ML20053A501
| ML20053A501 | |
| Person / Time | |
|---|---|
| Site: | Big Rock Point File:Consumers Energy icon.png |
| Issue date: | 05/21/1982 |
| From: | Ronaldo Jenkins CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML20053A496 | List: |
| References | |
| ISSUANCES-OLA, NUDOCS 8205260155 | |
| Download: ML20053A501 (12) | |
Text
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UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD 7
In the Matter of
)
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Docket No. 50-155-OLA CONSUMERS POWER COMPANY
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(Spent Fuel Pool
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Modification)
(Big Rock Point Nuclear Power Plant)
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TESTIMONY OF ROLFE B.
JENKINS CONCERNING O'NEILL CONTENTION II. C My name is Rolfe B. Jenkins, I am employed by Con-sumers Power Company as a Senior Staff Engineer in the Operating Services Department in Jackson, Michigan.
I have a Bachelor of Science Degree in Mathematics and a Master of Science and Doctor of Philosophy Degree in Engineering Mechanics, all from Michigan State University.
I am a registered professional engineer'in the State of Michigan.
Upon being graduated in 1973, I worked three years at Westinghouse Electric Corporation - Bettis Atomic Power Labora-tory in West Mifflin, Pennsylvania.
While working in the Light Water Breeder Reactor (LUBR) proj ect, I was responsible for core grid design, core component manuf acturing evaluation, core component assembly, and specific structural analysis for the evaluation of the as-built core structural components.
I was also responsible for the dynanic analysis and accelerator monitoring of LWBR fuel assembly shipments. This scope of work included converting digital finite element models into analog computer system redels to facilitate the evaluation of acceler-ation tape records into real time analysis of fuel assembly
, fa. e - - s.,.o N b b O $ 9 l {,-
(
. and associated shipping container transport loads, other phases of shipping container analyses included elastic-plastic evaluation of shipping container and fuel assembly components subjected to hypothetical accident conditions to include drop conditions.
I joined the Operating Services Department of Con-sumers Power Company (CPCo) in 1976.
As part of my duties I review and recomnend commercially available computer programs which CPCo uses to do power piping and general structural analysis.
I use and support others in the operating department in their use of such programs in the analysis and design of piping, mechanical equipne nt, equipment supports and other structural systems with regard to static, vibrational and seismic loadings.
I am respon-cible for providing technical support to the laboratory services with regard to equipment procurement and specification writing for the seismic testing of electrical components to IEEE 344, 1975.
With respect to the Big Rock Point plant in particular I have been responsible for the responses to the NRC Staff on IE Bulletin 79-02 (concrete expansion anchor bolts), 80-11 (masonry walls) and IE Information Notice 8 0-21 (seismic anchorage of equipment).
I pre-pared the analysis and design of some of the components under the auspices of IE Information Notice 80-21.
Other Big Rock Point activities conducted by the group under my supervision include cask drop analyses required for shipping cask movement.
Presently I am responsible for managing and coordinating the implementation of the Big Rock Point seismic qualification program.
This effort has resulted in an awareness of all analyses which are being conducted,
3 all modifications being anticipated and all design criteria being proposed.
Based on my educational background and work experience, I believe I am qualified to answer, in part, O'Neill Contention II.C. as it pertains to the seismic qualification of the overhead crane located inside the containment building at Big Rock Point. My testimony complements the testimony of Mr. Peter Yanev of EQE Incorporated, namely, a report dated April 14, 1982, entitled " Seismic Analysis of the 7 5-Ton Containment Crane" and a report dated May 7, 1982, entitled "On the performance of Large Gantry and Bridge Cranes in Past Earthquakes.
The Big Rock Point 75 Ton containment crane has been evaluated with respect to its capability to withstand the loadings associated with a seismic event.
That evaluation along with its conclusions have been documented in the April 14, 1982 report prepared by Mr. Yanev.
The EQE evaluation is a linear elastic analysis performed with the USNRC Regulatory Guide 1.60 seismic response spectrum with a zero period acceleration of.12 g.
An assumption of 7 percent critical damping was used.
The crane analysis is extremely conservative especially with respect to the damping employed.
For a loose assemblage of components as exist on the crane, the energy dissipation mechanisms are many.
Nonetheless the evaluation demonstrated that, based upon the boundary conditions (crane rail anchorage conditions) assumed, the overall structural integrity of the crane was ensured and that the e
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crane would remain stable and not tip over.
This con-clusion was reached regardless of whether or not the 24 ton fuel transfer cask was loaded on the crane hook and was also reached regardless of the location of the trolley on the bridge-girder or the position of the total crane assembly in the spent fuel pool area.
