Area Drainage Ditch - Station 92+50 to Station 115+00 - 15 Kelly Lake Area 9.4 Concrete-Lined Collector Ditches 16 I

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Table of Contents (Cont.)

Page 9.5 Spillway Discharge Channel 17 9.6 Station 130+00 to Station 165+00 18 9.7 Relocated Little Robbins Slough 18 9.7.1 Boils and Seeps 18 9.7.2 Boils at Station 433+50 19 9.7.3 Slump at Station 375+00 19 I

10.0 conca,S1oxS iso Rsco m.so m oss 20 I

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I List of Tables I

Table 1 - Distance to Effective Source of Seepage Table 2 - Piezometers on Well-Line with Two or More Feet Difference between Reservoir El. 28 and El. 35 Readings Table 3 - Comparison of Data Packages from January 1986 and May 1986 Table 4 - Areas with Ditch Factor of Safety Less than 1.5 Table 5 - Location of Boils - Plant Area Drainage Ditch Table 6 - Location of Boils - Relocated Little Robbins Slough List of Exhibits 5

I Exhibit 1 - MCR Plan Exhibit 2 - Reservoir Filling Hydrograph Exhibit 3 - Piezometer Locations Exhibits 4 through 63 - Piezometer Hydrographs, GEMP Program Exhibits 64 through 97 Instrumented Cross-Sections, GEMP Program Exhibits 98 through 131 - Profiles along Relief-Well Line, HIMS Program I

Exhibit 132 - Section through MCR Embankment at Kelly Lake (Station 102+50)

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I SOUTH TEXAS PROJECT MAIN COOLING RESERVOIR I

PERFORMANCE DURING FILLING TO WATER SURFACE ELEVATION 35 l

1.0 PURPOSE OF REPORT I

The purpose of this report is to document the performance of the Main Cooling Reservoir (MCR) during filling from pool El. 28 to pool El. 35.

I 2.0 STATUS OF MCR AND RELATED FEATURES PRIOR TO FILLING 10 EL. 35 Harza became involved in the South Texas Project in July 1983. At that time the re:ervoir water surface was just below El. 28.

The pool remained at about El. 28 during the period September 1983 to August 1985. During this period remedial construction work on various water pipe penetrations through the MCR embankment was completed.

This work is described in previous Harza reports.

In August 1985 the pipe penetration remedial work and relief well repair / replacement work had progressed to the point where reservoir filling could proceed and a program was developed to fill the reservoir from El. 28 to El. 35 with a monitoring program, as described in detail later in this report.

The normal maximum operating MCR water level is El. 49.

There were no visible i

indications of embankment distress or unsafe seepage conditions at reservoir El. 28.

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5 In August 1985 the collector ditches around the MCR were in need of maintenance.

Relocated Little Robbins Slough (RLRS) and the Plant Area Drainage Ditch (PADD) (see Exhibit 1, MCR Plan) contained stands of cattails that made inspection difficult. Direct observation of the bottom of certain reaches of PADD and RLRS was also restricted due to water standing in areas where the ditch invert had been lowered by erosion.

The onset of filling coincided with a distinct improvement in moving i

practice in the ditches which greatly improved inspectability. However, the ditch inverts were lower than designed in areas of Relocated Little Robbins Slough and the resulting deep water created some loss of inspectability. This condition was confined for the most part to approximately 5,500 feet of the Slough f rom Station 370+00 to Station 425+00.

However, depth and clarity of water in this area was such that major boils, if they had developed, would still have been observable. Upstream of Station 425+00 the water became more shallow and the Slough was completely inspectable during normal flow periods.

I 3.0 RATIONALE FOR IMPLEMENTING CONTROLLED FILLING A controlled filling program was adopted to elicit greater response from the MCR underseepage control system and the array of piezometers used for embankment and foundation monitoring than had been observed at pool El. 28.

The program was designed to develop a better understanding of the underseepage control system performance. The underseepage system had not responded sig-n!.ficantly to the small head differential across the embankment at pool I

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El. 28.

Annual changes in natural groundwater levels were larger than com-puted changes from underseepage.

Filling to El. 35 would develop greater underseepage control system responses and more clearly identify the extent of any remedial work that might be necessary to improve safety at operating pool levels.

I 4.0 FILLING PLAN AND HISTORY I

The plan for reservoir filling was to fill the reservoir to El. 35 and hold it at that level for a sustained period. The performance of the reser-voir could then be evaluated and any remedial work could be implemented to permit filling of the reservoir in stages to its maximum normal operating level of El. 49.

A key part of the filling plan was the ability to stop filling before reaching El. 35 if unfavorable conditions should develop.

The rate at which the reservoir can be filled is a function of water availability in the Colorado River (which is the source of water for filling the MCR) and the capacity and utilization of the make-up water pumps.

After filling began during August, 1985 the reservoir water surface reached the desired goal of El. 35 on November 16, 1985. Exhibit 2 is a reservoir water surface hydrograph during the filling period.

5.0 SITE ORGANIZATION AND INSPECTIONS DURING FILLING PERIOD I

The MCR embankment and appurtenant structures were closely monitored during the filling period.

Houston Lighting and Power Company (HL&P),

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Bechtel, Ebasco, McClelland Engineers (MEI), Harza, and the Board of Consultants were all participants in various aspects of the monitoring program.

HL&P were responsible mainly for administration of the MCR main-tenance program and worked closely with Bechtel, MEI and Harza.

Harza was responsible for overall inspections and evaluation of the MCR embankment, preparation of weekly reports, and coordination with the maintenance contractor.

MEI was responsible for underseepage investigations, ditch flow measurements, and frequent inspection for boils in the site drainage ditches.

Security guards, mowing and maintenance staff were also instructed to watch for detrimental signs when performing their normal duties and to report obser-vations to the Harza Resident Engineer through HL&P Operations.

The Harza inspection program was performed in accordance with Harza's Technical Services Contract with Bechtel.

The Harza work included one com-plete reservoir area tour by foot or horseback once a week.

The entire reservoir was toured by car or truck daily on both the toe road and crest road.

Certain areas df special interest, such as boils, were visited daily.

Modes of transportation during inspection were foot, horseback, four wheel all terrain vehicle (ATV), and pick-up truck.

I Reading of embankment instruments was conducted by Ebasco Services in accordance with project specifications.

During the filling period relief wells and piezometers were read twice monthly. Results of readings were sent to Bechtel for processing. Raw data packages were provided to Harza and MEI.

The data was processed using Bechtel's GEMP computer program which produces hydrographs for each piezometer and provides cross-sectional plots of

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I piezometer readings at 34 ins trumented cross sections around the reservoir.

Turnaround time from submission of raw data packages by Ebasco to production of appropriate hydrographs and charts by Bechtel using the GEMP program was approximately two weeks.

6.0 EMERGENCY PROCEDURES DURING FILLING I

A plan of operations was developed prior to reservoir filling to identify the functions and responsibilities of all members of the reservoir filling team in emergency situations if they should develop. The plan was designed so that the Harza Resident Engineer at the STP project site is the focus of operations in the unlikely event of an emergency situation.

Designated per-sonnel of Harza, Bechtel and HL&P had the authority to stop pumping of water into the reservoir to prevent further rise in reservoir elevation.

