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UNITED STATES f
NUCLEAR REGULATORY COMMISSION c.
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JUN 391883
') \\ f MEMORANDUM FOR: George' Lear, Chief
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Structural and Geotechnical Engineering Branch h
Division of Engineering Pao-Tsin Kuo, Leader THRU:
Structural Engineering Section B
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Structural and Geotechnical Engineering Branch Division of Engineering FROM:
Harold Polk, Structural Engineer Structural Engineering Section B Structural and Geotechnical Engineering Branch Division of Engineering
SUBJECT:
TRIP REPORT FOR IDVP/PG&E TECHNICAL / INTERCHANGE MEETING i
ON DIABLO CANYON, IN BOSTON, MAY 12, 1983 Harold Polk of the NRC staff and our consultant, P. C. Wang of Brookhaven National Laboratory -(BNL) attended a technical interchange meeting in Boston between the staff 6f the Independent Verification Program (IDVP) and Pacific Gas and Electric (PG&E). The meeting was held at the-Hilton Airport Hotel in Boston on May 12, 1983. A list of attendees is attached.
The purpose of the meeting was to discuss the following items with respect to the verification work currently undergoing by PG&E.
A.
Containment Building 1.
Polar crane / rail evaluation 2.
Containment shell/ base evaluation 3.
Equipment hatch evaluation B.
Turbine. Building 1.
Comments and questions on 4/22/83 2.
Phase 1 final report submittal C.
Control Room 1.
Local floor response of control room floor
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E George Lear JUN 3 01933 Containment Building Polar Crane The results of the analyses by PG&E/Bechtel at the request of the IDVP of the polar crane support was presented. The IDVP was concerned about the radial loads on the wheels due to the horizontal earthquake motion. The polar crane is essentially a pinned end frame; the out of plane horizontal earthquake would produce loads in the plane of the crane. The in-plane loads were computed using a time history analysis and found to be 215 kips maximum.
The supporting rail system was evaluated for this loading condition and found to be able to withstand a load of 266 kips. The capacity was controlled by the plastic bending moment at the junction at the web and the lower flange of the rail. This analysis showed that the crane system could withstand the earthquake motion that was calculated for the crane support points. A question was raised by Professor Holly pertaining to the assumptions of the brake forces acting on the wheels.
If other brake conditions are considered, i.e. only two wheels acting, the reaction forces may be higher.
Containment Shell Base Evaluation The IDVP was concerned that the flexural rotation of the containment sh611 at the base slab interface was large enough to produce cracking in the concrete.
The configuration of this interface was designed to allow rotation by supporting the soldier beams inside the concrete on a 1" thick neoprene pad.
In addition, a pad of neoprene is embedded along the edge of the wall.
The calculated rotations were larger than the rotations measured during the containment structural integrit'y test by 15%. The rotation calculated was about 1/2 degree.
PG&E claims that the neoprene pad at the edge of the containment shell would allow this movement. They concluded that the joint is adequate for the rotation.
Equipment Hatch Evaluation PG&E presented the results of their evaluation of the reinforcing steel around the equipment hatch opening. The analysis of the loop tension bars over the equipment hatch showed good agreement with the structural integrity test results.
Based on a finite element analysis the additional reinforcing at the hatch seems to be satisfactory.
b George Lear.
JUN 3 01983 Turbine Building The IDVP has issued 3 RFI's to PG&E requesting justification for evaluating the building against the Hosgri event only, use of a time history analysis and the basis for the design forces presented.
The rationale for evaluating the building for the Hosgri event and not the DDE event are the following. The Hosgri event response spectra envelopes the DDE event response spectra for the ground at 5% damping. The acceptance criteria for the Hosgri and DDE event are the same. The Hosgri spectra was increased by 10% to account for torsion. Based on the Hosgri SER (supplement) and ASLB ruling the Hosgri event is the design basis to be used.
Some modifications were proposed to the turbine building members along column lines 4 and 5 and column lines A thru G.
These modifications are necessary to reduce the design floor response spectra to the qualification spectra for the 4.1 KV switchgear. Work is continuing in this area.
Control Room Analysis is underway to produce the floor response spectra for the flexible control room floor. The floor is being reanalyzed due to the simplifications used in the original model for wall placements.
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Harold E. Polk, Structural Er.gineer Structural Engineering Section B Structural and Geotechnical Engineering Branch Division of Engineering cc:
R. Vollmer D. Eisenhut J. Knight P. Kuo T. Bishop, Region V P. Morrill, Region V M. Reich, BNL P. C. Wang, BNL H. Schierling B. Buckley
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