ML20038C754
| ML20038C754 | |
| Person / Time | |
|---|---|
| Site: | Palo Verde  |
| Issue date: | 11/25/1981 |
| From: | Van Brunt E ARIZONA PUBLIC SERVICE CO. (FORMERLY ARIZONA NUCLEAR |
| To: | Faulkenberry B NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION IV) |
| References | |
| 10CFR-050.55E, 10CFR-50.55E, ANPP-19550-GHD, DER-81-29, NUDOCS 8112140101 | |
| Download: ML20038C754 (3) | |
Text
e Docket Hos. 50-529/529/930 s
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50.%5(e) Report I
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P.o. Box 21666 PHOENIX, ARIZONA 85036 November 25, 1981 ANPP-19550-GHD/BSK U. S. Nuclear Regulatory Commission j. ; ' J~}Q*TN
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Attention:
Mr. B. 11. Faulkenberry, Chief
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Reactor Construction and Qw3 Engineering Support Branch
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Subject:
Final Report - DER 81-29 A 50.55(e) Reportable Condition Relating to Un Fuel Building Roof Truss Bolts Elongate Before Reaching Required Torque Value File:
91-019-026 D.4.33.2
Reference:
Telephone Conversatien between J. Eckhardt and G.11. Duckworth on November 3, 1981
Dear Sir:
Attached, is our final written report of the reportable deficiency under 10CFI 50.55(e), referenced above.
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E. Van Brunt, Jr.
APS Vice President Nuclear Projects ANPP Project Director EEVBJ r/ Gild : ske Attachment cc:
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U. S. Nuclear Regulatory Commission Attention:
Mr. B. H. Faulkenberry, Chief ANPP-19550-GHD/BSK November 25, 1981 Page 2 cc:
Mr. Victor Stello, Jr., Director U. S. Nuclear Regulatory Commission Office of Inspection and Enforcement Washington, D. C.
20555 J. A noc_al D. B. Fasnacht G. C. Andognini F. W. Hartley J. M. Allen A. C. Rogers B. S. Kaplan W.
E. Ide J. Vorees J. A. Brand A. C. Gehr W. J. Stubblefield W. G. Bingham R. L. Patterson R. W. Welcher R. M. Grant D. R. Hawkinson L. E. Vorderbrueggen Ms. Patricia Lee Hourihan 6413 South 26th Street Phoenix, Arizona 85040 4
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FINAL REPORT - DER 81-29 DEFICIENCY EVALUATION 50.55(e)
ARIZONA PUBLIC SERVICE COMPANY (APS)
PVNGS UNIT 2 1.
Description of Deficiency During the assembly of the Unit 2 Fuel Building roof truss structure on Column Lines FB and FC, 22 ASTM A490 bolts, 1" diameter x 6\\" long (approximately 11 each on the two trusses), failed to reach the required torque of 1,100 f6.-lbs.
II.
Analysis of Safety Implications The detailed Engineering review of the raquirements has indicated that the condition is safety significant and hence, reportable.
If left unrepaired, the two roof trusses may not have been structurally adequate under all postulated conditions to serve their safety-related function.
III.
Corrective Action The defective bolts were replaced following the standard repair procedure and documented by NCR CF-2833.
For future use of ASTM A490 bolts on this project, an inspection program to verify the tension in high strength bolts in structural steel connections is being implemented.
This inspection program will follow the intene of Subsection 6(d)(5) of the AISC specifications, dated April 26, 1978, for structural joints using ASTM A325 or A490 bolts.
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