ML20038C169
| ML20038C169 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 11/24/1981 |
| From: | Jackie Cook CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | James Keppler NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III) |
| Shared Package | |
| ML20038C170 | List: |
| References | |
| 10CFR-050.55E, 10CFR-50.55E, 14902, 81-03-#9, 81-3-#9, NUDOCS 8112100204 | |
| Download: ML20038C169 (4) | |
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James W Cook 0
00 Vice President - Proiects, Engineering and Construction 81-03 #9 General offices: 1945 West Parnell Road, Jackson, MI 49201 * (517) 788-0453 November 24, 1981
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Mr J G Keppler, Regional Director Office of Inspection and Enforcement DECJ 1981 5 t US Nuclear Regulatory Commission
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e MIDLAND PROJECT BORATED WATER STORAGE TANK FOUNDATION OL DESIGN CALCULATIONS FILE 0485.16, 0.4.9.49 SERIAL 14902
REFERENCES:
JWC00K LETTERS TO JGKEPPLER (1) SERIAL 11201 DATED FEBRUARY 20, 1981 (2) SERIAL 11528 DATED APRIL 3, 1981 (3) SERIAL 12015 DATED JUNE 12, 1981 (4) SERIAL 12799 DATED JUNE 26, 1981 (5) SERIAL 13352 DATED JULY 21, 1981 (6) SERIAL 13653 DATED AUGUST 28, 1981 (7) SERIAL 14591 DATED OCTOBER 26, 1981 (8) SERIAL 14339 DATED NOVEMEER 13, 1981 ENCLOSURE: ADDENDUM NO I - DESIGN REPORT FOR TIE BORATED WATER STORAGE TANKS FOUNDATION ANALYSIS This letter, as were the referenced letters, is an Interim 50.55(e) report concerning the existence of cracks in the borated water storage tank foundation. This report gives the final OL level design details for the foundation remedial work.
Enclosed are twenty-five (25) copies of the final BWST seismic analysis and the final summary of the calculated loads (Tables I through 6) and the BWST foundation maximum design loads and capacities of interface shear connections (Figures 20 and 21). This letter fulfills our commitment to provide these calculations to the staff the week of November 23, 1981.
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The results of BWST finite element analysis will be submitted as a 50.55(e) report which will be submitted on or before December 11, 1981.
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CC Atomic Safety and Licensing Appeal Board, w/o Director, Office of Inspection and Enforcement, Att Mr Victor Stello, NRC (15)
Director, Office of Management and Information and Program Control, NRC (1)
CBechhoefer, ASLB, w/o M! Cherry, Esq, w/o RJCook, Midland Resident Inspector, w/o FPCowan, ASLB, w/o RSDecker, ASLB, w/o HRDenton, NRC, (25)
SGadler, w/o JHarbour, ASLB, w/o DSHood, NRC, w/a (2)
JDKane, NRC, w/a WHMarshall, Esq, w/o W0tto, Army Corps of Engineers, w/a FRinaldi, NRC, w/a HSingh, Army Corps of Engineers, w/a BStamiris, w/o oc1181-0494a100
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ADDE"'DUM NO 1 Design Report for the Borated '4ater Storage Tanks Foundation Analysis 1
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SEISMIC ANALYSIS OF THE BORATED WATER STORAGE TANK 1.
Preliminary Seismic Analysis Appendix A to the enclosure for the letter from G S Keeley to J G Keppler dated November 13, 1981 described the Preliminary Seismic Analysis of the BWST. The objective of this analysis was to determine conservatively the resultant forces on the tank ring foundation for use in the ring foundation modification design. Therefore, emphasis was placed on the ring foundation modeling rather than on the distribution of the forces on the tank shell. As stated in Section 5.0 of the design report, the seismic forces generated by using the FSAR SSE (0.12g ground acceleration) as input spectra were increased by one and one-half times their value to account for possible increases due to site specific response spectra.
2.
Final Seismic Analysis The final seismic analysis of the BWST was performed by Dr R P Kennedy of Structural Mechanics Associates (SMA). Services of SMA was engaged to perform stress analysis of the tank shell due to differential settlement.
As an extension of this work, SMA developed the dynamic model of the BWST la which greater detail was placed on the modeling of the tank shell along with the ring foundation. This enabled the determination of the distribution of the seismic forces on the tank shell with greater accuracy.
Furthermore, since a committment has been made that foundation remedial work will be designed so as to meet or exceed the forces derived by using Site Specific response spectra (SSRS) as input, the final dynamic model was analysed using FSAR SSE and SSRS. The results are presented in Table 1 of the final seismic analysis report. The results shown in this table justify the original assumption that 1.5 times the resultant forces derived by using FSAR SSE spectra as input would be conservative than the results from using SSRS as input.
3.
Conclusion Results from the final seismic model for the forces acting on the tank ring foundation when compared with those presented in the preliminary analysis indicated that they are less in all catagories. The result from the preliminary analysis were used for the tank ring foundation modification and hence, the design is conservative.
It should be noted that the tables provided in the design report, summarizing the calculated loads and capacities, Tables 1 thru 6, uses the conservative values provided in the preliminary seismic analysis report.
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