The crane analysis did nere uncertainties with respect to the capacity of the upper crane rail ancborage to withstand the large north-south shear loads imposed by the wheels on the crane rail.
This concern was relegated to further analysis or perhaps repair.
It is the purpose of the following discussion to briefly describe the crane rail anchorage, the analysis implications and the actions being considered by Consumers Power Company to eliminate the anchorage concern.
The upper crane rail consists of a No. 175 rail resting on the relatively flat surface of the top of the emergency condenser deck approximately 28 feet above the top of the spent fuel pool.
Over most of its length, the bottom of the rail sits flush with the emergency deck surface and rests on the concrete.
To the east side of the steam drum enclosure (the top of which is the emergency condenser deck) the crane rail projects out approximately 20 feet.
No concrete is directly under the crane rail at the emergency condenser deck elevation on this proj ection.
The crane rail is supported by a stiff steel beam which is in turn braced to the east wall of the s team drum enclosure.
~5-It is conceivable that during a refueling operation, the east wheel of the crane nay be on the steel supported crane rail while the west wheel will be on the much more s tiffly-concrete supported crane rail on the emergency condenser deck itself.
Analysis has concluded that under these circumstances a north-south seismic event can impose large shear loads into the crane rail support on the emergency condenser deck.
The bottom flange of the crane rail is restrained at approximately 3 foot intervals by clips.
These clips are about one-half inch thick steel and overlap the top of the bottom flange.
The clips themselves are fastened to the concrete of the emergency condenser deck by 1 inch diameter bolts.
There are both 1 and 2 bolt clips on the deck.
Generally, at the west end of the steam drum enclosure, double bolt clips are employed.
The following discussion pertains to such clips even though it nay be possible that a west crane wheel may be over a single bolt clip when the east wheel is on the steel supported crane rail but the implications of the following discussion still ' apply.
The EQE evaluation has determined that, for a double bolt clip, a 68 KIP north-south seismically induced shear load could result in a tensile load of 52 KIPS per bolt due to overturning and a 34 KIP load per bolt in shear.
The shear and tension do not occur in the same bolts at the same time.
These loads are well beyond the capacities of the bolts.
In addition, should the bolts be capable of
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_ _ _ _ _ _ _ _ _ _ _ _ _ sustaining such loads, the one-half inch thick clips would be subjected to very high bending loads.
By simplified linear elastic bending stress calculations, a bending stress of as high as 300 KSI has been computed.
This implies that rotation of the edge of the bottom crane rail flange could
" peel back" the clip over a bolt or perhaps fail the clip at the bolt centerline.
The exact nature of the bolts is not known.
They are most likely grouted-in anchors.
Assuming a four and one-half inch minimum embedment in 3000 psi concrete, it is e stima ted that the bolts have an average ultimate capacity of 15 KIPS in tension and 2 5 KIPS in shear.
Such capacities are less than the loads presently calculated to be imposed upon them by rigid and unf ailed clips.
It is recognized that the crane rail loads result from a very conservative analysis.
Higher damping could be considered.
Time-history analysis could he considered.
Non-linear plastic analysis could be conducted.
However, in view of the loads which have been computed and in view of the double bolt clip centerline distance, it has been concluded that the uncertainties inherent in aqy other analyses are at least as great as any margins of safety which could be established by them.
Therefore, no additional analyses are being considered.
Consumers Power Comparty does not consider the anchorage concern to be one which would compromise operation of the plant.
The frequency of earthquakes in northern
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Michigan does not warrant immediate concern.
In addition, a review of data and a physical inspection of similar cranes of similar anchorages in facilities which have been subjected to much more severe earthquakes than the.12 g USNRC Regulatory Guide seismic event generate confidence that the crane and its anchorage have a seismic structural capacity which cannot be analyzed into them by conventional methodologies.
In that respect, the crane is not regarded to be an immediate safety hazard.
It is the intention of Co7sumers Power Company to modify the crane rail in the near future to preclude any potential hazards which might exist around the fuel pool area.
The exact nature of the modification whether it be bumpers, reinforced concrete curbing or thicker clips and l
deeper bolts has yet to be determined.
However, that i
modification will be made before the fuel transfer cask is i
moved in the area over the spent fuel pool.
In the interim, the crane will remain away from the fuel pool area when it is parked and any movement of the crane in the area around pool for any purpose will be kept to a minimum.
More specifically, the foreseeable uses of the crane during this l
interim period are the changing out the fuel pool sock i
l filters and to load fuel into the TN6/3 shipping cask.
The change of the sock filters is a bi-monthly activity which l
requires the crane in the fuel pool area for about 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> l
per changeout.
