ML19343C129

Forwards Responses to NRC Request for Addl Info Re Nrc/Inel 810317 Structural Audit of Bechtel Power Corp.Three Remaining Action Items to Be Submitted by 810331.Bechtel Proprietary Info to Be Transmitted Under Separate Cover

ML19343C129
Person / Time
Site:	Grand Gulf
Issue date:	02/11/1981
From:	Dale L MISSISSIPPI POWER & LIGHT CO.
To:	Harold Denton Office of Nuclear Reactor Regulation
References
AECM-81-57, NUDOCS 8102180689
Download: ML19343C129 (14)

Text

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M MISSISSIPPI POWER & LIGHT COMPANY Helping Build Mississippi P. O . B O X 16 4 0, J A C K S O N, MISSISSIPPI 3 9205 February 11, 1981 NUCLEAR PAoOUCTloN DEPARTMENT U.S. Nuclear Regulatory Commission Office of Nuclear Reactor Regulation Washington, D.C. 20555 Attention: Mr. Harold R. Denton, Director

SUBJECT:

Grand Gulf Nuclear Station Units 1 and 2 Docket Nos. 50-416 and 50-417 File 0260/L-380.0/L-371.0 NRC/INEL Audit Action Items AECM-81/57 im response to t'e. NRC's request for additional action and pursuant to closing the action items identified by the NRC/ Idaho National Engineering Laboratory.es (INEL) structural audit., conducted March 17-21, 1980, of our agent, Bechtel Power Corpora:. ion, MP&L is submitting the following attacht:d information.

Each action item identified by NRC/INEL is listed with its response in a format similar to NRC question responses. This submittal of additional information represents all but three of the remaining action items. We expect to submit the final three action items by March 31, 1981.

All calculations requested are confidential and proprietary to our agent, Bechtel Power Corporation, and will be submitted directly to you by Bechtel.

Yours truly, l L. F. Dale l Nuclear Project Manager RFP/JGC/JDR:Im i

Attachments $

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Member Middle South Utilities System 0102189 $7Ct

MI551741PPI POWER O LIGHT COMPANY U.S. Nuclear Regulatory Commission AECM-81/57 Office of Nucleat Reactor Regulation Page 2 1

cc: Mr. N. L. Stampley Mr. G. B. Taylor Mr. R. B. McGehee Mr. T. B. Conner Mr. Victor Stello, Jr., Director Division of Inspection & Enforcement U.S. Nuclear Regulatory Commission

) Washington, D.C. 20555

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Mr. T. R. Thompson EG&G Idaho, Inc.

P.O. Box 1625 (TSB-6)

Idaho Falls, Idaho 83901 4

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i Attachment to AECM-81/57 2

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i NRC/INEL STRUCTURAL ALTIT RESPONSES l

TO ACTION ITEMS

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(As identified in enclosures 2 and 3 to NRC letter, i

Thomas C. Houghton, NRC, to Mr. N. L. Stampley, MP&L, undated.*)

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• This letter was received by MP&L on June 10, 1980, and assigned MP&L letter serial MAEC-80/113.

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Attachment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 2

1. Select a critical section of a Category I structure, other than containment, and compare, on a quantitative basis, the existing design criteria and loading combinations with those of the Standard Review Plan.

Response

A concrete wall and three composite steel beams were analyzed using both Grand Gulf design criteria and the criteria specified in the Standard Review Plan. The results were compared quantitatively in FSAR Tables 3.8-37 through 3.8-40. In addition, Grand Gulf design criteria was compared to the Standard Review Plan design criteria in FSAR Tables 3.8-35 and 3.8-36.

The Grand Gulf design was found to be conservative for the Standard Review Plan criteria at the sections considered.

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Attachment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 2

3. Select a representative floor system supporting heavy equipment and quantify the effect of coupled subsystems (floors and floor beams) on a response spectra basis for a vertical earthquake.

Response

Response to this action item will be provided by March 31, 1981.

Attachment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 3 Justify or account for failure to consider torsional effect on drywell from filter demineralization room.

Response

The response to this audit item is Bechtel Proprietary and will be submitted to NRC by separate letter.

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Attachment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 3 Verify statements on concrete stress from pages 77-78 of G102 of analysis calculations.

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Response

Pages 77-78 of proprietary calculation C-G102 contain stress calculations for the following load combinations:*

U = 1.0D + 1.0L + 1.0 (TO # A) + 1.0PDS' This equation has since been superseded by the following equations:

U = 1.0D + 1.0L + 1.0 (T + T ) + 1.0 (P U = 1.0D + 1.0L + 1~.0 (T + T*) + 1.0 (P or P ) + 1.0C ((t)) + + 1.0RC 1.0R ++1.0E' 1.0E' U = 1.0D + 1.0L + 1.0 (T + T*) , + 1.0 (P D rP ) + 1.0C (t) + 1.0RC + 1.0E' (See FSAR subsection 3.8.1.3.8.7.) Building stresses were determined for these combinations as part of the new loads adequacy evaluation requalification program. Analysis methods used are-those outlined in FSAR subsection 3.8.1.4.1.2 and controlling stresses are given in FSAR Tables 3.8-2, 3.8-3 and 3.8-3a.

