ML20140D155
| ML20140D155 | |
| Person / Time | |
|---|---|
| Site: | Turkey Point  |
| Issue date: | 01/22/1986 |
| From: | Eric Thomas BECHTEL GROUP, INC., FLORIDA POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML20140C819 | List: |
| References | |
| OLA-2, NUDOCS 8601290199 | |
| Download: ML20140D155 (12) | |
Text
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,IS UNITED STATES OF AMERICA 7
NUCLEAR REGULATORY COMMISSION
, "y BEFORE THE ATOMIC SAFETY AND LICENSING BOARD
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In the Matter of
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Docket Nos. 50-250 OLA-2 FLORIDA POWER & LIGHT COMPANY
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50-251 OLA-2
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(Turkey Point Nuclear Generating
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(Spent Fuel Pool Expansion)
Units 3 & 4)
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AFFIDAVIT OF EUGENE W. THOMAS ON CONTENTION NO.6 1.
My name is Eugene W. Thomas.
I am employed by Bechtel Power Corporation, Eastern Power Division, as a structural engineer and supervisor on the Civil / Structural Engineering Staff.
As part of my duties, I supervised the structural evaluation of the Turkey Point spent fuel pools, which was part of the overall design development for increased spent fuel capacity of the pools.
A summary of my professional qualifications and experience is attached as Exhibit A and is incorporate' herein by reference.
2.
The purpose of my affidavit is to address Con-tention 6.
Contention 6 and the bases for the Contention are as follows:
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Contention 6 The Licensee and Staff have not adequately considered or analyzed materials deterioration or failure in materials integrity resulting from the increased generation and heat and radioactivity, as a result of increased capacity and long term storage, in the spent fuel pool.
Bases for Contention The spent fuel facility at Turkey Point was originally designed to store a lesser amount of fuel for a short period of time.
Some of the problems that have not been analyzed properly are:
(a) deterioration of fuel cladding as a result of increased exposure and decay heat and radiation levels during extended periods of pool storage.
(b) loss of materials integrity of storage rack and pool liner as a result of exposure to higher levels of radiation over longer periods.
(c) deterioration of concrete pool structure as a result of exposure to increased heat over extended periods of time.
Specifically, the purpose of my affidavit is to address material deterioration or failure in materials integrity of the liner and concrete pool structure due to heat from the increase in capacity l
of the Turkey Point spent fuel pools.
Other issues raised by Contention 6 are addressed in the Affidavit of Daniel C. Patton I
on Contention Nos. 6 and 8 (heat generation in the spent fuel pool), Affidavit of Rebecca K. Carr on Contention No. 6 (materials deterioration or failure in materials integrity of the liner and concrete pool structure due to radiation), and Affi-l 4
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davit of Dr. Gerald R. Kilp on Contention No. 6 (materials deterioration or failure in materials integrity of the fuel
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assemblies and storage racks).
3.
The generation of heat in the spent fuel pool raises two issues regarding the integrity of the concrete pool structure and liner.
The first issue pertains to the thermal stresses induced in the structure as a result of the temperature 1
l differential between the pool water and ambient conditions, and the second pertains to materials integrity.
Each is discussed below, preceded by a description of the concrete pool structure and liner.
I.
Descrintion of the Concrete Pool Structure and Liner
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4.
The spent fuel pool structure is rectangular in shape with inside dimensions of 25'-4" x 41'-4" and approximately
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40 feet high.
A 4-foot thick cross wall on one end of the pool separates the storage area from the refueling canal.
The walls 4
and floor are constructed of reinforced concrete with 1/4-inch thick stainless steel liner plate covering the entire inside surface of the pool.
With the exception of a 3-foot length of wall on either side of the refueling canal which is 18 inches thick, the walls range from 3 feet to 5'-6" thick.
The floor of the pool, which also serves as a base mat at grade, ranges in 1
J thickness from 3'-0" to 4'-6".
4-5.
The spent fuel pool liner plate is ASTM (American j
Society for Testing and Materials) A-240 type 304 stainless 4
steel.
Stainless steel shapes and bars are ASTM A-276 or A-479 (Type 304) or AISI (American Iron and Steel Institute) Type 302 or 304.
Stiffeners and anchorage attachments for embedments (studs and threaded rods) are ASTM A-36.
Concrete is manufactured in accordance with ACI (American Concrete Institute) 301.
The main constituents of the concrete are ASTM C-150 Type II cement and aggregate meeting the requirements of ASTM C33.
Reinforcing steel is ASTM A-15, Intermediate Grade.
I II.
Evaluation of Thermal Stresses 6.
The load-carrying capacity of the pool structure was evaluated by conducting a detailed computer analysis as part of the overall evaluation of the pool for increased capacity.
