IR 05000546/1980002
| ML19309B329 | |
| Person / Time | |
|---|---|
| Site: | Marble Hill |
| Issue date: | 02/11/1980 |
| From: | Hawkins F, Hayes D NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III) |
| To: | |
| Shared Package | |
| ML19309B325 | List: |
| References | |
| 50-546-80-02, 50-546-80-2, 50-547-80-02, 50-547-80-2, NUDOCS 8004040046 | |
| Download: ML19309B329 (5) | |
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UNITED STATES C Y'
'n NUCLEAR REGULATORY COMMISSION
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GLEN ELLYN, ILLINOIS 60137
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U.S. NUCLEAR REGULATORY COMMISSION OFFICE OF INSPECTION AND ENFORCEMENT
REGION III
Report No. 50-546/80-02; 50-547/80-02 Docket No. 50-546; 50-547 License No. CPPR-170; CPPR-171 Licensee:
Public Service of Indiana 1000 East Main Street Plainfield, IN 46168 Facility Name: Marble Hill Generating Station, Units 1 and 2 Inspection At: Marble Hill Site, Jefferson County, IN Inspection Conducted: January 17 and 18, lo80 Inspector:
. Hawkins 2 /11 / 6 0
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Y// h Approved By:
'.~W. Hayes (C f
Engineering Support Section 1 Inspection Summary Inspection on January 17 and 18, 1980 (Report No. 50-546/80-02; 50-547/80-02)
Areas Inspected:
Follow-up on 50.55(e) item reported by the licensee; follow-up on previously identified inspection finding; review rif PSI report generated in response to Item 1 of the June 27, 1979 RIII Immeliate Action Letter; observation of preliminary waterproofing work in the /uxiliary Building.
Results: No items of noncompliance or deviations were identified.
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DETAILS
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Persons Contacted Public Service of Indiana (PSI)
T. R. Burns, Project Engineering Manager
- R. Turner, Quality Assurance Manager S. Farlow, Special Projects Engineering Supervisor A. Varney, Project Engineering - Civil Supervisor J. F. Frost, Area Manager - Auxiliary Building
- D. Ingmire, Quality Assurance Civil Superintendent D. L. Shuter, Quality Assurance Engineer T. L. McLarty, Supervisor-Construction Inspection
- J. Lefman, Audit Coordinator W. Minick, Quality Control Inspector M. Bright, Quality Control Inspector J. Hayes, Turbine Building Area Engineer R. Royer, Reactor Building Area Engineer D. Minks, Auxiliary Building Area Engineer G. K. Newberg Construction ~ Company (N-MH)
J. M. Coffman, Quality Control Supervisor T. L. Kueck, Production Coordinator J. Spann, Quality Control Inspector R. Alcon, Quality Control Inspector Other Personnel
- J. J Harrison, RIII Resident NRC Inspector V. Voigt, Sargent & Lundy Site Engineer G Hurst, Xypex Waterproofing Staff Engineer S. Sheck, Xypex Waterproofing Technical Representative
- Denotes personnel attending exit interview.
Correction to IE Report 50-546/79-26; 50-547/79-26 Section Entitled: Licensee Actions on Previous Inspection Findings reads, (Closed) Unresolved Item (546/79-26):
should read; (Closed) Unresolved Item (546/79-07-02; 547/79-07-02)
Other Inspection Areas:
Review of 10 CFR 50.55(e) Item Reported by the Licensee (Closed) (Reference IE Report 50-546/79-07; 50-547/79-07; Open Item 546/79-07-01; 547/79-07-01)
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The RIII inspector reviewed the December 13, 1979 Construction Technology
Laboratories' report concerning the shotcrete repair in the foundation slab of the Diesel Fuel Oil Storage Tank Chamber, Auxiliary Building. The results of the nondestructive ultrasonic tests performed on the repair area were evaluated by S&L and found to be acceptable.
This item is closed.
Functional or Program Areas Inspected Details of functional or program areas inspected are documented in the following sections.
1.
