ML20217Q306

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Forwards Three Copies of Operation Insp Rept for Safe Shutdown Impoundment Dam at CPSES
ML20217Q306
Person / Time
Site: Comanche Peak  
Issue date: 02/05/1998
From: Gotzmer J
FEDERAL ENERGY REGULATORY COMMISSION
To: Greeves J
NRC
Shared Package
ML20217Q297 List:
References
NUDOCS 9803120181
Download: ML20217Q306 (26)
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Text

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o FEDERAL ENERGY REGULATORY COI AMISSION ATLANTA REGIONAL OFFICE Parkridge 85 North Building 3125 Presidential Parkway - Suite 300 Atlanta, Georgia 30340 (770) 452-2360 FEB 031998 Mr. John T. Greeves NRC Dam Safety Officer U.S. Nuclear Regulatory Commission Washington, DC 20555

Dear Mr. Greeves:

Enclosed are three copies of the operation inspection report for the Safe Shutdown Impoundment Dam at the Comanche Peak Steam Electric Station.

Mr. Dan Rom furnished comments by E-Mail which were incorporated into a draft that was resubmitted January 5,

1998.

Mr. Rom responded by E-Mail February 3, 1998, and stated he had no additional changes to the report.

Sincerely, Tt te Y

Jerrold W. Gotzmer, P.E.

Director Enclosure 9803120181 980226 PDR ADOCK 05000445 G

pyn

Operation Inspection Report for Nuclear Regulatory commission Inspected by FERC Atlanta Regional Office Date of Inspection May 5.

1997 Dam (name)

Safe Shutdown Impoundment Dam Location comanche' Peak Steam Electric Station Granbury Texas (River or reservoir)

(state)

NRC Licensed Project paganche Peak Steam Electric Station Features of Dam and Impoundment Inspected Reservoir and eaualization channel Inspected by Wayne B.

King Accompanied by Messrs. carl corbin. William crowe, Bruce Turner. Don Woodlan. employees of the licensee, and Mr. Daniel Rom. Nuclear Regulatory commission.

Weather overcast, windv. temperatures in the high 70's summary This inspection covers the Safe Shutdown Impoundment Dam within the Squaw Creek reservoir at the Comanche Peak Steam Electric Plant.

The inspection included the dam, impoundment, and equalization channel.

No conditions were observed at the time of the inspection that could be considered an immediate threat to the safety of the dam or nuclear facility.

One condition that might be a future concern is the continued degradation of the surface rock on both slopes of the dam. fg observaticn of the dam and possible future actions regarding rock gbOR degradation was discussed in the exit meeting.

These and'other details regarding maintenance and surveillance are included in the text of this report.

FEB 051998 submitt.d NuwtW tayne B. ping, P.E.

l l'

! Project Description The Safe Shutdown Impoundment Dam (SSID) was constructed to provide a 30-day source of emergency reactor cooling water.

The site is located within the boundary of the Comanche Peak Steam Electric Station between Granbury and Glen Rose, Texas.

The SSID is a zoned earth and rockfill dam with an impervious core and upstream and downstream chimney filters (Figures 1 and 2).

The dam forms a 39.8-acre subimpoundment within the Squaw Creek reservoir at a normal pool elevation of 775.0 feet National Geodetic Vertical Datum (NGVD).

Crest elevation is 796.0 feet NGVD and length is 1,500 feet.

The maximum height is about 70.0 feet.

The top elevation of the impervious l

core and adjacent filters is 784.0 feet NGVD.

Both upstream and downstream slopes are 2.5 feet horizontal to 1 foot vertical (2.5 H, 2 IV).

The minimum reservoir available for the Safe Shutdown cooling water is 382 acre-feet at pool elevation 770.0 feet NGVD.

i SAFE SHUTDOWN IMPOUNDMENT DAM Table 1 Pertinent Data Sheet Reservoir:

Normal water surface elevation 775 feet NGVD i

Surface area @ 775.0 A NGVD 39.8 acres Volume @ 775 0 A NGVD 558 acre-feet Mmimum water surface elevation 770 fut NGVD Surface area @ 770.0 feet NGVD 30.8 acre-feet Volume @ 770.0 feet NGVD 382 acre-feet Hazard potential Low t

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TEX AS UTil,lTIES SElWICES INC.

