ML19350D840
| ML19350D840 | |
| Person / Time | |
|---|---|
| Site: | Perry  |
| Issue date: | 05/14/1981 |
| From: | Davidson D CLEVELAND ELECTRIC ILLUMINATING CO. |
| To: | James Keppler NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III) |
| Shared Package | |
| ML19350D841 | List: |
| References | |
| 10CFR-050.55E, 10CFR-50.55E, RDC-21(80), NUDOCS 8105190415 | |
| Download: ML19350D840 (3) | |
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.m THE CLEVELAND ELECTRIC ILLUMIN ATl!lG COMPANY P.o. Box 5000 e CLEVELANo. OHIO 44101 e TELEPHONE (216) 't2-9800 e ILLUMINATING BLoG.
e $$ PUBLIC SoVARE Serving Th q.io :he Nation Dalwyn R. Davidson
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VICE PRESIDENT May 14, 1981
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Mr. James G. Keppler-
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Director of Region III ~'
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799 Roosevelt Road 1.
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.H'c2c5 RE:
Perry Nuclear Power Plant Docket Nos. 50-440; 50-441 Final Report on Qualification Testing of Hilti Kwik-Bolts (RDC-21 (80)]
Dear Mr. Keppler:
This letter. serves as the Final Report as required by 10CFR50.55(e) concerning results of site qualification testing of Hilti Kwik-Bolts. B is item was initially reported by Mr. W. J. Kacer of the Cleveland Electric Illuminating Company and Mr. F.
R. Pech of Gilbert Associates, Inc., to Mr. C. C. Williams of your office on October 10, 1980.
Subsequently, details of this item were reported to you by two Interim Reports dated November 6,1980, and December 19, 1980. The Interim Report of December 19, 1980, indicated this Final. Report would be submitted by May 15, 1981.
The Interim Reports of November 6,1980, and December 19, 1980, have completely described the deficiency and corrective action which had been completed at that time.
However, for ease of understanding, the " Description of Deficiency" section below identifies each sis:e of Hilti Kwik-Bolt and the associated problem.
This description is based upon a summary of both Interim Reports.
Description of Deficiency Hilti Kwik-Bolt Qualification Test Reports of November,1978; July,1980; September,1980; and November,1980 have revealed that some installation criteria (torque values) and design data (ultimate capacity) for various diameters of bolts do not meet the requirements of Specification SP-208-4549-00.
The specific problem areas as identified within the Interim Report of December 19, 1980, are as follows:
Hilti Kwik-Bolt Problem Areas 1.
1 1/4" Bolt - Installation torque of 480 ft. lbs., which has been used at the Perry Nuclear Power Plant site, does not provide an initial slip load of 1.5 times the working load as required by Specification SP-208-4549-00.
2.
1" Bolt - Ultimate capacity of 22,850 lbs. in 3,000 psi concrete has not been achieved as required by the Specification SP-208-4549-00.
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- Mr. Jame3 G. Khpp10r j.,.. -- _
May 14~, 1981 3.
1/2". Bolt - Ultimate capacity as publich d by tha manufceturst h:2 nst been strictly achieved as required by the Specification SP-208-4549-00.
4 1/4" Bolt - Ultimate capacity as published by the manufacturer has not been strictly achieved as required by the Specification SP;208-4549-00.
Corrective Action Taken Corrective actions which have been taken'are detailed for each specific diameter of anchor which was identified in the. above section of this report. These actions
.are as follows:
1.
1 1/4" - The Specification SP-2 8-4549-00'hps been~ revised to increase the
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torque value for the 1 1/4" diameter Hilti Kvik-Eolt to 560 ft. Ibs. This value is established based upon the September and November,1980 qualifica-tion tests and has been implemented by issuance of the following Engineering Change Notices: 5760-20-756; 5761 "'3-1073; 5762-38-98; 5765-39-6G; 5768 481; 6319-49-211; 5780-68-23; 5775-90-101; and 6318-91-217.