Using the ANSYS Program, which is a public-domain, industry-recognized standard structural analysis technique, the pool structure was mathematically modeled as a large number of solid finite elements with sufficient detail to accurately capture I
response to load.
All loads imposed on the structure were considered, including the effect of heat from the pool water as well as all postulated extreme environment conditions, ac addressed in the original licensing documents.
Thermal effects t
were not a specific concern since the increased capacity of the pool results in only minor variations of the original design i
condition, but were included to provide an entire load identifi-4
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cation of the structure.
Water temperatures in the pool for the operating, abnormal and postulated boiling conditions (212 F) 0 were considered.
Since the most severe loads on the structure due to heat are caused by temperature gradients (i.e., large temperature differences on opposite sides of the pool walls), the ambient temperature outside the pool was assumed to be as low as 0
0 30 F, resulti.1g in a gradient as much as 182 F through the wall thickness for analytical purposes.
7.
The 30 F temperature specified on the outside surface of the pool is extremely conservative for the site environment of southern Florida.
A review of 33 years of meteorological records for that area indicated that the lowest mean five consecutive days' temperature was 48 F.
Thermal conductivity analysis shows that for a 3-foot thick wall, a steady state temperature gradient condition for the worst postulated temperatures would take five days to develop. The review of the 33 years of records also indicated that the lowest recorded temperature was 31 F, which lasted only three hours.
8.
Using methods addressed in ACI Committee 349 Report, " Criteria for Reinforced Concrete Nuclear Containment Structure," ACI Journal, January 1972, the loads from the computer analysis were converted into reinforcing steel and concrete stresses at various critical locations on each of the walls and the floor.
These stresses were shown to be within the licensing condition imposed on the original design as identified
in the FSAR. 1/
Further, the analysis shows that the pool maintains its structural integrity even under severe conditions of postulated boiling water combined with the effects of the design earthquake.
9.
The liner plate was conservatively not considered 4
to provide structural capability in the structural analysis of the pool.
However, a separate analysis was conducted to deter-mine the effects of thermal, hydrostatic and hydrodynamic loads on the functionality of the liner plate system.
This analysis reviewed the buckling potential of the liner plate, as well as stresses in welds and embedded metal associated with the liner i
system.
The analysis showed that there would be no loss of function under all postulated conditions.
10.
In summary, the pool was analyzed considering the thermal and mechanical effects of the increased spent fuel capacity for normal, abnormal and postulated boiling water conditions, in conjunction with postulated accident conditions as specified in the original design.
The results of the analysis demonstrate that the pool structure meets the original licensing acceptance conditions and maintains its structural integrity.
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Turkey Point Units 3 and 4, " Updated Final Safety Analysis Report", Docket Nos. 50-250 and 50-251, Appendix SA.
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1 7-III. Materials Degradation of the Concrete Pool Structure q
and Liner 11.
The increased capacity of the pool does not create a new concern regarding deterioration of the concrete pool structure, including the liner plate, as a result of exposure to increased heat over extended periods of time.
The thermal environment was taken into consideration in the selection of
,s materials during the initial design process.
12.
Stainless steel was chosen for the liner plate 1
because of its demonstrated ability to perform in various nuclear power plants and other applications, including those subject to much more severe thermal environments than that of the spent fuel pool.
Stainless steel maintains its integrity and long-term stability at temperatures in excess of 1000 F, which is far above i
that expected in the spent fuel pool.
Reductions in strength occur with increased steel temperature; however, for the temperature under consideration (212 F and less), no appreciable r
l reduction occurs. 2/
13.
The conertP.e and reinforcing steel of the spent 4
i fuel pool are also capable of maintaining their integrity, dur-l ability and long-term stability under the thermal environment l
imposed by the increased pool capacity.
Concrete exposed to
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elevated temperatures will exhibit some changes in its charac-1 l
teristics.
Such changes are dependent on the type and nature of 8
the concrete constituents and on the proportions in which these 2/
ASME Boller and Pressure Vessel Code,Section III, Nuclear Power Plant Componentr., Division 1, Appendix I.
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constituents are combined.
For concrete materials, such as those in the Turkey Point spent fuel pool structure, which have met the minimum requirements of the controlling ASTM standards and are combined in accordance with appropriate ACI guidelines, tempera-tures below approximately 300 F have an insignificant effect on their properties.
A limestone-type aggregate and portland cement, both of which meet appropriate ASTM standards, were used in the Turkey Point spent fuel pool concrete.
ACI guidelines as previously identified were employed for proportioning and mixing i
processes.
14.
Free water, which is the result of excess water available in the wet concrete mix not utilized in the hydration process, can be a concern for some structures with temperatures 0
above approximately 200 F.
However, in the case of Turkey Point spent fuel pool concrete structure, more than adequate time (the plant has been in operation for more than a dozen years) has been available for any free water, which was not utilized in the hydration process, to egress.