I Stockpiles of fill materisi, gravel and sandbags were set up at Stations 105+00, 225+00, 370+00, cad 580+00 around the MCR.

The freeboard portion of the MCR embankment could be removed to provide sources of weighting material.

Construction equipment for use during repair is permanently available on site.

I 7.0 EMBANKMENT PERFORMANCE DURING RESERVOIR FILLING t

The MCR cebankment is a rolled earth structure with a central sand core founded on a natural clay top stratum. The clay stratum overlies a silty sand which in turn overlies an alternating sequence of clay and sand units.

There is no seepage cutoff in the sand units beneath the embankment.

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I The embankment and appurtenant structures are instrumenred with fif ty-seven settlement points, twenty-two structural benchmarks, twelve inclinometers, and thirty-one open standpipe piezometers that measure pore water pressures in the embankment sand core. The remaining 362 piezometers in the MCR area measure pore water pressures in the foundation sand.

I No changes in embankment piezometer, settlement point or inclinometer readings were noted during cr subsequent to filling that could be correlated with filling the reservoir.

Piezometer hydrographs for the period April 1984 to April 1986 for the 31 embankment piezomerers are shown on Exhibits 4 through 63 along with hydrographs for the remaining 362 foundation piezometers.

There were no visual indications of embankment response to renewed reservoir filling.

Pipe and structural penetrations through the embankment were also apparently unaffected by renewed filling.

I 8.0 GENERAL UNDERSEEPAGE CONTROL SYSTEM PER?0RMANCE 8.1 Design Background Relief wells have been provided in MCR reaches where foundation borings taken on the embankment centerline during the original design encountered shallow sand leyers.

The relief wells, located alont drainage ditches beyond the downstream toe of the embankment, were designed to relieve static head and/or to intercept part of the seepage in the sand layer (s).

Drainage ditches are provided around the reservoir to collect surface runoff and flows I

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from the relief wells.

The critical locations for design of seepage and uplift control are the ditch inverts.

I In general, the wells were designed to reduce uplift gradients up through the bottoms of the ditches to safe values.

The original design criteria 11ul t ed the uplif t gradient for top stratum heave failures to about 0.65 with the reservoir at El. 49.

In areas where the clay top stratum is thin, (less the wells were desi ned to intercept 50 to 75 percent of than 4 feet thick),

8 the estimated seepage.

In these areas the well spacinF would be too close to economically control uplif t gradient for top stratum heave.

I The relief wells are located along the drainage ditches which are downstream of the embankment toe.

Depending on stratigraphy, this feature of the design may result in areas where the sand does not extend as far downstream as the line of relief wells, yet extends beyond the embankment r

downstream toe.

This condition would be typified by relief wells that do not flow while adjacent piezometers (between the downstream toe of the embankment and the line of relief wells) show relatively high water levels due to lack of pressure relief. This condition was identified in the Kelly Lake reach of the Plant Area Drainage Ditch during filling (See paragraph 9.3 below) and is termed a " blocked seepage exit".

Additional relief wells were installed in I

the Kelly Lake reach at the toe of the embankment to relieve pressure.

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I 8.2 Piezometer Observations During Filling Hydrographs for the period of filling from pool El. 28 to El. 35 for all piezometers in the embankment area are given on Exhibits 4 through 63.

Exhibits 64 through 97 are plots of piezometer levels at MCR El. 35 for the 34 instrumented cross sections.

For the instrumented sections the piezometer I

levels are plotted to scale on embankment cross-sections to allow evaluation of gradients in the sand aquif er under the embanktaent. Water levels in the piezometers have been connected with straight line segments on the Exhibits to approximate the piezometric surface in the sand layer (s).

I The clay top stratum passes beneath the embankment and extends upstream under the reservoir.

During original design the effective seepage entrance into the underlying aquifer was computed on the basis et empirical data pub-lished by the Corps of Engineers from prior studies of levee performance along the Mississippi River. From Exhibits 64 through 97 it is possible to find the location of the effective seepage entrance by extrapolation of the observed piezometric data and then to compare the calculated location of the effective seepage entrance and the actual estimated location based on filling data. The i

effective scepage entrance distanca found using actual piezometer data was shorter but generally compared well with the ef fective seepage distances calculated during original design (See Table 1).

I Piezometer readings at both El. 28 and El. 35 are shown on Exhibits 98 through 131. These Exhibits are computer generated longitudinal stratigraphic I

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prefiles around the reservoir et the line of relief wmile using the Harza Instrument Monitoring System (HIMS) computer program develop to aid the site staff in their day to day engineering evaluations. The stratigraphic informa-tion on these profiles is based on available piezometer logs at the line of relief vells.

Piez ometet levels and relief well flows are plotted from data packages supplied by Ebacco. During subsequent filling periods, plots similar to Exhibits 98 through 131 will be generated monthly for review by site manitoring staff.

I The piezometer readings taken at reservoir water surf ace El. 28, end the readings taken in April 1986 af ter the reservoir reached El. 35, are nearly coincident and within one foot of each other for long lengths of ditch. Areas where the El. 28 and El. 35 tcadings are significantly dif ferent are limited j

W to reaches where the top stratum is thick and there are either no relief wells provided, or the relief well spacing exceeds 100 feet. Table 2 is a listing of piezometers along the well line where the difference between El. 28 and El.

35 readings is thought to be significant (greater than a 2-foot change) and probably represents phenomena other than seasonal variation in regional groundwater levels.

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I Piezometer response to reservoir filling was rapid during the filling period and, with some exceptions, there has been little change since pool El. 35 was reached. Table 3 is a listing of (i) all piezometers along the relief well line that have risen by more than 0.5 feet during the period January to May 1986 (a stable period) and (ii) those relief wells that have increased in flow more than 1 gpm during the same period.

Comparatively large changes in both piezometer readings and relief well flows occur together in the vicinity of Station 435+00.

Greatest piezometric reading changee are noted between Stations 125+00 and 165+00 where there are no relief wells and a horizontal drainage blanket was incorporated in the original design. These areas are diocussed further in paragraph 9.6.

8.3 Uplift Factors of Safety at El. 35 Factors of safety against uplift heave at reservoir El. 35 have been computed f or all embankment area piezometers. The criteria against which the adequacy of the computed factors of safety are assessed was discussed at the sixth meeting of the Board of Consultants on January 3,1986. At the meeting

.the Board of Consultants recommended using 1.5 as an appropriate minimum factor of safety for the MCR against top stratum uplift. The factor of safety was to be taken against the critical gradient for the material in question lI l

which is defined as the submerged unit weight of the soil divided by the unit weight of water. Harza reviewed unit weights for 72 tests from samples of clay top stratum taken f rom around the reservoir. The result is an average critical gradient of about 1.0.

This is the exit gradient across the top l

stratum in the ditch inverts for which the factor of safety would be 1.0.

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I Applying a factor of safety of 1.5 reduces the permissible uplift gradient to t

M 0.67.

I The calculated piezome tric head in the drainage ditch inverts for a factor of safety of 1.5 is plotted on Exhibits 98 through 131. This line is a plot of projected allowable head in that particular location based on the stratigraphy.

From the Exhibits it can be seen that the factor of safety is below 1.5 in the ditch inverts at pool El. 35 in the areas listed on Table 4.

