ML20071P276
| ML20071P276 | |
| Person / Time | |
|---|---|
| Site: | Harris  |
| Issue date: | 05/26/1983 |
| From: | Parsons R CAROLINA POWER & LIGHT CO. |
| To: | James O'Reilly NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION II) |
| References | |
| CON-NRC-75 10CFR-050.55E, 10CFR-50.55E, NUDOCS 8306070400 | |
| Download: ML20071P276 (4) | |
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CP&L Carolina Power & Light Company P. O. Box 101, New Hill, N. C.
27562 co May 26, 1983 T
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-4 0 Mr. James P. O'Reilly NRC-75 United States Nuclear Regulatory Commission 3
/$3 Region II 00 101 Marietta Street, Northwest (Suite 3100)
TZ fu Atlanta, Georgia 30303 CAROLINA POWER & LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT 1986 900,000 KW - UNITS 1 & 2 BOLTED STRUCTURAL CONNECTIONS WITH EXCESSIVE CAPS AND ASTM A325 NUTS ON ASTM A490 BOLTS, ITEM 92
Dear Mr. O'Reilly:
Attached is an interim report on the subject item which was deemed reportable per the provisions of 10CFR50.55(e), on April 26, 1983. CP&L is pursuing this matter, and it is currently projected that corrective action and sub-mission of the final report will be accomplished by January 20, 1984.
Thank you for your consideration in this matter.
Yours very truly, gd';&
R. M. Parsons Project General Manager Shearon Harris Nuclear Power Plant RMP/sh Attachment cc:
Mr. G. Maxwell (NRC-SHNPP)
Mr. R. Prevatte (NRC-SHNPP)
Mr. V. Stello (NRC)
[c)WV B306070400 830526 6'$i, PDR ADDCK 05000400
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INTERIM REPORT 5
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BOLTED STRUCTURAL CONNECTIONS WITH EXCESSIVE GAPS AND ASTM A325 NUTS ON ASTM A490 BOLTS ITEM 92 i
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REPORTABLE UNDER 10CFR50.55(c) 1 t
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SUBJECT:
Shearon Harris Nuclear Power Plant / Unit No. 1 10CFR50.55(e), reportable deficiency, Bolted Connections With Excessive Gaps and ASTM A325 Nuts on ASTM A490 Bolts.
ITEM:
Bolted structural steel connections in the Unit No. 1 Turbine and Containment Buildings have gaps, or areas with 0% contact between mating surfaces in friction connections. The part of this problem concerning the use of A325 nuts on A490 bolts was previously found to be non-reportable and so reported on November 30, 1982 (CP&L letter NRC-26).
SUPPLIED BY:
Not a supplier-related deficiency. All structural connections concerned were field assembled.
NATURE OF DEFICIENCY:
The Turbine Building is seismically designed per Regulatory Guide 1.29, and the Containment Building is a Seismic Class I structure. All structural connec-tions were designed as friction type connections requiring solid seating of the mating surfaces. These connections were previously inspected and accepted.
DATE PROBLEM OCCURRED:
June 22, 1982.
DATE PROBLEM REPORTED:
On July 2, 1982, Mr. L. E. Jones notified the NRC (Mr. A. Hardin) that the item was potentially reportable.
On April 26, 1983, Mr. N. J. Chiangi notified the NRC (Mr. A. Hardin) that this item was reportable per the provisions of 10CFR50.55(e).
SCOPE OF PROBLEM:
A reinspection of the entire Turbine and Containment Buildings, including all structural connections where there was a potential for these gaps occurring, has been completed. An engineering evaluation had determined that the gaps would not occur in connections with beam end clips or plates lese than 5/8" thick.
In standard design, these clips deflect elightly under bolt tension to make contact with the adjacent mating curface.
Main support girder end clips were generally fabricated from 1" thick angle, and end plate thicknesses in some members exceeded 2".
A total of approximately 878 connections were reinspected in the Turbine Building and approximately 500 in the Containment, with gaps being found in approximately 154 and approximately 36, respectively.
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SAFETY IMPLICATION:
The inability of the end clips and end plates to 4
deflect under bolt tension, to close the mating surface gaps resulting from fabrication tolerances (allowing the girders to be fabricated slightly.
short for erection purposes) has two implications.
The lack of contact area may affect the slip resistance in the friction connection. But more importantly, where the aurfaces are not in contact, the bolt tension load is transferred to the weld attaching the clip or plate to the girder, potentially overstressing the weld.
REASON DEFICIENCY IS REPORTABLE,:
Reportable due to the magnitude of the problem plus the extensive evaluation and/or rework required.
CORRECTIVE ACTION:
Appropriate site technical procedures have been revised to specifically require inspection for mating surface gaps during erection.
Inspection and craft personnal have received additional training in inspection and erection of structural steel through formal classes and on-the-job training.
I Permanent Waivers (PW's) have been written, requiring i
engineering evaluation, for each deficient connection.
Each connection will be accepted "as-is", as not being significantly deficient, or repaired to make it acceptable, based on this engineering evaluation.
FINAL REPORT:
A final report will be issued when the evaluation and rework are complete. We now expect to issue a final report by January 20, 1984.
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