IR 05000289/1972009
| ML19260A113 | |
| Person / Time | |
|---|---|
| Site: | Crane  |
| Issue date: | 06/02/1972 |
| From: | Folsom S, Howard E, Varela A NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION I) |
| To: | |
| Shared Package | |
| ML19260A104 | List: |
| References | |
| 50-289-72-09, 50-289-72-9, NUDOCS 7910290732 | |
| Download: ML19260A113 (6) | |
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O U. S. ATOMIC ENERGY COMMISSION DIVISION OF COMPLIANCE
REGION I
CO Inspection Report No.
50-289/72-09 Subject:
Metropolitan Edison Company
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Three Mile Island Unit 1 License No. CPPR-40 Location: Three Mile Island, near Middletown, Priority Pennsylvania Category B
Type of Licensee: PWR 831 MWe (B&W)
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Type of Inspection: Special, Unannounced (Ring Girder Repair)
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Datos of Inspection:
May 4, 1972 (h Dates of Previous Inspection: April 27-28, 1972 i
Principal Inspecto :
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[ -2 - 7fs
. A. Fo Reac Inspector Date
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2. - 7 L Accompanying Inspectors:
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A.A.Darela,ReactorInshetor Date-s.
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Date Other Accompanying Personnel: None Date Reviewed By:
E. M. Howard, Chief, Reactor Construction Br., RO:I Date Proprietary Information:
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-W SECTION I Enforcement Action Construction joint elevations and concrete keys are not in accordance with construction drawings.
(Section II, Paragraph 3.a)
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Licensee !.ction on Previously Identified Enforcement Matters None Unresolved Items
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Concrete voids have been identified in the South 1800 section of the j
containment building ring girder. Two-inch diameter drill cores taken along construction joints beneath the upper and lower dome tendon i
bearing plates indicate d'rt and/or laitence along the joint which
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j prevents bonding.
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Status of Previously Pecorted Unresolved Items Work is continuing on the North 180 segment of the ring girder repairs.
U-This item remains unresolved.
(Section II, Paragraph 2)
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Design Changes
None Unusual Occurrences None Persons Contacted AEC
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L. L. Beratan, RO:HQ S. A. Folsom, RO:I H. E. Schierling A. A. Varela, RO:I CAI D. K. Croneberger D.'D. Krause K. E. Nodland W. F. Sailer
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1479 342
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O-3-GPU
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J. J. Connelly i
W. T. Gunn R. W. Heward H. I. Stewart l
J. H. Wright B. G. Avers M. J. Stromberg Management Interview A.
The licensee stated that the South 180 ring s'.rder investigation is still in progress; however, the licensee stated that they still do not have a full grasp of the problem. GAI is continuing their investigation with two-inch diameter cores along the horizontal
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construction joints to study the interior location and bond condi-tion.
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B.
Mr. Schierling stated that L expects a report from Met Ed on the i
South 1800 ring girder segment.
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The licen::ce stated that, last week, Mr. Varela was informed of the start of the investigation of the " dirty" joint with two-inch diameter core drilling.
Seven cores, each on the 2/3 and 3/4 levels, had been taken but core evaluation by PTL is lacking. Dirt pockets against the outar forms were removed and concrete chipped up to about 12 inches maximum, then drilled 30 inches with a two-inch diameter i
bit to study the condition along the construction joint. Cores will be visually inspected by a PTL concrete specialist for soundness of
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concrete and bond condition along the joint.
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D.
The licensee re-stated that GAI's preliminary analysis on strength of the ring girder assumed no bond at the construction joints.
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-4-SECTION II Prepared By:
A. A. Varela
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Additional Subjects Inggatted, Not Identified in Section I, Where No Deficiencies or Unresolved Items Were Found
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1.
General The primary purpose of this inspection was to determine the status of the containment building ring girder repair on the North 1800 portion; to obtain photographs of the repair; to observe the extent
of voiding and lack of consolidation on the South 1800 portion of
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the ring girder; to obtain information on the investigation being
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made on the South 1800 portion; and to take photographs of the
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South 180 portion. This information was needed for apprising DL on the entire ring girder.
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Details of Subjects Discussed in Section I
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Status of Repair on North 1800 Portion Segments I and II, lower and upper single dome tendon areas, aggregating 900, have been completely repaired and concrete has
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l been replaced.
Two of three Segment III double dome tendon eress are in the final stages of concrete excavation and one segment has
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concrete excavation completed and repair has started on the damaged
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i tendon conduits. All of the rebar in the double dome tendon ar-ds I
had been removed, including the dome tendon spirals to facilitate l
excavation. No rebar has been replaced in any Segment III area.
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3.
Concrete Voids / Lack of Consolidation South 1800 Portion
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a.
Mislocated Construction Joint Three construction joints between Lifts d2 and #3, Lifta 43 and
- 4, and Lif ts d4 and d5 have been chipped out where dire pockets existed on the outside face of concrete. All three joints at the outside face of the ring beam ware observed to be mis-located, some as much as one foot above and or.3 foot below the intended location.
Investigation by core drilliag at 15 loca-tions with two-inch diameter thin shell diamond bits has been undertaken to study bond condition in the joint interior and to determine interior joint location at Lifts #2 and 63 and Lifts 43 and d4 O
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Bearing Plate and Tendon Sheath I
Concrete chipping at surface voids and unconsolidate.d concrete i
I areas under the dome bearing plates and at the sides of some
,I dome spirals had reached apparent sound concrete at varying
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depths with maximum about twelve inches. Twenty-four one-inch i
diameter cores were taken under the bearing plates to determine
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if voids and/or unconsolidated concrete existed under the
,1 spirals. The inspector was informed by Met Ed that core analysis by a PTL concrete specialist has not yet been made, but GAI has
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planned the ivestf.gation based on the drillers reports and field
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inspector's comments.
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Management Briefing on South 180 Investigation ii The li'censee stated that the investigation on the South 180 portion I
was under the direction of Gilbert Associates, and weekly meetings are being held,at the site between Met Ed/GPU, GAI, and UE&C to
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plan the investigation and to discuss the findings obtained to date.
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Although all the concrete cores have not been examined and reports prepared by PIL, the investigation is continuing in the field while (])
GAI conducts ring girder strength analyses. The licensee stated
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that GAI's first preliminary analysis indicated that ring girder strength is adequate without concrete bond at construction joints; however, the licensee stated that they do not have a full grasp of
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the problem; therefore, GAI has directed that more two-inch diameter
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cores be taken while they analyze ring girder strength by two addi-
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tional methods. The licensee added that, if final analysis shows
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that construction joints must develop full bond strength, the two-inch diameter core holes will be used to clean out the joints, then to inject grout for bonding.
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1479 345
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bec:
P. A. Morris, RO
A. Giambusso, RO
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k R. H. Engelken, RO l
AD for Procedures, R0 J. B. Henderson, RO J. G. Keppler, RO D. E. Kartalia, OGC
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