The areas identified on the Table include portions of Relocated Little Robbins Slough (RLRS), portions of the Plant Area Drainage Ditch (PADD) and various other ditches, some of which are concrete-lined. While the locations listed on the Table have theoretical uplift factors of safety of less than 1.5 (and some have f actors of safety less than 1.0), there are no visual indica-tions of instability or dangerous seepage pt.nomena at the above or any other locations around the MCR. Small boils have developed in many of these areas, I

especially those areas with a thin top stratum. Most larger boils have been filtered and are regularly observed. Remedial work is requirad in these low safety factor areas to achieve a f actor.of safety of 1.5 and to filter all boils before reservoir filling resumes.

Sand drains, relief wells or filtered seepage exits are recommended.

Layout of new wells or drains will be based on projected uplif t pressures at reservoir El. 49.

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I 8.4 Gradients under MCR Embankment I

Hydraulic gradients under the MCR embankment have been computed from I

piezometer readings at water surface El. 35 for each of the 34 instrumented embankment sections on Exhibits 64 through 97.

The maximum computed straight line gradient is 0.053 at Station 160+00. This is an area where there are no relief wells and a horizontal sand drainage blanket is provided under the downstream shell of the embankment. With the exception of this one area where complex stratigraphy may make the concept of straight line gradient construc-tion inappropriate, the computed gradients are less than 0.03 for the entire MCR. A gradient of 0.04 has been established by Harza from review of failures at other projects as a conservative threshold straight line hydraulic gradient from the effective seepage entrance in the reservoir to the line of relief wells.

If an observed gradient exceeds this value, investigative actions will be implemented. Piezometer readings to date do not indicate the need for any remedial action besed on this criteria.

I 9.0 EVALUATION OF SPECIFIC EMBANKMENT REACHES r

9.1 Power Block Reach-Station 640+00 to Station 40+00 I

No signs of instability or seepage were noted in the embankment, toe I

ditches, or Plant Area Drainage Ditch in the Power Block Reach except for l

small pin boils at Station 32+00.

The small boils have been sandbagged to increase head on the boils and prevent movement of sand. The area is visited by Harza engineers daily.

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This reach contains 110 piezometers, or about 28% of all piezometers in the MCR embankment area.

The clay top stratum is over 20 feet thick st Station 640+00 and averages about 15' feet thick from Station 642+00 to Station 0+00.

Top stratum thickness generally exceeds 10 feet from Station 0+00 to about Station 20+00 where, according to available borings, the top stratum thins gradually and is exposed in the PADD invert at Station 40+00.

I Piezometer levels in portionc of the Power Block Reach are affected by the Power Block construction area dewatering system.

From GEMP plots (Exhibits 4 through 63), the extent of the effect is from about Station 0+00 to Station 20+00.

The effect of the Power Block dewatering system and piezometric levels under the embankment is indicative of stratigraphic con-I tinuity rather than blocked seepage exits.

Straight line hydraulic gradients under the embankment calculated using El. 35 piezometer readings are less than 0.04 for the entire Power Block W

Reach.

I The small boils noted at Station 32+00 in the PADD invert occur in a location where the top stratum is thin and the relief well system was designed for seepage interception. The boils are not actively piping material from the foundation and the water from the boils is clear.

The area is visited and inspected daily. A filtered seepage exit should be constructed in this loca-tion as part of an overall PADD rehabilitation program before reservoir filling resumes.

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9.2 Plant Area Draindae Ditch, Station 40+00 to Station _92+50 o

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Small boils and seeps were observed in this reach during filling.

Ditch and slough mowing practice improved greatly at the beginning of filling f rom El. 28 to El. 35.

As a result, it is difficult to determine if the boils observed during filling developed because of renewed filling, or if the boils had been in existence for long periods with the reservoir at El. 28 and had only become visible when ditch maintenance improved.

Locations of boils

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observed in the PADD are listed on Table 5.

I The boils are located inside or adjacent to those areas where, t.,

according to available stratigraphic data, the top stratum is less than 4 fett thick or at the edges of areas where sand is exposed on the ditch bottom.

None of the lL boils observed produces a significant amount of amterial.

The largest boils noted were about 1 inch in diameter at the bottom of the throat.

All of the F

L larger boils have been sandbagged to raise the head around the boils, or the boils have been filtered with filter cloth and aggregate. This has virtually eliminated sand movement.

Smaller boils have been flagged for identification.

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A filtered seepage exit will be constructed in the ditch invert for this entire reach beginning in Spring,1987.

L Review of GEMP piezometer plots at the three instrumented cross sections in this reach does not indicate the presence of blocked seepage exits to the I

relief well line that could result in unacceptable piezometer levels between the embankment and the relief wells when reservoir filling resumes.. _ _ _

B 9.3 Plant Area Drainage Ditch - Station '92+50 to Station 115+00 - Kelly I

Lake Area I

The reach of the embankment opposite Kelly Lake between Station 92+50 and Station 115+00 along the Plant Area Drainage Ditch has been a matter of concern for several years.

Borings have indicated that the sand aquifer extends beyond the relief wells in portions of this reach and could theoreti-cally be exposed in the bottom of Kelly Lake.

The initial concern was that the relief wells might not intercept sufficient underseepage and that flow-by in the aquifer into the lake could cause boil development in the lake which would be difficult to detect in the 3 to 5 foot deep lake water.

I During reservoir filling an area opposite Kelly Lake near Station 102+50 exhibited both high relief well flows, and high pie :ometer levels in the area

.gW between the wells and the embankment toe on the embnkment side of the Heavy Haul Road.

Uplift factors of safety in the area between the dam toe and the line of the relief wells were approaching unity.

A program of additional subsurface drilling was performed to help analyze stratigraphy in the area and gather data to explain the observed piezometer t d well behavior.

From the borings it was concluded that the sand layer became thinner in the direction of the wells and disappeared just beyond the wells,.between the wells and Kelly Lake. The result was a blocked seepage exit which caused an increase in t

head in the aquifer and correspondingly higher flows from the adjacent relief wells.

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I In response to this situation MEl designed a system of 7 new relief wells connected to a common buried header on the embankment side of the Heavy Haul Road about 60 feet closer to the embankment than the line of the original relief wells.

The new wells were installed in November,1985 and have per-I formed well since that time.

Factors of safety with respect to underseepage in this area are acceptable for pcol El. 33.

Some of the piezometers in the area show factors of safety less than 1.5, but the heads are considered to be due to groundwater, rather than underseepage.

I A detailed study on the issues relative to the Kelly Lake area was com-pleted in December 1985.

The study report, later submitted to the Project, did not indicate immediate concerns in the area.

Exhibit 131 is a cross section near Kelly Lake that shows the typical blocked seepage exit conditions encountered.

I 9.4 Concrete Lined Collector Ditches I

From Exhibits 98 through 131, it can be seen that there are several areas of the concrete lined ditches with high piezometric levels. Minor cracking in the concrete at several of these locations was monitored.

No movements have been detected and the detection program has been abandoned.

The areas are l

visited regularly by Harza inspectors.

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I 9.6 Station 130+00 to 165+00 I

Comparatively large increases in piezometer levels have.been noted in the area near Station 133400 since January, 1986. This is an area where there are no relief wells, but a horizontal drainage blanket is incorporated beneath the downstream shell of the embankment.

