ML20247D682
| ML20247D682 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 05/18/1989 |
| From: | Michael Ray TENNESSEE VALLEY AUTHORITY |
| To: | NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM) |
| References | |
| NUDOCS 8905250554 | |
| Download: ML20247D682 (51) | |
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TENNESSEE VALLEY AUTHORITY
- CHATTANOOGA. TENNESSEE 37401 l
SN 1578 Lookout Place MAY 181889 V'.S. Nuclear Regulatory Commission ATIN: Document Control Desk Washington, D.C.
20555 Gentlemen:
In the Matter of
)
Docket Nos. 50-327-
-Tennessee Valley Authority
)
50-328'-
SEQUOYAH NUCLEAR PLANT (SQN) -'CHICKAMAUGA RESERVOIR SEDIMENT DEPOSITION AND EROSION INFORMATION By letter dated August 15, 1988, NRC transmitted to TVA a safety evaluattan report. approving technical specification (TS) change 88-21.
TS 88-21 increased the ultimate heat sink temperature limit for SQN.
In the August 15. letter, NRC expressed a concern that the hydrological. design for the "new" essential raw cooling water intake station had not been formally approved by NRC.
NRC requested that TVA provide information on sediment deposition and erosion in the Chickamauga Reservoir during the postulated failure of the Chickamauga Dam.
The requested information is provided as enclosures to this letter.
If you have any additional questions on this matter, please call R. R. Thompson at-(615) 843-7470.
Very truly yours, TENNESSEE VALLEY AUTHORITY
\\w% b Manager, Nuclear Licensing and Regulatory Affairs Enclosures cc: See page 2 8905250554 890518 N
PDR ADOCK 05000327'.
I P
pnu y
- i An Equal opportunity Employer
l s
4-g-NY 18 lh00 U.S. Nuclear Regulatory Commission cc.(Enclosures)':
Ms.
S.~~C. Black, Assistant Director for Projects TVA Projects Division
'U.S. Nuclear Regulatory Commission One White Flint, North 11555 Rockville Pike Rockville, Maryland 20852 Mr. B. A. Wilson, Assistant Director for Inspection Programs TVA Projects Division U.S. Nuclear Regulatory Commission
. Region II
.101 Marietta Street, NH, Suite 2900 Atlanta, Georgia 30323 Sequoyah Resident Inspector Sequoyah Nuclear Plant 2600 Igou' Ferry Road-Soddy Daisy, Tennessee 37379
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Particle Site Analysis of Substrates in the Vicinity of Sequoyah Nuclear Plant for February, May, August, and Sove2ber 1932 Survey.
4
_ TRN Date Substrate characteristics ____
478.2*
483.4
_ 490.5 (1982)
February Depth (u) 13.5 4.0 9,5 Percent Noisture 37.22 30.72 50.79
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- 98. 01 99.90' Percent Solids (finer than 0.125 cm) 47.60 65.34 94.57 s ;l+
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'54.27 18.57 51.67 Percent Volatile Solids 7.79 1.27 6.28 Percent Solids (finer than 2.00 m) 100.00 96.28 100.00 Percent Solids (finer than 0.50 m) 99,46 34.99 99.17 Percent Solids (finer than 0.125 m) 96.75 5,81 96,17.
Percent Solids (finer than 0.063 ::a) 95.12 4.34 83.15 i
August Depth (m) 15.0 8.0 9.0 Percent Holsture 49.33 31.2B 47,B4 Percent Volatile Solids 7.21 5.15 6.26 Percent Solids (finer than 2.00 m) 100.00 100.00 100.00 Percent Solids (finer than 0.50 m) 99.90 99.14 100.00 Percent solids (finer than 0.125 m) 92.81 82.14 96.92 1
I Percent solids (finer than 0.063 m) 86.53 74,75 B5.65-Novecber Depth (m) 14.0 5.0 10.0 Percent Moisture 49.97 30.10 4 5.17 Percent Volatile Solids 3.36 3.78 6.09 Percent Solids (finer than 2.00 m) 100.00 100.00 100.00 l
Percent solids (finer than 0.50 m) 93.74 99.22 99.91 l
Percent Solids (finer than 0.125 m) 67.42 64.6 9 94.79 Percent Solido (finer than 0.063 ts) 66.>00 53.5D 81.66
- Substrate was saepled at IRN 480,8 in February 1982 rather than TRH 478.2, L___
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'6 ENCLOSURE 4 DESCRIPTION.0F ANALYSIS AND CONCLUSIONS l
u----
4-----------
b Reservoir Characteristics Following a Loss of the Downstream Dam An analysis was performe,d to estimate the concentration of suspended particulate at the ERCW' station forobay following a loss of the down-stream dam (Chickamauga Dam).