Review of the PSI Report: Evaluation of In-Place Concrete (Reference IE Report 50-546/79-19; 50-547/79-19)
In response to Item 1 of the June 27, 1979 Rill Immediate Action Letter (IAL), Public Service of Indiana (PSI) submitted a report prepared by Sargent & Lundy (S&L), entitled Evaluation of In-Place Concrete. The two volume report, dated November 20, 1979, contains the S&L evaluation of the in place concrete test data furnished by Construction Technology Laboratories, a division of the Portland Cement Association (PCA).
Item 1 of the RIII IAL specifically required PSI to, ".
randomly
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select and test a statistical sample, representative of both congested and other concrete volumes to assure with 95% reliability and 95%
confidence level, that concrete quality meets requirements." To satisfy this requirement, PSI selected 60 locations to be examined using the pulse-echo method of nondestructive examination. The results of these nondestructive tests and the subsequent destructuve tests are summarized in the following paragraphs.
Of the 60 areas which were nondestructively examined:
a.
the test results revealed no discontinuities in 36 locations.
b.
the test results for 16 locations showed evidence of localized concrete discontinuities which were attributed to reinforcing steel congestion, embedded pipes, and structural or reinforcing steel supports for embedded structural items.
the remaining eight locations were examined by destructive c.
testing means (i.e. coring). Visual inspection of the core samples confirmed that all discontinuities noted in the eight locations were due to excessive entrapped air. Tests for com-pressive strength, unit weight, and percent absorption were made on selected core segments from each of the eight areas. These test results are listed in Table 1.
Petrographic analysis of a-3-
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representative segment from each area was also performed. The results'of the petrographic analysis revealed that neither the concrete nor its constituents exhibited any abnormal properties.
In addition, cores were taken from five of the 36 locations determined to contain no discontinuities (paragraph a. above) and from two of the 16 locations in which(discontinuities)were attributed to embedded structural items (paragraph b. above). Visual inspection of these cores revealed no unacceptable discontinuities.
S&L states in the evaluation report that, "If they (discontinuities)
are localized and limited in size, they will not affect the strength, durablility, or leak-tightness of the concrete." and that, "Such localized discontinuities are not detrimental to the quality of the concrete'and are common in concrete construction." In summation, S&L concludes that, " Based on the review of the investigation carried out on the in place concrete,... the quality of the concrete in the structures at Marble Hill Station is acceptable."
The RIII inspector concurs with the conclusions drawn in the evalua-tion report and that the results of the nondestructive and destruc-tive tests establish the acceptability of the in place concrete at the Marble Hill site.
Item 1 of the June 27, 1979 IAL has been satisfactorily addressed by the licensee.
2.
Observation of Preliminary Waterproofing Work and Review of QA Implementing Procedures a.
The RIII inspector reviewed N-MH Procedure WPN-39 Revision 0, Concrete Sealing, and attended a training session conducted by Xypex Chemicals (Canada) Limited. The training session was to familiarize PSI and N-MH engineers and QC inspectors with the Xypex waterproofing material and its proper application in accordance with WPN-39, Revision 0.
Subsequent to the training session, the need to include additional quality requirements in to WPN-39, Revision 0 was identified by licensee personnel. The licensee stated that prior to use of this procedure in Category 1 areas, these additional requirements will be incorporated into the next revision to WPN-39.
b.
The RIII inspector observed the placement of Xypex waterproofing
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material at three locations on the 330' elevation in the Auxil-iary Building. This work was performed by the licensee to eval-uate the product and procedures to establish the feasibility of its use at the Marble Hill site.
No items of noncompliance were identified.
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Exit Interview The inspector met with the staff representatives (denoted in the Persons
- Contacted paragraph) at the conclusion of the inspection on January 18, 1980. The inspector summarized the scope and findings of the inspection.
The licensee acknowledged the findings.
Attachment 1 TABLE 1 Concrete Core Test Results Core No.
Compressive Strength Unit Weight Absorption (psi)
(pcf)
(% of dry weight)
17B-2 6,750 145 5.3 23B-1 6,400 149 5.9 30A-1 5,950 146 5.7 35A-3 6,450 148 3.4 36A-3 7,800 152 4.6 51A-2-
~6,500 148 6.2 53A-2 8,550 150 4.0 60A-1 7,200 152 6.2
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