Sands were identified in several areas simila r to this at the time of original design, but no major aquifer could be delineated.

A horizontal sand drain was provided and connected to the central embankment sand core in similar areas around the reservoir. There are no signs of instability or seepage in the area. While the piezometers have risen since filling was completed, the pressures are measured in a sand unit over 15 feet below the surface.

Factors of safety as indicated by these piezometers are greater than 1.5 at pool El. 35 and for projected piezomeiric levels at pool El. 49.

I 9.7 Relocated Little Robbins Slough 9.7.1 Boils and Seeps Small boils and seeps were noted in Relocated Little Robbins Slough during reservoir filling.

Size and method of treatment for these boils are I

similar to those for the boils observed in the PADD.

Locations of boils observed are listed on Table 6.

As with the boils observed in the PADD, the boils noted in RLRS are located in areas with thin top stratum or at the edges of areas where sand is exposed on the bottom of the Slough.

Filtered seepage exits will be constructed in these areas beginning in, Spring,1987.

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9.7.2 Boils at Station 433+50 Boils in the bottom of the Slough at Station 433+50 developed in an area which was previously thought to have a thick clay top stratum. The first boil in this area was discovered in April 1986. Exploratory borings were taken to analyze the stratigraphy in the area subsequent to discovery of additional boils.

Small sand lenses were found.

The boils continued to develop and a small slump on the bank of the Slough occurred.

The area was repaired with filter cloth and coarse concrete aggregate. The repaired areas are performing adequately, but more durable long-term repairs will be accomplished prior to renewed reservoir filling.

I 9.7.3 Slumps at Station 375+00 I

A number of small slumps were noted on both banks of Relocated Little Robbins Slough during filling.

These are small features that are to be ex-pected as a result of steeper banks where the invert is lower than designed due to erosion. There was, however, one larger slide on the reservoir side of the Slough at Station 375+00 near the area where Relocated Little Robbins Slough rejoins the natural water course.

The slide in this area does not affect embankment stability at this time and is scheduled for repairs in the near future. All slumps are scheduled for repair as part of the remedial work planned in Relocated Little Robbins Slough.

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10.0 CONCLUSION

S AND RECOMMENDATIONS Controlled filling has resulted in a better understanding of the under-seepage control system. The site organization responsible for monitoring the reservoir during periods of filling has proved to be effective. While areas of concern have been identified, the procedures for monitoring and treating these areas have proven satisfactory.

It is Harza's opinion that the reser-voir could be held at El. 35 indefinitely in its present condition without major remedial work if the present level of surveillance continues.

If the reservoir is to be raised to higher levels, remedial work is recommended.

Until such work is completed, the present program of monitoring and obcerva-tion should be continued.

I Harza concurs with the Board of Consultants that the minimum uplif t factor of safety at the South Texas Project MCR should be 1.50 and that all boils should be filtered.

I From Exhibit 97 through Exhibit 130 it can be concluded that there are lengths of the ditches, Slough, end Spillway Channel that will require I

remedial work before reservoir filling to higher water surf ace elevations begins again.

In areas of thick top stratum and low factors of safety, addi-tional relief wells are indicated.

For blocked seepage exit conditions relief wells should be located at the toe of the embankments.

Wells should be designed to limit uplif t factors of safety to a maximum of 1.5 for projected uplift pressures at pool El. 49.

In areas where the top stratum is thin or g

non-.x1 stent or 1, be11s eev.10,,11ter., see, age exits shou 1e be,ro 1eee. I

.I 1

Details of providing filtered seepage exits are presently being studied I

along with the evaluation of methods to restore the invert of Relocated Little Robbins Slough and PADD to design grade. The alternatives being studied at this time include granular filters with well graded riprap or heavy duty geotextile filter fabric in combination with a uniformly graded riprap.

Several methods of installing filtered exits in the areas where the top clay stratum is thin and the ditches are concrete-lined are also being studied to i

detertine the most effective and economical approach.

In other localized areas where problems may develop positive seepage control measures will be employed.

MCR remedial construction is scheduled to begin in January 1987.

In the interim, reservoir water surf ace elevation should be permitted to fall to El. 33 to accomodate precipitation from the 100 year maximum monthly rainf all.

No make up water should be pumped into the reservoir if the pool is above I

El. 33.

Detailed MCR instrument monitoring and inspection should continue.

I I

I I

I I l

Table 1 Distance to Effective Source of Seepag I

Source of Seepage (ft)

Piezometers Observed 9 Deviation Station (P- )

Design !

MCR Pool E1. 35,/

(g) 2 2+55 0-1, 1-1, 2-1 820 760

-7 7+00 5-7 890 11+00 9-11 870 I

20+00 13-15, 168 3250 2810

-14 40+20 17-19, 170 980 1640 67 I

59+20 21-23, 172 970 1020 5

79+80 25-27, 174 1040 1570 51 100+20 29-31, 176 1100 580

-47 105+00 143-145 I

490 140+4C 34-36, 178 660 720 9

160+00 38-40, 180 410 180+25 42-44, 182 890 570

-36 200+20 46-48, 184 980 920

-6 219+80 50-52, 186 1020 2710 166 226+40 53-55, 188 1070 1640 53 240+00 57-59, 190 1080 1610 49 250+00 60, 152, 153 1110 970

-13 I

260+25 61-63, 192 1000 1150 15 283+00 64-66, 194 2080 1460

-30 300+00 68-70, 196 1030 900

-13 I

320+00 72-74, 198 1000 1130 13 359+60 77-79, 200 1100 1100 0

I 380+00 81-83, 202 4800 1480

-69 400+50 85-87, 204 2750 950

-65 420+00 89-91, 206 2600 1550

-40 440+20 93-94, 208 1290 1030

-20 460+10 97-99, 210 2330 1260

-46 491+00 101-103, 212 4850 1450

-70 511+00 105-107, 214 1670 900

-46 531+00 109-111, 216 1660 960

-42 I

550+50 113-115, 218 1950 940

-52 570+35 116-118, 220 940 1230 31 590+00 120-122, 222 730 430

-41 I

610+00 124-125, 224 1080 890

-18 629+00 128-130, 226 2250 970

-57 I

b Horizontal distance from effective source of seepage in the reservoir to the landside embankment toe.

2/

Calcula ted by MEI.

I

Table 2 I

Piezometers On Well-Line with Two (2) Feet or More Difference Between Reservoir El. 28 and El. 35 Readings Differences between El. 28 Piezometers (P-)

Station and El. 35 Readings I

310 25+00 2.00 236 135+00 2.70 237 140+00 3.10 I

238 145+00 2.80 37 150+00 2.70 239 155+50 2.10 240 159+80 2.20

'I 52 219+80 2.10 56 230+95 2.20 58 240+00 2.30 63 260+25 2.00 259 262+25 2.00 138 266+00 2.20 I

139 272+00 2.40 140 278+00 2.20 84 389+50 2.00 159 405+00 2.00 I

88 410+00 2.10 95 440+20 2.30 96 450+50 3.20 99 460+10 2.30 104 501+00 2.10 108 521+00 2.00

.I 111 531+00 3.00 246 536+50 2.50 112 541+00 2.30 I

115 550+50 2.10 119 580+40 2.60 275 593+45 2.70 276 597+00 3.20 I

250 615+00 2.30 127 619+00 2.50 252 634+00 2.30 I

131 639+00 2.20 290 644+20 2.30 292 646+80 2.10 278 648+00 2.20 244 649+40 2.00 I

I I

I Table 3 Comparison o_f_ Data Packages from January 1986 and May 1986 f

I PIEZ0 METERS ALONG THE LINE OF RELIEF WELLS WITH MORE THAN 0.5 FEET CILOGE PIEZOMETER STATION PIEZ0 METER STATION P-8 7,+00 P-268 416+55 P-331 97+50 P-269 427+50 I

P-338 100+00 P-271 443+25 P-236 135% 0 P-272 446+90 P-237 140+00 P-273 454+45 P-238 145+00 P-256 545+00 This represents less than 5% of all piezometers along the line of relief wells.