The use of the TN6/3 cask is a one-time activity
. which will require the crane to be in the southwest corner of the fuel pool area for 2 to 3 hours3.472222e-5 days <br />8.333333e-4 hours <br />4.960317e-6 weeks <br />1.1415e-6 months <br />.
Under the foregoing circumstances, it is my view that the crane poses no undue hazards to the health and safety of the public.
I
PETER I, YANEV
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EDUCATION Massachusetts Institute of Technology:
M.S. Structural / Earthquake Engineering, 1970 University of California, Berkeley:
B.S. Civil / Structural Engineering, 1968 REGISTRATION California:
Civil Engineer Michigan:
Professional Engineer PROFESSIONAL HISTORY EQE Incorporated, San Francisco, California, President, 1981-present URS/ John A. Blume & Associates, Engineers, San Francisco, California, Vice-President, 1974-1981 Bechtel Power Corporation, San Francisco, California, Civil / Structural Engineer, 1970-1974 PROFESSIONAL EXPERIENCE Mr. Yanev has extensive experience in earthquake and structural engineering.
In these fields, he has managed large project teams of analysis and design engineers.
The scope of work has ranged from the analysis and design of nuclear power plants to commercial and residential buildings.
In the nuclear area, he has participated in the development of several plants, most of which are in highly seismic areas.
Mr. Yanev has performed the seis-mic and static analyses of the containment structure of the Limerick Nuclear Generating Station; the conceptual seismic design and analysis of all struc-tures and systems of the Mendocino Nuclear Power Plant, the analysis and de-sign of modifications for pipe break outside the containment structure of the Palisades Plant; a seismic analysis for the Super Phenix, the Expanded EBR-II, and EBR-II LMFBR vessels; review and development of the seismic analysis of BWR reactor pressure vessels; soil-structure interaction analyses and structural analyses of buried underground waste-storage tanks at Savannah River and Hanford Reservations; analyses of Category I equipment items; analyses of buried piping systems, and the reanalysis and modification of the Humboldt Bay, Indian Point Unit 1, Diablo Canyon Units 1 and 2 and Big Rock Point power plants for increased seismic criteria.
Mr. Yanev has been involved in seismic equipment qualification work since 1973, when he was responsible for all equipment qualification work at Bechtel Power Corporation, San Francisco.
He designed and supervised in-situ testing and analysis of the equipment and structuras of the Humboldt Bay Nuclear Plant. More recently, he was in charge of the testing and analysis of the 9
PETER I. YANEV PROFESSIONAL EXPERIENCE (Continued) critical equipment for the Rocky Flats Pla t in Colorado, and for the devel-opment of a new methodology for the qualification of equipment for the Seismic Qualification Utility Group.
Mr. Yanev has supervised the seismic strengthening of several industrial complexes, including risk assessment, preliminary design modifications and final design.
The scope has included structures and vital equipment systems.
Mr. Yanev's research and development projects have included full-scale test-ing of equipment, development of procedures for generating time histories to match design spectra, development of methods of analysis for soil-structure interaction, development of criteria and' methods for the testing and analy-sis of equipment for seismic qualification, development of methods and cri-teria for strengthening of existing facilities to resist earthquake-induced loads, seismic qualification and instrumentation of nuclear facilities, de-velopment of seismic design criteria for nuclear waste repositories, and other involvement in the nuclear waste management program under the Depart-ment of Energy.
He has also participated in several earthquake engineering research projec,ts under the sponsorship of the U.S. Geological Survey and the U.S. National Science Foundation.
Mr. Yanev has represented the U.S. Government at several seminars and scien-tific exchanges on earthquake engineering, including a CENTO seminar in Iran in 1976, and an NRC scientific exchange with Japan in 1979.
He is also actively engaged in the dissemination of public information on e cthquakes and carthquake hazards through numerous lectures and media appearances and a regular column in the San Francisco Chronicle.
In the field, he has personally investigated the effects of the 1971 San Fernando (California), 1972 Managua (Nicaragua),1973 0xnard (California),
1975 Lice (Turkey), 1976 Friuli (Italy), 1978 Miyagi-Ken-oki (Japcn), 1978 Bishop (California), 1979 Imperial Valley, 1980 Livermore (California), 1981 Eureka (California) and several other earthquakes.