Sediment concentrations were estimated at the ERCW pump intakes, located at the streambed of the Tennessee River.
For the sediment analysis, Chickamauga Dam was postulated to fail at normal (April 15-June 30) maximum pool elevation 682.5.
Other assump-tions made for the loss of Chickamauga Dam analysis were as follows.
1.
Chickamauga Dam was postulated to fail totally and instantaneously.
2.
Discharge from Chickamauga Dam before failure was assumed to be 32,000 cfs (an average daily flow) based on 5 years of record for the April 15-June 30 period.
The surface elevation of the Tennesseo River at the Soquoyah site follow-ing failure of Chickamauga Dam was computed using TVA's Simulated Open Channel Hydraulics (SOCll) computer program (Referenco 1).
Figure 1 provides a plot of the water-surface elevation and velocities at the plantsite following Chickamauga failure.
This shows that the reservoir would drop to elevation 660 about 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> following failure.
l The water surface would drop to elevation 665 about 15 hours1.736111e-4 days <br />0.00417 hours <br />2.480159e-5 weeks <br />5.7075e-6 months <br /> following failure.
1 L
L... :...
The following assumptions were made in the sediment calculations.
4 1.
Based on samples from Chickamauga Lake during 1982, about 40 percent of the bottom sediment is silt and about 40 percent is sand, 2.
Clay-sized sediment was excluded from the analysis because it will remain suspended during this period.
3.
Silt-si2cd sediment is adequately represented by medium silt (0.016-0.031 inm).
4.
Very fine sand (0.062-0.125 mm) adequately represents the sand-sized sediment.
5.
All sediment particles are spherical grains with a specific gravity of 2.65.
6.
Vertical turbulence and sediment particle interaction does not affect settling velocity.
7.
Sediment concentration is uniform throughout the vertical profile.
Sediment concentrations for the ERCW pump intakes were estimated using the Laursen equation (Reference 2) and a modification factor for large streams (Reference 3).
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The Laursen equation relates sediment transport to the ratio of actual tractive force (T ).to critical tractive force (T ) at any time.
If T is less than T no transport occurs. The actual tractive force is a function of average channel velocity and stream depth (both obtained from the unsteady flow analysis).
Critical tractivo force is a function of grain shear velocity, which was computed using average stream velocity.
Silt and sand transport was computed for every hour for the first 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br /> following failure, then for 6, 8, 10, 12, 14, and 16 hours1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br />.
The maximum sediment concentration for the 16 hours1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br /> following dam fail-ure would be less than 2,000 parts per million (ppm) at the ERCW pump-intakes. Concentrations after 16 hours1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br /> would be less than 1,700 ppm.
Sediment concentrations at these levels are not expected to cause fouling in areas of. low flow in various plant systems; however, operator action can be relied upon to open valves as needed to flush out debris.
Therefore, this is not a problem. The estimated suspended silt and sand concentration in the main channel at the ERCW pump intakes versus time following failure is shown in Figuro 2.
Even though sediment concentrations are not extremely high, there is potential for significant deposition of silt in the excavated sump or forebay area at the front of the ERCW pumping station.
A detailed analysis of this situation will not be needed because even if the areas immediately adjacent to the ERCW pump suction elevation were heavily silted, the operating ERCW pumps would continuo to operate, forcing flow channels through the silt. The worst situation that could happen would
s..
be that the ERCW pumps initially on standby could not be restarted if silt were up to the elevation of the pump suction.
However, the required number of pumps would be started or continue operating immediately after dam failure and before detrimental silt buildup could occur.
Therefore,-
lack of operability of the additional ERCW pumps would pose no safety Concern.
For a Tennessee River flood, sediment concentration during extreme Tennessee River flooding would be similar to those produced by failure of Chickamauga Dam.
However, because channel velocities would be less than for the dam failure case, the potential for transporting enough sediment into the ERCW pump intake area to cause blockage is low.
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REFERENCES 1.
Garrison, J.
M., Gra,nju, J.
P.,
and Prico, J.
T., " Unsteady flow Simulation in Rivers and Reservoirs," Journal of the flydraulics Division, ASCE, Volume 95, No. HYS, Proceedings Paper 6771, September 1969, pages 1559-1576.
2.
Graf, Walter Hans.
flydraulics of Sediment Transport, Second Edition, New York, New York, McGraw-Hill Book Company, 1971.
3.
U.S. Army Corps of Engineers. HEC-6 Scour and Deposition in Rivers and Reservoirs, Users Manual, March 1977.
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