RELIEF WELLS WITH MORE THAN 1 GPM CHANGE WELL STATION WELL STATION 80 79+80 512 392+40 83 81+00 544 434+17 I

206 205+60 547A 437+65 212 (-)

208+00 549A 439+35 406 303+00 551 440+89 I

416 307+00 552A 442+35 431 313+00 570 463+00 435 314+60 571A 465+40 436 315+18 572A 467+25 441 317+00 574 470+00 504 377+00 575 471+75 505 37940 0 577 475+25 I

506 381+00 578 477+25 510 388+20 584A 477+00 511 390+40

(-)

= DECREASE This represents about 20% of all relief wells.

I I

.I

Teble 4 Areas with Ditch Factor of Safety Less Than 1.5 Piezometer Measured Calculated Calculated F.S.

I Number Station Piezometric Level Piezometric Level at El. 35 FS = 1.5 P322 37+50 18.0 17.6 1.03*

P324 38+80 18.0 17.7 1.16*

P394 40+20 18.5 18.1 1.22*

I P397 59+60 18.8 18.2 1.12 P399 70+20 18.4 17.7 1.09 P280 83+45 17.5 16.8 1.00 P31 100+20 18.3 17.7 1.26 I

P32 110+00 17.4 14.4 0.38*

P37 150+00 19.7 17.6 0.88 P41 170+40 17.0 16.2 1.16 P281 18 5+24 13.5 11.9 0.67*

P83 380+00 12.9 10.6 1.34 P265 384+00 11.3 10.5 1.32 I

P84 389+50 13.8 9.3 0.99 P266 391+40 11.5 9.5 1.28 P88 410+00 16.0 11.1 1.02 P268 416+55 11.8 10.7 1.46 P91 420+00 11.9 11.2 1.33 P269 427+50 10.4 8.6 1.02 P92 430+00 11.7 9.0 0.93 P270 435+60 12.4 8.4 0.62 P95 440+20 14.7 10.7 1.11 P274 485+00 16.3 15.5 1.40 I

Pill 531+00 22.9 21.9 1.34 P118 570+35 21.6 20.9 1.32 Denotes area with top stratum less than 2 feet thick.

The above piezometer locations represent about 15% of all piezometer locations around the reservoir on the relief well line.

I I

I I

I Table 5 Location of Boils Plant Area Drainage Ditch I

Station Description 49+00 Pin Boils 66+00 Small Boils 80+00 Small Boils 81+00 Small Boils 81+50 Small Boils 3

84+00 Small Boils 84+50 Small Boils

{

86+00 Seepage 114+00 Seepage l

4 I

.I I

lI l

l 1

I

,!I

Tcbla 6 Location of Boils Relocated Little Robbins Slough Station Description 433+50 Snall Boils 443+50 Small Boils 443+75 Small Boils

[

445+75 Small Boils 446+95 Small Boils 442+00 Small Boils

(

447+50 Small Boils 448+00 Small Boils 448+50 Small Boils

{

454+00 Pin Boils 455+25 Pin Boils & Seepage 456+50 Pin Boils p

459+50 Small Boils L

460+00 Seepage 497+50 Seepage 506+00 Seepage y

L 544+00 Pin Boils 545+00 Seepage 547+50 Pin Boils

{

548+30 Seepage 552+10 Seepage 554+40 Boils i

c L

r L

E L

[

[

E r

i

E E X H l' BIT 1 c RcVLATING WATER INTAKE STRUCTURE (STA 4*10)

I a

i i

h e

a w

w N 65.000 I

CIRCULATING WATER Di$ CHARGE STRUCTURE f* **

f e..\\ l '8Da C'% [ ESSE N

.s>%'

g Planf Areo a w s

(Drainage

1) itch I

do l

RLRh 5sTA sso =

N

'~

(enfire /kg f

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we mode l7'ed).

s,x sw + 00 I

t ik Co/4c/Or i

i s14.

1 cih 4 i

Mod

'cok l

e Gasi ide) i 4o t

4 EMBANKMENT jj g.f g k

STA *** *

• 8 fModsp' canon 9 j

A.

, (sou.iir> Ss&a0 i

np t

...}....~........ m * "" y l

\\

l

_Sailla:oy_

D<'sch6 l

Channdye m

l

- A c n

. ~~ ~-

MAIN COOLING i

RESERVOIR KEY PLAN I

I 5

Ij 'l I

L_. i Il e j

.i 5

l r.

I i

• l 11lll ii g

ll jil jl

.i I

_ _. j f

i sgi lI 1.

5 i

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I il s

I 3

.j g N

i il I

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i Il i'

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Es l1 lg

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1

. /.

g

EXillBIT 3 Sheet 1 cf 7 MAIN COOLING RESERVOIR PIEZOMETER DATA I

Reference Drawing: 9Y51 0-H-1163 Piez.

E2ank.

Tip*

Piez.

E2 ank.

Tip*

No.

Station Elev.

Location **

No.

Station Elev.

Location **

I PO-1(14 )

2 + 65

-8. 0 A

P32 110 + 00

-18.0 D

P0-2(14) 2 + 70

-16.0 A

P33 120 + 20

-23.0 C

PO-3(14) 2 + 75

-50.0' A

P34 130 + 40

-7.0 A

P1-1 2 + 65

-8.0 B

P35 130 + 40

-7.0 B

1 P 1-2 2 + 70

-16.0 8

P36 130 + 40

-7.0 C

P1-3 2 + 75

-50.0 8

P37 150 + 00

-24.0 C

P2-1 2 + 65

-8,0 C

P38 160 + 00

0. 0 A

P2-2 2 + 70

-16.0 C

P39 160 + 00 0.0 B

22-3 2 + 75

-50.0 C

P40 160 + 00

0. 0 C

P3-1 2 + 65

-8.0 4 00'(1)

P41 170 + 40

-3.0 C

P3-2 2 + 70

-16.0 400'(1 )

P42 180 + 25

-1.0 A

P3-3 2 + 75

-50.0 4 00'(1)

P43 180 + 25

-1.0 8

P4 3 + 39

+9.0 C

P44 180 + 25

-1.0 C

! I P5 7 + 00

-6.0 A

P45 190 + 40

-2.0 C

P6 7 + 00

-6.0 B

P46 200 + 20

-7.0 A

P7 7 + 00

-6.0 C

P47 200 + 20 '

-7.0 8

I P8 7 + 00

-6.0 415'(1 )