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~2 SAFE SHUTDOWN IMPOUNDMENT DAM L AYOUT OF DAM AND SPILLWAY

l

. A.

Safety of the Project.

No deficiencies were noted during the inspection that could be considered as an immediate threat to the safety and stability of the Safe Shutdown Impoundment Dam (SSID).

All project features were accessed by walking.

Project features inspected include the SSID, portions of the reservoir rim, equalization channel, i

and general observation of the cooling water intake and discharge i

1 structures.

1.

Damm. Dikes, and Appurtenant structures.

The SRID was inspected by walking the crest, groins, and slopes.

Alignment of the crest, groins, and slopes appeared normal (Photographs 1, 2, and 3).

l No evidence of excessive or localized settlement was noted in the dam l

crest (Photographs 1

through 4),

and no indications of slope l

instability were observed in the upstream Safe Shutdown (impoundment side) or downstream Squaw Creek (reservoir side) slopes.

Slope conditions underwater were not observed or surveyed; therefore, no i

determination of conditions below the reservoir elevation was made l

during this inspection.

Conditions at the abutments and groins showed no signs of erosion, although some small vegetation is emerging (Photographs 5 through 8).

l One deficiency that is prevalent in the SSID is degradation of the surface rock in the outside shells of the embankment (Photograph 9).

While no beaching or localized settlement appears to have occurred due to this condition, continued degradation of the rock will probably result in maintenance and possible stability problems.

The licensee was requested to conduct a survey of the rock shell slopes to ensure no detrimental conditions exist underwater.

Also discussed was the need i

1

. to examine the rock slopes regularly for beaching, rock degradation, i

and slope instability.

When additional rockfill is required for slope repairs, the material should not be from the same source, and the licensee should conduct an evaluation of the rock for durability.

i Also, any additional rockfill should be sized using updated slope protection design criteria.

i The intake structure for the emergency cooling water is located upstream of the north abutment but off the dam embankment (Photographs 1, 2, and 6).

On the Squaw Creek reservoir side of the SSID (Photograph 10), a rock jetty separates and directs the main cooling water discharge away from the SSID and into the main reservoir.

Flow into the Safe Shutdown intake structure and discharge from the main cooling water discharge does not appear to have a physical impact on the SSID.

a.

Tmpoundment Rim.

The impoundment rim is mostly lined with scrub trees and bushes (Photographs 11 and 12).

Slope stability appeared adequate along the rim from the dam to the equalization j

channel.

Some erosion along the rim had occurred but appeared to be limited to beaching of natural soils at the elevation of the impoundment.

Upstream of the left abutment (Photographs 2 and 13) is the location of the impoundment intake structure.

Cooling water withdrawn at the intake structure from the SSID is circulated back into the impoundment farther upstream on the left rim (Photograph 14).

Note in Photograph 13 the upper reaches of the impoundment are also lined with small trees and bushes typical of the area.

l 1

. b.

3gyn11xation channel.

The equalization channel (Photographs 12 and 15) separates the safe Shutdown impoundment from the main Squaw Creek reservoir.

A concrete weir (Photograph 14) with a top elevation of 769.5 feet NGVD will retain the required volume of cooling water should the main reservoir be lost.

Along the equalization channel, no deficiencies in slope stability or erosion was noted.

Sedimentation in the canal and reservoir was deemed acceptable in a 1994 inspection.

2.

Instrumentation.

Instrumentation at the SSID initially included four piezometers and eight settlement monuments (Figure 3).

The settlement monuments and three piezometers are currently monitored.

Piezometers P-I-1, P-II-1, and P-II-2 show piezometric levels consistently above the main reservoir and impoundment levels (Figure 4).

The trends of piesometers P-II-1 and P-II-2 match each other fairly closely with levels appearing to merge with time and differences with the reservoir level diminishing with time.

P-I-1, however, shows higher piezometric levels and trends that do not match either the other piezometers or the reservoir levels.

Cleaning and testing of the piezometers should be conducted to determine performance capabilities.

Influences from rain infiltration and piezometer design and installation should also be evaluated.

Settlement since 1990 has been negligible with total settlement since construction about 0.12 foot.

Horizontal deflection of the survey monument has been negligible since 1986 with total deflection being about 0.12 - 0.14 foot.

The total horizontal deflection of SM 6 at about 0.24 foot is out of the norm; however, the data are not

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. l consistent between 1981 and 1983, suggesting disturbance of the monument during that period.

