ML20237D578
| ML20237D578 | |
| Person / Time | |
|---|---|
| Site: | Oyster Creek |
| Issue date: | 07/10/1998 |
| From: | Carlone P, Lane B, Mccurdy W MPR ASSOCIATES, INC. |
| To: | |
| Shared Package | |
| ML20237D567 | List: |
| References | |
| 083-261-BRL-3, 083-261-BRL-3-R00, 83-261-BRL-3, 83-261-BRL-3-R, NUDOCS 9808270011 | |
| Download: ML20237D578 (14) | |
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l 32mna street Alexandria, VA 22314 i
CALCULATION TITLE PAGE Client Page 1 of 7 and GPU Nuclear Corporation Attachment A Project Task No.
Oyster Creek Core Plate Wedge Evaluation 083-261 Wedge Loads and Shroud Stresses Calculation No.
083-261-BRL-3 Preparer - Date Checker - Date Reviewer / Approver-Date Rev.No.
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l QUAUTY ASSURANCE DOCUMENT This document has been prepared, checked, and reviewed in accordance with the Quality Assurance requirements of 10CFR50 Appendix B, as specified in the MPR Quality Assurance Manual.
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jL Page 3 1.0 PURPOSE The purpose of this calculation is to document four finite element analyses of the Oyster Creek core shroud with intact horizontal welds and failed vertical welds in the H5-H6a shroud.
2.0
SUMMARY
OF RESULTS Table 2-1 provides the maximum wedge load and the shroud stress at the wedge that carries the maximum load. Results are presented for four analyses.
Table 2-1 Summary of Results Wedge Load Shroud Stress Analysis Description (kips)
(ksi) i Vertical welds intact,10 wedges, load directed at wedge 56.0 37.7 Vertical welds intact, 8 wedges, load directed at wedge 79.0 53.2 Failed vertical welds,8 wedges, load directed at wedge 78.9 53.2 Failed vertic ' welds,8 wedges, load directed at vertical 76.5 51.9 weld 3.0 FINITE ELEMENT MODEL 3.1 Geometry and Material Pmperties The Oyster Creek shroud is modeled between welds H9 and H5. All horizontalwelds are assumed to be intact. The model includes the proposed core plate wedges and the core plate. The core plate is assumed to be infinitely rigid. The modeling of the core plate is described in Reference 1. The vertical welds in the H5-H6a shroud section are completely failed for two of the four analyses. Figure 3-1 shows the finite element model and Figure 3-2 shows the dimensions. Dimensions are obtained from Reference 2.
Material properties are documented in Refgrence 1.
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. 3.2 Boundary and Loadine Conditions The model is restrained in all directions at weld H9 where the shroud is welded to the vessel.- The model is loaded by applying the maximum fuel load from Reference 2
- (143 kips) to the center of the core plate.
4.0 RESULTS Four analyses are performed using ANSYS version 5.3. The installation verification is documented in QA-53-3. The following analyses are performed.
1.
Intact vertical welds in H5-H6a shroud section,10 wedges, lead directed at 203' at wedge.
2.
Intact vertical welds in HS-H6a shroud section,8 wedges, load directed at 203' at
. wedge.
3.
Failed vertical welds in H5-H6a shroud section,8 wedges, load directed at 203* at wedge.
4.-
Failed vertical welds in H5-H6a shroud section,8 wedges, load directed at 165* at verticalweld.
Analysis output is documented in References 3-6. Attachment A provides postprocessing results. The calculated wedge loads and shroud stresses are summarized in Table 2-1 at the wedge that carries the greatest load in each analysis.
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5.0 REFERENCES
1.
MPR Calculation 083-248-CBS-01, " Shroud Finite Element Evaluation," Rev. O.
2.
MPR-1579, " Confirmatory Dynamic Analysis of Oyster Creek Reactor Internals for Core Shroud Repair Evaluation," December 1994.
3.
ANSYS output file, " intact.out," 6/18S8,17:02 - Analysis 1.
4.
ANSYS output file, " intact 8.out," 6/19S8,07:20 - Analysis 2.
5.
ANSYS output file, "failvwl.out," 6/19S8,07:33 - Analysis 3.
6.
ANSYS output file, "failvw2.out," 6/1998, 07:46 - Analysis 4.
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