P48 200 + 20

-7.0 C

P9 11 + 00

-1.0 A

P49 209 + 80

-16.0 C

i i

P10 11 + 00

-1.0 8

P50 219 + 80

-25.0 A

Pil 11 + 00

-1.0 C

P51 219 + 80

-25.0 B

P12(14) 11 + 00

-1.0 400'(1)

PS 2 219 + 80

-25.0 C

P13 20 + 00

-15.0 A

P53 226 + 40

-20.0 A

I P15 P14 20 + 00

-15.0 B

PSA 226 + 40

-70,0 B

20 + 00

-15.0 C

P55 226 + 40

-20.0 C

P16 30 + 00

-8. 0 C

P56 230 + 20

-17.0 C

' g P17 40 + 20

-10.0 A

P57 240 + 00

-23.0 A

3 P18 40 + 20

-10.0 8

P58 240 + 00

-23.0 B

P19 40 + 20

-10.0 C

P59 240 + 00

-23.0 C

P20 49 + 80

-9.0 C

P60 250 + 00

-21.0 C

P21 59 + 60

-9.0 A

P61 260' + 25

-13.0 A

P22 59 + 60

-9.0 B

P62 260 + 25

-13.0 B

P23 59 + 60

-9.0 C

P63 260 + 25

-13.0 C

I P24 70 + 20

-16.0 C

P64 283 + 00

- 9,, 0 A

P25 79 + 80

-15.0 A

P65 283 + 00

-9.0 B

P26 79 + 80

-15.0 B

P66 283 + 00

-9.0 C

t P27 79 + 80

-15.0 C

P67 2 90 + 25

-16.0 C

P28 89 + 20

-9.0 C

P68 300 + 00

-19.0 A

P29 100 + 20

-5.0 A

P69 300 + 00

-19.0 B

I P30 100 + 20

-5.0 B

P70 300 + 00

-19.0 C

P31 100 + 20

-5.0 D

P71 310 + 00

-25.0 C

f I I

E N

EXHIBIT 3 Sheet 2 of 7 I

MAIN COOLING RESERVOIR PIEZ0 METER DATA B

Reference Drawing:

9Y51 0-H-1163 Piez.

E2ank.

Tip*

Piez.

E 2ank.

Tip*

Ib.

Station Elev.

Location **

No.

Station Elev.

Location **

P72 320 + 00

-8.0.

A P112 541 + 00

-10.0 C

P73 320 + 00

-8.0 B

P113 550 + 50

-3.0 A

P74 320 + 00

-8.0 C

P114 550 + 50

-3.0 B

1 P75 330 + 25

-21.0 C

P115 550 + 50

-3.0 C

P76 350 + 00

-17.0 C

P116 570 + 35

-11.0 A

P77 359 + 60

-0.0 A

P117 570 + 35

-11.0 8

I P78 359 + 60

-0.0 B

P118 570 + 35

-11.0 C

P79 359 + 60

-0.0 C

P119 580 + 40

-13.0 C

E80 370 + 20

-26.0 C

P120 590 + 40

+4.0 A

P81 380 + 00

-24.0 A

P121 590 + 40

+4.0 B

P82 380 + 00

-24.0 B

P122 590 + 40

+4.0 C

P83 380 + 00

-24.0 C

P123 601 + 00

-12.0 C

I P84 389 + 50

-24.0 C

P124 610 + 00

-12.0 A

P85 400 + 50

-22.0 A

P125 610 + 00- -12.0 B

P86 400 + 50

-22.0 B

P126 610 + 00

-6.0 C

E P87 400 + 50

-22.0 C

P127 619 + 00

-13.0 C

4 3

P88 410 + 00

-23.0 C

P128 629 + 00

-13.0 A

P89 420 + 00

-22.0 A

P129 629 + 00

-13.0 B

P90 420 + 00

-22.0 B

P130 629 + 00

-13.0 C

I P91 420 + 00

-22.0,

C P131 639 + 00

-14.0 C

P92 430 + 00

-22.0 C

P132(14) 652 + 20

-16.0 A

l l P93 440 + 20

-4.0 A

P133(14) 652 + 00

-16.0 B

W P94 440 + 20

-4.0 B

P134 652 + 00

-16.0 C

P95 440 + 20

-4.0 C

P135 652 + 00

-16.0 4 00'(1)

P96 450 + 50

-4.0 C

P136 245 + 00

-6.6 C

I P97 460 + 10

-22.0 A

P137 255 + 05

-6.7 C

P98 460 + 10

-22.0 B

P138 265 + 95

-8.3 C

P99 460 + 10

-22.0 C

P139 272 + 05

-12.8 C

I P100 470 + 90

-20.0 C

P140 278 + 00

-12.4 C

P101 4 91 + 00

-22.0 A

P141 233 + 95

-13.8 C

491 + 00

-22.0 B

P142 248 + 40

-10.8 C

! I P102 P103 4 91 + 00

-22.0 C

P143 105 + 00 0.0 A

P104 501 + 00

-16.0 C

P144 105 + 00

-4.5 B

P105 511 + 00

-22.0 A

P145 105 + 00

-7.5 C

I P106 511 + 00

-22.0 B

P146 135 + 00 16.8 A

P107 511 + 00

-22.0 C

P147 135 + 00 19.2 B

P)08 521 + 00

-15.0 C

P148 153 + 70 17.6 A

P109 531 + 00

-13.0 A

P149 153 + 50 17.3 B

I P110 531 + 00

-13.0 B

P150 270 + 00 15.8 A

Pill 531 + 00

-13.0 C

P151 269 + 80 16.1 B

I I

EXHIBIT 3 Sheet 3 of 7 l

MAIN COOLING RESERVOIR PIE 20 METER DATA Reference Drawing: 9Y51 0-H-1163 Pier.

Edank.

Tip*

Piez.

E 2 ank.

Tip*

No.

Station Elev.

Location **

No.

Station Elev.

Location **

P152 250 + 00

- 8. 8 A

P192 260 + 25

-11.1 (6)

P153 250 + 00

-3.8-3 P193 283 + 00 16.2 (5)

P154 559 + 50 24.9 A

P194 283 + 00

-13.5 (6) l P155 559 + 50 23.9 8

P195 300 + 00 15.5 (5) r P156 318 + 00

-3.8 A

P196 300 + 00

-4.8 (6)

L P157 318 + 00

-5.0 8

P197 320 + 00 15.5 (5)

P158 365 + 10

-13.2 A

P198 320 + 00

-8.5 (6)

P159 405 + 00

-13.8 C

P199 359 + 60 16.0 (5)

{

P160 (2)

-16.7 P200 359 + 60

-17.3 (6)

P161 (3)

-17.9 P201 380 + 00 22.1 (5) r P162 (4)

-17.1 P202 380 + 00

-16.8 (6)

L P163 7 + 00 26.4 (5)

P203 400 + 50 29.5 (Si P164 Deleted from Program P204 400 + 50

-16.8 (6)

P165 11 + 00 26.9 (5)

P205 420 + 00 23.1 (5)

[

P166 Deleted from Program P206 420 + 00' -10.5 (6)

P167 20 + 00 26.7 5)

P207 440 + 20 24.6 (5)

P168 20 + 00

2. 3 7)

P208 440 + 20

-12.6 (6)

P169 40 + 20 26.4 5)

P209 460 + 10 26.7 (51 P170 40 + 20

6. 9 7)