This completes the response to this audit action item. -

Attechnent to AECM-81/57 AUDIT ACTION ITEMS Enclosure 3 Explain 21.3 ksi shear allowable for 38 ksi material (FSAR for shield wall).

Response

From the "AISC Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings" (AISC Manual of Steel Construction, Seventh Edition), the permissible shear stress from Section 1.5.1.2 is:

F = 0.4 F v y For Load Combinations including abnormal operating and extreme environmental conditions, the permissible shear stress is 1.4 F as shown in the attached revised FSAR Table 3.8-16. This revised Eable is scheduled for incorporation into the FSAR in the upcoming February amendment.

Therefore, the allowable shear stress for the shield wall is:

F,77 = 1.4 (0.4) (38) = 21.3 ksi

F GG sped kir7chttfell 0 FSAR keuksion 9/8/

- CNTMT. WALL

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= SHIELD WALL l BOTTOM /5HIELD WALL EL.17.l 4IIi, 1_ F EL. W- C" i 1 STRESS TABLE 3.8-16 ,

CDNTAINMtNT INTERNALS SHIELD WALL STRE55 COM PONENT LOCATON - GOV!RNING EQUATION A . REMARKS l STRESS M58 -

ALLOWABLE BASED ON 19.3 2 1.4(Fs)PER SECT 33.3.5 OF k 1.3 gg; FSAR FOR RADIAL PLATE b RADIAL ELl114k 5 DtL*(To+TahE'+P 4p+R+C i 13.5 nst .

ALLOWABLE BASED ON I ACI- 318 -71 FOR ui 4 K51 REINFORCING STEEL z INSICE do d, O ALLOWABLE IS l.5 Fs WHERE F5 REDUCED E 9 83a PER APPENDIX C,

$ E CUTSIDE do do 10.7 g SECTION C2, AISC SPE.

r SINCE kt >176/6,Fs:

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d b j# 0 21.7 W O.6Fy Qs, WHERE f

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EL 171' 4h D+L(TcTd E'*P4 p+Ci g o Fy (Pt )*

I OUTSIDE t TE!NSION NOTE: ALL STEEL ASTM ASIG GRADE 70

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Attachment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 3 Strain in fuel pool liner plate as related to ACI 359 criteria.

Response

A comparative check on the spent fuel pool wall liner plate showed that strains do not exceed the values given in Table CC-3720-1 and Table CC-3730-1 of the ACI-359 code for normal operating, abnormal operating and extreme environmental conditions. These strains were calculated using the procedures of Bechtel Topical Report, BC-TOP-1, Rev. 1.

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I i AUDIT ACTION ITEMS Enclosure 3 -

3 a Concrete shear stress in free field.

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Response

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Response to this audit item is Bechtel proprietary and will be submitted i to the NRC by separate letter.

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Attachment to AECM-81/57 ,

f AUDIT ACTION ITEMS Enclosure 3  !

Calculations of the underground piping analysis.

I Relative displacement calculations between tank and piping and between building and piping.

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Response

i Response to this action item is Bechtel proprietary and will be  !

submitted to NRC by separate letter. i

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Attschment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 3 Do both Finite Element and Elastic Haif Space analyses for the generation of design response spectra.

Evaluate effect of envelope of above on equipment and piping design.

Response

A comparison of response calculations from a finite element analysis and an elastic half space lumped spring analysis for the deeply embedded standby service water cooling basin has been made considering the current position of the Regulatory Staff, i.e. , evaluate the effect of an envelope of acceleration (floor) response spectra from a finite element analysis and elastic half space lumped spring analysis on equipment and piping design.

For OBE and SSE vertical excitation, acceleration response spectra calculated from both analyses show that the elastic half space lumped spring analysis response spectra are generally more conservative in the frequency range of 0.1 and 4.0 hz and 16.0 hz to 33 hz. The finite element analysis response spectra are generally more conservative between 4.0 and 16.0 bz.

For OBE and SSE lateral excitation, acceleration respense spectra calculated from both analyses show that the elastic half space lumped spring analysis response spectra are generally more conservative in the frequency range of 0.1 to 0.6 hz and 1.8 bz to 33 hz. The finite element analysis response spectra are generally more conservative between 0.6 and 1.8 bz.

Certain components have been qualified statically.to acceleration levels much higher than those of either analysis and hence there would be no impact upon their seismic qualification for use in this structure if the j Regulatory Staff position was imposed.

i Certain piping systems and other components have been seismically i qualified by dynamic analysis for use in this structure. An assessment l of the impact of the position of the Regulatory Staff to the seismic qualification of these systems and components will be provided by March 31, 1981.

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• Attechment to AECM-81/57 AUDIT ACTION ITEMS Enclosure 3 Example floor response spectra.

Response

Response to this action item will be provided by March 31, 1981.

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