AFFILIATIONS American Nuclear Society American Society of Civil Engineers American Society of Mechanical Engineers Consulting Engineers Association of California Earthquake Engineering Research Institute Structural Engineers Association of California Seismological Society of America Wind Engineering Research Council
PETER 1. YANEV PUBLICATIONS
" Earthquake Safety of Typical Industrial Concrete Tilt-up Structures," with S. Hom and M. Rojansky, presented at the Conference on Earthquake Hazards in the Eastern San Francisco Bay Area, Hayward, California, March 1982
" Earthquake Con cry," San Francisco Chronicle column (March 1980-present)
"The Miyagi-Ken-oki, Japan, Earthquake of June 12, 1978:
Effects on Rein-forced Concrete Structures," with J. A. Blume, Proceedings, AlCAP-CEB Symposium, Structural Concrete Under Seismic Actions, Rome, Italy (May 1979)
"The Miyagi-Ken-oki, Japan, Earthquake, June 12, 1978:
Reconnaissance Report," with C. Arnold, J. A. Blume, A. G. Brady, J. D. Cooper, B. R.
Ellingwood, H. H. Fowler, E. L. Harp, D. K. Keefer, C. M. Wentworth, Earth-quake Engineering Research Institute (December 1978)
" Engineering Response to Recent Destructive Earthquakes," with R. E. Scholl.
U.S. Geological Survey, Proceedings of the Conference V, Communicating Earthquake Hazard Reduction Information, National Earthquake Hazards Reduc-tion Program, Denver, Colorado (May 1978)
" Seismic Resistance of Equipment and Building Service Systems:
Review of Earthquake Damage, Design Requirements, and Research Applications in the USA," with R. E. Skjei and B. Chakravartula, Engineering Design for Earth-quake Environments, Proceedings, The Institution of Mechanical Engineers, London, England (November 1978)
" Earthquake," Shelter II, Shelter Publications, Bolinas, California, and Random House, New York (1978)
" Computer Programs in Earthquake Engineers," Preprint, ASCE Annual Con-vention, San Francisco, California (October 1977)
" Seismic Analysis and Design of Nuclear Power Plant Structures," with D. P.
Jhaveri, Central Treaty Organization Seminar on Recent Advances in Earth-quake Hazard Minimization, Tehran, Iran (November 1976)
" Seismic Design Practices for Concrete and Masonry Buildings," with J. P.
Nicoletti and S. A. Freeman, Central Treaty Organization Seminar on Recent Advances in Earthquake Hazard Minimization, Tehran, Iran (November 1976)
"The Lice Turkey, Earthquake of September 6, 1975: A Preliminary Engineer-ing Investigation," Earthqueke Information Bulletin, Vcl. 8, No. 2, U.S.
Geological Survey (March-April 1976)
"The Lice, Turkey, Earthquake of September 6, 1975 (Reconnaissance Report),"
Newsletter, Vol. 9, No. 6B, Earthquake Engineering Research Institute (November 1975)
" Seismic Review of Existing Nuclear Power Plants," with R. L. > byes and L. R. Jones,' Third International Conference on Structural Mechanics in Reactor Technology, London, England (September 1975)
PETER 1 YANEV PUBLICATIONS (Continued)
" Protection of Essential Mechanical Equipment in Seismic Areas " with B. Gonen, Fifth European Conference on Earthquake Engineering, Istanbul, Turkey (September 1975)
" Seismic Design / Analysis of Nuclear Power Plants," C' olden Gate Metals and Welding Conference, San Francisco, California (January 1975)
Peace of Mind in Earthquake Country, Chronicle Books, San Francisco, California (1974)
" Industrial and Power Plant Damage from the Managua Nicaragua, Earthquake of December 23, 1972," with R. O. Fbrsh, Structural Design of Nuclear Power Plant Facilities, Vol. 1, Ame,rican Society of Civil Engineers (1973)
" Industrial Damage -- Managua, Nicaragua, Earthquake of 1972," Proceedings, Earthquake Engineering Research Institute Conference on the Managua Earth-quake, San Francisco, California (1973)
"Managua, Nicaragua, Earthquake -- December 23, 1972," with R. O. Fbrsh, Summary Report, Bechtel Power Corporation (1973)
Response of Simple Hysteretic Systems to Random Excitation, with E. H.
Vannarcke and M. DeEstrada, }bsaachusetts Institute of Technology Report No. 70-66 (September 1970)
" Steady State Response of Elasto-Plastic Systems to Random Excitation,"
with E. H. Vanmarcke, Proceedings, Fourteenth South American Conference on Structural Engineering and Fourth Pan American Symposium on Structures, Argentina (October 1970) f
" Stationary Random Excitation of Simple Hysteretic Systems," with E. H.
Vanmarcke, American Society of Civil Engineers (December 1970)
" Response of Simple Inelastic Systems to Random Excitation," M.S. Thesis, Massachusetts Institute of Technology (June 1970)
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