P210 460 + 10

-12.0 (6)

P171 59 + 60 24.0 (5)

P211 491 + 00 26.6 (5)

P172 59 + 60

2. 3 (7)

P212 491 + 00

-14.2 (6)

P173 79 + 80 25.5 (5)

P213 511 + 00 24.2 (5)

P174 79 + 80

-4.9 (7)

P214 511 + 00

-23.0 (6)

P175 100 + 20 22.3 (5)

P215 531 + 00 23.9 (5)

P176 100 + 20

-8.7 (7)

P216 531 + 00

-47.3 (6)

P177 130 + 40 22.2 (5)

P217 550 + 50 26.4 (5)

P178 130 + 40

7. 8 (6)

P218 550 + 50 7.3 (6)

P179 160 + 00 18.9 (5)

P219 570 + 35 29.1 (5)

P180 160 + 00

-0.3 (6)

P220 570 + 35

-9.0 (6)

P181 180 + 25 16.2 (5)

P221 590 + 40 26.2 (5)

[

P182 180 + 25

.-2.7 (6)

P222 590 + 40 6.4 6)

P183 200 + 20 20.3 (5)

P223 610 + 00 27.3 5)

H P184 200 + 20

-3.6 (6)

P224 610 + 00

-1.5 6)

L P185 219 + 80 19.7 (5)

P225 629 + 00 2920 (5)

P186 219 + 80

-19.3 (6)

P226 629 + 00 2.4 (6)

P187 Deleted from Program P227 652 + 50 29.3 (5)

(

P188 226 + 40

-7.3 (6 )

P228(14) 652 + 00

-8.8 (7)

P189 240 + 00 19.0 (5)

P229 115 + 00

-5.5 450'(8)

P190 240 + 00

-18.7 (6)

P230 115 + 00

-4.5 900'(8)

P191 260 + 25 17.3 (5)

P231 Deleted from Program J

EXHIBIT 3 Sheet 4 of 7 I

A MAIN COOLING RESERVOIR PIEZ0 METER DATA I

Reference Drawing: 9Y51 0-H-1163 I

Piez.

Eubank.

Tip*

Piez.

Embank.

Tip*

No.

Station Elev.

Location **

No.

Station Elev.

Location **

P232 Deleted from Program P272 446 + 90

-21.3 D

P233 547 + 00 1.4 450'(8)

P273 454 + 45

-19.5 D

P234 547 + 00

-13.3 900'(8)

P274 485 + 00

-4.9 D

I P235 125 + 50

-11.1 D

P275 593 + 45

-2.6 D

P236 135 + 00

-9.0 D

P276 597 + 00

-3.0 D

P237 140 + 00

-22.0 D

P277 605 + 00

-11.6 D

I P238 145 + 00

-21.4 D

P278 648 + 00

-14.8 D

P239 155 + 50

-22.0 D

P279 19 + 00

-10.9 D

E240 159 + 80

-22.8 D

P280 83 + 45

-0.6 0

P241 175 + 00

-2.6 C

P281 185 + 24

-0.1 D

P242 497 + 00

-19.2 D

P282 187 + 75

-1.2 0

P243 506 + 50

-16.6 D

P283 195 + 05

-5.0 D

l P244 516 + 50

-10,2 D

P284 201 + 80

-8.3 D

P245 526 + 50

-15.0 0

P285 212 + 80

-10.1 D

P246 536 + 50

-14.2 D

P286 217 + 00

-15.7 D

I P247 555 + 50 4.2 D

P287 639 + 00 2.3 A

P248 559 + 50

-54.4 C

P288 641 + 60

1. 3 C

P249 565 + 00

-15.3 D

P289 641 + 60

-14.9 A

I.

P250 615 + 00

-4.7 C

P290 644 + 20

1. 5 C

P251 625 + 00 0.9 C

P291 644 + 20

-11.6 A

P252 634 + 00

-6.2 C

P292 646 + 80

-1.7 C

I P253 115 + 00

-18.9 C

P293 646 + 80

-6.6 A

P254 440 + 80

-17.6 D

P294 649 + 40

-15.2 C

P255 465 + 80

-17.5 0

P295 649 + 40

-8.9 A

P256 545 + 00

-0.7 D

P296 655 + 00

-7.6 C

I P257 248 + 00

-10.2 D

P297(14) 655 + 00

-6.3 A

P258 248 + 80

-10.1 D

P298 04 + 87

-1.3 C

P259 262 + 25

-12.9 D

P299 04 + 87

-2.3 A

I P260 294 + 75

-12.3 D

P300 09 + 00

-1.6 C

P261 340 + 00

-23.1 D

P301 09 + 00 0.4 A

I P262 344 + 00

-24.4 D

P302 13 + 25

0. 8

'C P263 358 + 00

-2.0 D

P303 13 + 25

-0.2 A

P264 362 + 00

-25.8 D

P304.

15 + 50 1,1 C

P265 384 + 00

-19.6 D

P305 15 + 50 0.4 A

I P266 391 + 40

-20.7 0

P306 17 + 75

-16.1 C

P267 395 + 00

-25.2 D

P307 17 + 75

-2.5 A

P268 416 + 55

-23.4 0

P308 22 + 50

-7.9 C

I P269 427 + 50

-20.7 D

P309 22 + 50

-18.8 A

P270 435 + 60

-24.9 D

P310 25 + 00

-1.5 C

P271 443 + 25

-22.4 D

P311 25 + 00

-18.1 A

E I

EXHIBIT 3 Sheet 5 of 7 5

MAIN COOLING RESERVOIR PIEZ0 METER DATA v

Reference Drawing: 9Y51 0-H-1163 Piez.

Emank.

Tip*

Piez.

E2 ank.

-Tip*

No.

Station Elev.

Loc ation**

No.

Station Elev.

Location **

P312 27 + 50

-1.1 C

P352(PZ23) 653 + 96 26.7 151(11)

P313 27 + 50

-10.3-A P353(PZ22) 554 + 44 18.0 190(11)

P314 30 + 00

-10.4 A

P354 PZ21) 654 + 90 26.8 150(11)

I P315 32 + 55

-3.5 C

P355 PZ20) 0 + 39 25.2 190(11)

P316 32 + 55

-19.5 A

P356 PZ19W) 0 + 57 25.8 151(11)

P317 35 + 00

-15.3 C

P357(PZ195) 0 + 89 25.9 134(11)

P318 35 + 00

-20,2 A

P358(PZ19) 0 + 89 27.1 151(11)

I P319 37 + 65

-18.8 C

P359(PZl9N) 0 + 89 26.1 170(11)

P320 37 + 65

2. 2 A

P360(PZ19E) 1 + 21 26.1 151(11)

P321 35 + 10 3.6 D

P361(PZ18) 1 + 37 27.2 190(11)

P322 37 + 50

-10.1 D

P362(PZ17) 1 + 89 26.0 151(11)

P323 34 + 40

-0.1 D

P363(PZ16) 2 + 39 19.3 1 90(11)

I P324 38 + 80

3. 4 D

P364(PZ15) 3 + 20 17.3 151(11)

P325 32 + 55 10.7 D

P365(PZ14) 3 + 70 23.7 190(11)

P326 Deleted from Program P366(PZ13) 4 + 15-

-1.1 151(11)