Therefore, free water does not present a concern with respect to the concrete pool structures at Turkey Point, and these structures will not be adversely affected by the heat generated in the spent fuel pools.
Unless the l
l concrete is saturated with moisture (which is not the case at i
0 Turkey Point), temperature on the order of 300 F will have an insignificant effect on the mechanical properties of the concrete, including its strength.
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Finally, the reinforcing steel in the concrete pool structure is similar to other steels in that it maintains its integrity and stability at temperatures far above that which will be experienced by the pool structure.
Consequently, any reduction in strength of the reinforcing steel as a result of the heat loads experienced in the spent fuel pool will be insigni-ficant.
IV.
Conclusions 16.
The concrete pool struccure and liner were evaluated to determine whether they could withstand the thermal stresses and heat loads expected as a result of the spent fuel pool expansion.
It was determined that the concrete pool structure and liner would maintain their integrity given the maximum temperature differentials expected for the Turkey Point spent fuel pool.
Furthermore, both the liner and the pool structure consist of materials which are widely used in the nuclear industry and have a proven ability to withstand the heat loads expected in the Turkey Point spent fuel pool without appreciable degradation.
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FURTHER AFFIANT SAYETH NOT The foregoing is true and correct to the best of my knowledge, information and belief.
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,. Eugene W.' Thomas STATE OF MARYLAND
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COUNTY OF MONTGOMERY)
Subscribed and sworn to before me this MM day of (hm 1986.
My commission expires: My t -1. don Exames Jule1,1986 i
NOTARY PUBLIC
' EXHIBIT A STATEMENT OF PROFESSIONAL QUALIFICATIONS OF EUGENE W. THOMAS CURRENT POSITION Civil Staff Supervisor, Bechtel Power Corporation EDUCATION BSCE, Drexel Institute of Technology, 1964 MSME, Drexel Institute of Technology, 1969
SUMMARY
3 Years Civil staff supervisor, Bechtel, 1982-Present 2-1/2 Years Civil group supervisor, nuclear power plant' Bechtel, 1979-1982 l
3-1/2 Years Deputy civil group supervisor, nuclear power plant, Bechtel, 1976-1979 2-1/2 Years Group leader, nuclear power plant, Bechtel, 1973-1976
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3-1/2 Years Engineering specialist, nuclear power plants' Bechtel, 1970-1973 l
6 Years Senior dynamics engineer and dynamics engineer, Boeing, 1964-1970 EXPERIENCE WITH BECHTEL l
Mr. Thomas is currently serving as a civil staff supervisor with the Civil Engineering Department for the Eastern Power Division.
In this position, he provides assistance to the chief civil engineer, reviews the technical adequacy of engineering design for both fossil and nuclear power plant projects, develops design methods and standards for use by the Division, and acts as a l
consultant to the various projects in resolution of difficult or unusual problems. Mr. Thomas is also a member of Bechtel's Dynamics Committee, which establishes criteria for seismic analyses and design criteria for vibrating and rotating equip-ment.
Previously, Mr. Thomas was assigned as civil group supervisor for the multi-unit SNUPPS project, 1150 MW PWR nuclear units, involving several utilities.
He was responsible for design for the powerblock and safety-related site structures, technical resolution of field problems, preparation of specifications and bid packages, technical evaluation of bids, and review of vendor i
drawings for civil related items.
In earlier assignments to SNUPPS, Mr. Thomas was deputy group supervisor and reactor building group leader.
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As an engineering specialist, Mr. Thomas was involved in piping whip restraint design, miscellaneous concrete and structural steel design, and FSAR preparation for Millstone Nuclear Power Station's 870 MW PWR Unit 2 for Northeast Nuclear Energy Company.
He also worked on pipe whip restraint design for the Davis-Besse Nuclear Power Station 900 MW PWR Unit 1 project for the Toledo Edison Company /The Cleveland Electric Illuminating Company; seismic analysis of the auxiliary and control buildings, pipe hanger design and miscellaneous concrete and structural steel design for the 693 MW PWR Turkey Point Plant Units 3 and 4 for Florida Power & Light Company; and seismic analysis of the containment for the Edwin I. Hatch Nuclear Plant, two 800 MW BWR units for Georgia Power Company.
EXPERIENCE WITH BOEING Prior to joining Bechtel, Mr. Thomas was a senior dynamics engineer and dynamics engineer.
Using flight test data, finite element and other analytical methods, he determined dynamic characteristics of air frames.
He also prepared computer programs for predicting rotor dynamic loads on helicopters and for determining structural natural frequencies for large models.
PROFESSIONAL MEMBERSHIPS National Society of Professional Engineers, American Concrete Institute REGISTRATION Registered Professional Engineer in Maryland, Missouri, and Kansas l
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