ML20237D573
| ML20237D573 | |
| 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-1, 083-261-BRL-1-R00, 83-261-BRL-1, 83-261-BRL-1-R, NUDOCS 9808270009 | |
| Download: ML20237D573 (10) | |
Text
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ATTACHMENT 3 MPR 083-261-BRL-1, Rev. O, " Shroud Stiffness With Failed e
Vertical Welds and installed Wedges" MPR 083-261-BRL-2, Rev. O, " Transient Dynamic Evaluation of Oyster Creek Shroud With Vertical Welds Failed" MPR 083-261-BRL-3, Rev. O, " Wedge Loads and Shroud Stresses" MPR 083-248-CBS-01, Rev.1, " Shroud Finite Element Evaluation" 6
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MPR Aszocirt:s,Inc.
MMPR 320 King Street Alexandria, VA 22314 CALCULATION TITLE PAGE I
Client Page 1 of 4 and GPU Nuclear Corporation Attachment A rojed Task No Oyster Creek Core Plate Wedge Evaluation 083-261 Title Shroud Stiffness with Failed Vertical Welds and Installed Calculation No.
Wedges 083-261-BRL-1 Preparer - Date Checker-Date Reviewer / Approver-Date Rev. No.
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QUALITY ASSURANCE DOCUMENT
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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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MPR Assoclitis. Inc.
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22314 RECORD OF REVISIONS Calculation No.
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1.0 PURPOSE The purpose of this calculation is to document the stiffness of the Oyster Creek core shroud at the elevation of the bottom radial restraint. Two analyses are performed using a finite element model of the shroud with different failed weld configurations.
2.0
SUMMARY
OF RESULTS The stiffness of the shroud at the bottom radial restraint location is:
8 Sliding at H6b: K = 1.85 x 10 lb/in Multiple Break: K = 0.48 x 10'lb/in 3.0 FINITE ELEMENT MODEL The Snite element model of the Oyster Creek shroud is documented in Reference 1. The l.
modelincludes the core shroud from H4 to H6b, the wedges and bumpers, and the core l
plate. The stiffness is calculated using the 8 wedge model, loaded with recirculation line l
break and seismic loads as described in Reference 1. Two analyses are performed:
l Sliding at H6b: Weld H6b is completely failed and the vertical welds in the H5-H6a l
section are completely failed. The core support ring radial welds and the horizontal welds are intact.
l Multiple Break: Weld H6b is completely failed and the verticalwelds in the H5-H6a l
section are completely failed. The core support ring radial welds are failed and are assumed to line up with the vertical welds in the H5-H6a shroud section. The horizontal welds are pinned (able to carry shear loads but not moment).
4.0 RESULTS The analysis is performed using ANSYS Version 5.3 and the analysis output is documented in References 2 and 3. The ANSYS installation verification is documented in QA-53-3.
Attachment A provides postprocessing results of the analyses. From Attachment A, the applied load and resulting displacement of the center of the core plate for each case are:
Sliding at H6b:
F.,,ti,a = 102 kips, 6 = 0.055 in Multiple Break: F,ppii.a = 102 kips, 6 = 0.211in
MPR Associatas,Inc.
WMPR 320 xino street Alexandria,VA 22314 Calculation No.
Prepared By Checked By g
gg g Page 4 083-261-BRL-1 The resulting stiffnesses are:
. Sliding at H6b: K=
SPP ed 102 kips li 6
= 1.85 x 10 lb/in 6
0.055 in APP ed 102 kips li Multiple Break: K =
6
= 0.48 x 10 lb/in 6
0.211 in
5.0 REFERENCES
1.
MPR Calculation 083-248-CBS-1," Shroud Finite Element Evaluation," Rev. 0.
2.
ANSYS Output File "STIF8SH6.OUT",6/24/98,09:58.
3.
ANSYS Output File "STIF8MB.OUT",6/24/98,10:04.
1
MPR AssoclIt:s,Inc.
MMPR 320 mn,s w.i l
Alexandria, VA 22314 Calculation No.
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