P327(K-1) 92 + 50

-0.0 8

P367(PZ12) 4 + 70 0.8 190(11)

I P328(K-2) 92 + 50

-4.4 C

P368(PZ11) 5 + 20 12.4 151(11)

P329(K-3) 92 + 50 1.3 (10)

P369(PZ10A) 5 + 20 12.5 189(11)

P330 97 + 50

-6.7 C

P370PZ10) 5 + 70

-1.0 189L11)

P331 97 + 50

-6.5 (10)

P371PZ9) 6 + 20 10.0 152(11)

P332(K-6) 102 + 50

-11.5 B

P372(FZ8) 6 + 69 8.5 190(11)

P333(K-7) 102 + 50

-0.3 C

P373(PZ7) 7 + 15 8.7 151(11?

i P334(K-8) 107 + 50 C. 8 C

P374(PZ6) 7 + 69 1.0 190(11i P335(K-9) 107 + 50

-5.7 (10)

P375(PZ5) 8 + 20 8.6 152(11 P336(K-10) 115 + 00

-9.2 (10)

P376(PZ4) 9 + 01 9.2 190(11 P337(K-11) 102 + 50

-8.9 (10)

P377(PZ3) 9 + 39 8.6 151(11)

P338(K-12) 100 + 00

-8.1 (10)

P378 99 + 93

-10.6 (9)

P339(K-13) 102 + 50 14.8 C

P379 180 + 93

-1.0 (9)

I P340 K-14 102 + 50 10.0 D

P380 181 + 18

-1.6 (9)

P341 PZ30 130 + 69 31.3 A

P381 319 + 70

-11.4 (9)

P342(PZ31) 130 + 82 30.4 A

P382 319 + 86

-10.0 (9)

I P343(PZ32) 130 + 95 30.2 A

P383 448 + 18

-5.4 (9) 9)

P344(PZ29) 650 + 99 20.3 172(11)

P384 448 + 43

-5.9 L

P345(PZ28) 651 + 59 17.0 190(11)

P385 448 + 85

-4,3 (9) 9)

I P346(PZ26A)651 + 90 24.9 190(11)

P386 570 + 35

-C.4 i

P347(PZ26) 652 + 46 18.5 190(11 P387 570 + 77 2.2 (9)

P348(PZ24A)652 + 94 26.5 190(11 P388 570 + 88 1.6 (9)

P349(PZ25) 652 + 95 27.3 151(11 P389(SP1) 225 + 88 11.1 243(11),(12)

I P350(PZ24))653 + 40 25.6 190(11 )

P390(SP2) 226 + 10 20.8 172(11),(12)

P351(PZ22A 653 + 94 26.6 190(11)

P391(SP3) 225 + 89 26.0 77(11),(12)

E I

EXHIDIT 3 Sheet 6 of 7 I

MAIN COOLING RESERVOIR PIEZOML'TER DATA d

E Reference Drawing: 9Y51 0-H-1163 Piez.

Enbank.

Tip*

Piez.

Embank.

Tip*

No.

Station Elev.

Location **

No.

Station Elev.

Location **

5 P392(TP1) 225 + 25

6. 8 293(11),(13)

P393(TP2) 226 + 69

5. 8.

293(11),(13)

P394 40 + 20 Later (15b)

I P395 40 + 20 Later I;15b) 15a)

P396 49 + 80 Later I,

P397 59 + 60 Later (15b) n P398 59 + 60 Later

.(15a) g P399 70 + 20 Later (15b)

P400 79 + 70 Later (15b)

I I

4 I

~

I I

~

I

I i I

~

I I

I

l EXHIBIT 3 Sheet 7 of 7 E

MAIN COOLING RESERVOIR PIEZOMETER DATA I

• Tip Elevation refers to bottom of screen.

• • 5ee Figure 3 for locations A, B, C and D with respect to embankment A=

Crest-downstream edge B=

Downstream berm I

Relief well line on other area away from toe except covered C=

by note 10.

D=

Near ficavy Haul Road l

~~.

NOTES:

(1) Left of embankment centerline per embankment section on Figure 3.

(2) N 361,399.61 E 2,946,267.22 I

(3) N 360,898.79 E 2,947,070.52 (4

N 361,017.51 E 7,947,895.63 (5

At upstream edge of crest.

(6 On upstream benn (inside Reservoir).

I I 7 On upstream floor of Reservoir near embankment toe.

I 8)

Approximate distance from upstream toe of embankment.

I9)

Along line of relief wells.

I

~

,l10)VicinityofKellyLakebeyondreliefwellline.

l pDistancedownsteamofembankmentcenterline.

I L

JInspillwaychute I

)J On bank of stilling basin I

i Destroyed or Damaged as of January 24, 1986.

(15) These piezometers were installed in June 1986 per recomendation frem Harra Engineering Co. for monitoring I_~

PADD.

The piezometers are located on edge of side slopes.

(a)

These piezometers are on. north side of ditch.

(b) These piezometers are on south side of ditch.

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I EXHIBIT 98 1534P A1500-RPT.1 7/18 JM I

800STON LIGHTING AND POWER COMPANY SOUTR TEXAS PROJECT RARIA INSTRUMENT MON!?0 RING SYSTEM ELEVATION 35 REPORT DESIGN NOTES ll All geotecnnical instrumentation monitoring data covered by 1.

I Specification 9Y510YS1004 and Attachment 1 (Barza Specifi-cation 15348-15) will be stored in data files for checking, analysis and distribution.

2.

The Program has been designed to be highly flexible with I

three linked stages.cf operations data storage, data analy-sis and data output. This allows modifications to any stage of the program to update, improve or adapt for new applications as necessary.

I 3.

Planned developments include electronic data input from the STP time history plots of any instrument or groups of in-struments and adaption for use on site based computer equipment.

4.

A User and Operation Manual will be developed.

Currently there is user-friendly menu system with fail safe option for non-equal operation of the program.

I 5.

Output format can be varied from graphical, (both printed and TWktroniz display) to tabular. ' Graphical output can be varied for number of graphs, length, width and data plot-ted.

I 6.

The following parameters, assumptions and simplifications are used in the data analysis for these displays Straight-line interpolation between piezometer bore-o hole data.

There is no manual interpretation of I

data.

Stratigraphical data from relief well boreholes not o

yet included.

I Sand lens plotted as continuous around the MCR which o

gives most conservative case for analysis.

Factor of Safety calculated for critical gradient of o

1.0.

I When the Factor of Safety for piezometric uplift pres-o sure exceeded, a flag is plotted at the piezometer.

o Where time dependent data (relief well flow or pie-I someter level) is unavailable, the program indicates "no data' but interpolates from the nearest available data points to plot the connecting lines. A limit of to stations applies.

I o

Ex cept for along Relocated Little Robins Slough (RLRS only plesometers adjacent to the line of relief wells have been plotted. Along RLRS, piezometers at the toe of the berm have been included. These will be identi-I fied.

7 The following modifications are required.

The sand lense, Factor of Safety line and piezometer o

I line do not plot from sta 0+00 until the first piez-ometer, P-23.

This will be corrected.

The seven new relief wells at Relly Lake, Sta 102+00 o

to Sta 107+00 are not yet included.

I Additional identification of areas will be added such o

as Relocated Little Robins Slough, Plant Area Drainage Ditch, Spillway etc.

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