The licensee should also check the base monuments during the next survey to ensure accuracy and reliability of the monitoring program.

3.

Hasard Potential Classification.

The SSID in normal operating conditions has similar pool elevations on both " upstream" and

" downstream" sides.

Any failure of the SSID would only be of concern if the main reservoir was lowered or emptied.

Breach flows from a 1

failure of the SSID under those conditions would either be contained in the main reservoir or greatly attenuated before passing from project boundaries.

Therefore, the hydraulic hazard potential classification of the SSID is " Low."

In previous inspection reports, the consultants have incorrectly classified the hazard potential as "High."

4.

Consultant's safety Inspection Reports.

The licensee has also used consultants for inspections in 1992, 1993, 1994, and 1995.

The inspections by the licensee and its consultants appear adequate to find and correct dam safety deficiencies.

Past inspections have noted the levels and behavior of the piezometers and deterioration of the rock on the outer slopes.

No investigation to date has occurred to better understand the behavior of the piezometers.

5.

Licannee's Inspection Program.

The licensee has conducted regular dam safety inspections with licensee staff and consultants.

A formal checklist has been established for the annual licensee dam inspection, and procedures for the inspection of the SSID are listed in the licensee's Document PPT-SX-7517, titled " Safe Shutdown Impoundment j

Inspection."

Tha inspection program has revealed the conditions also f

. described in this repert.

The program appears sufficient to note any possible dam safety deficiencies.

B.

Operation and Maintenance.

1.

n===. Dikes, and Anpurtsnant structures.

The SSID appears to be maintained and operated properly.

Abutments and groins appeared normal, although some small vegetation is emerging.

The level of deterioration in the surface rock is not sufficient to require replacement.

The crest is well protected with a gravel road surface.

Erosion at the groins mentioned in previous inspection reports was not observed during this inspection.

2.

spillway antes and standby Power.

The project has no spillway gates, and therefore, standby power for emergency gate operations is not required.

3.

Power Plants.

There is no hydro generating plant at this project.

4.

RRERr7.9.ir.

The SSID is small (40 acres maximum).

Some slight erosion is evident in the natural soil formations at the reservoir edge.

The shoreline erosion is not sufficient to threaten th; operational requirements of the impoundment.

The impoundment, which has a design life of 40 years for sedimentation, is inspected annually by the licensee and has included a diver's inspection and measurements of sedimentation.

5.

Records.

Instrumentation data construction and design documents are maintained at the sites per NRC requirements.

Dam and embankment investigation and design data can be found in the licensee's i

. technical specifications, licensing documents, design documents, and drawings.

Tnstrumentation data and records, monitoring guidance, and inspection documentation can be found in past NRC inspection reports.

Documentation appears adequate, s.

- -vaency Action Plan.

Under hydraulic hazards present at the site, the dam would be classified as a " Low" hazard potential structure, so no FERC-type emergency plan is required.

Any breach in i

the SSID would be contained or greatly attenuated in the larger Squaw 4

creek reservoir.

C.

Environmental. Public Use. and safety.

The Safe Shutdown impoundment is closed to the public.

No additional actions to protect life and property appear to be required.

1.

Public Safety Plan.

N/A.

2.

Need for Action.

None.

3.

Environmental and Public Use Inspection.

No environmental or public use or public safety problems were noted.

The dam and the Safe Shutdown impoundment are closed to the public.

No additional actions are needed to protect life and property.

D.

Matters of commission Interest.

1.

Additions. Betterments. Leases. Retirements, or Reeded Extensions.

None.

2.

Requiring Commission Action.

None.

3.

Project compliance.

N/A j

E.

Findings and Follovun Actions.

The inspection revealed no conditions that might adversely affect the immediate safety of the project.

As the surface rock on the outer shells of the SSID

. deteriorates, new rock will be required to repair deficient areas.

Any new rock should be evaluated for durability and be sized for fetch and wave run-up determined from updated design criteria.

ilezometers should be tested and evaluated as to the cause of the readings above reservoir levels.

Survey base monuments should be checked to ensure the accuracy of the data.

Lastly, the licensee should inspect and/or survey the slopes underwater to ensure the quality of the outer shells of the SSID.

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'4 Photograph 3 05/05/97 Squaw Creek reservoir side of SSID.

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