2, 1" - The published ultimate capacity for the l' diameter anchor has been reduced to '20,820 lbs. for 3,000 psi concrete and 10" embedment.' This has been reported to the NRC by Hilti Fastening Systems, Inc., as required by 10CFR21 (see Appendix A of. attached CAI Report No. 2304). This reduced ultimate capacity has been incorporated in the Specification by issuance of the Engineering Change Notices, referenced in Item 1 above.
Since reduced values are now required to be used for future designs of 1" diameter anchors, design control measures have been implemented to assure that all design personnel are aware of this design change.
3.
1/2" - As indicated by the Interim Report of December 19, 1980~,'the installation of 1/2" diameter anchors was stopped by issuance of the following Engineering Change Notices:
5544-49-189; 5545-90-88; 5546 1004; 5547-44-453; 5548-39-59; 5549-38-92; 5550-20-740; 5551-91-194; and 5555-68-22. Also, design control measures have been implemented to assure that design personnel do not specify 1/2" diameter Hilti Kwik-Bolts for future use by contractors working to Specificatiou SP-208-4549-00.
4 1/4" - As indicated by the Interbn Report of December 19, 1980, ultimate capacity as established by qualification testing is up to 15% below published values for the 1/4" diameter anchor. However, as established 1.
by the attached GAI Report No. 2304, Section 3.1, this variation in results can be expected. Therefore, no further action is required.
Additionally, GAI Report No. 2304 provides an evaluation of all diameters of Hilti Kwik-Bolts installed prior to implementation of the above corrective actions. A statistical evaluation of existing concrete cylinder strengths for Category I concrete used at Perry was performed as part of the engineering evaluation detailed within GAI Report No. 2304 Specific details of this statistical evaluation are found in Sections 3.2, 4.8, and Appendix C of GAI Report No. 2304. This statistical evaluation indicates that the concrete strengths encountered in the September and November,1980 qualification tests are representative of Category I concrete throughout the plant. Therefore, the higher ultimate capacities (as compared to published values in 3,000 psi concrere) rahleved in these tests can be expected for all Category I concrete mix designs (/.ppendix C, Table 1, of CAI Report No. 2304). This is part of the basis for acceptance of existing anchor installations as detailed through-1' out Section 4.0 of GAI Report No. 2304
" May 14, 1981
,,Mr. Jame3 G. Idepplcr
~ hs Perry Projset, two In order that the abcve -logic be assured chroughout t
criteria must be assured. Tney are:
1.
Designers must not use Hilti published design data (ultimate capacity) for ecucrete strengths higher than 3,000 pai, regardless of Perry concrete design strength, unless further evaluation or qualification testing is Performed.
2.
Any new Perry mix designs.:ust be examined in light of GAI Report No. 2304, Section 4.8, as it relates to ultimate capacities of Hilti Kwik-Bolts.
r Design Control measures have been implemented to assure compliance with the above criteris.
Analvsis E Safety Implications As established by the attached GAI Report No. 2304, dated May 11, 1981, and entitled " Perry Nuclear Power Plant: Report on Evaluation of Hilti Kwik-Bolt Qualification Tests", all diameters of anchors considered by this Final Report have been shown to meet the design parameters as installed.
As detailed earlier in this Final Report, all required corrective actions have been completed. Analysis of this deficiency on Hilti Kwik-Bolts indicates that there will be no adverse i= pact on safety. Ultimate capacities for all sizes of Hilti Kwik-Bolts installed, in typical Perry concrete do achieve the theoretical ultimate capacities used for design purposes (i.e., 3,000 psi concrete values).
Perry designs do comply with the U. S. NRC I. E.Bulletin 79-02 which establirhed minimum requirements for this type of anchor.
Very truly yours,
^
r Dalwyn Davidson Vice President
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System Engineering and Construction DRD/ksz Enciosure cc:
Mr. Jack Hughes Resident NRC Inspector Perry Nuclear Power Plant Mr. Victor Stello, Director Office of Inspection and Enforcement U. S. Nuclear Regulatory Commission Washington, D. C.
20555 U. S. Nuclear Regulatory Commission c/o Document Management Branch Washington, D. C.
20555 l
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