ML20045G718

Forwards Ssar Markup Showing How Collapse of non-Category I Structure Will Not Impair Integrity of Seismic Category I Structures of Components.Info Will Be Incorporated in Amend 30

ML20045G718
Person / Time
Site:	05200001
Issue date:	07/02/1993
From:	Fox J GENERAL ELECTRIC CO.
To:	Poslusny C Office of Nuclear Reactor Regulation
References
NUDOCS 9307150092
Download: ML20045G718 (2)

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GENuclear Energy w-___.__. _ . _ _ _ _ - . - . . . _ __

Dnra!De tra Company 175 Cur tner Avenue. San Jose, CA 95125 July 2,1993 Docket No. STN 52-001 Chet Poslusny, Senior Project Manager Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal Office of the Nuclear Reactor Regulation

Subject:

Submittal Supporting Accelerated ABWR Schedule - Interaction of Non-Category I Structures with Seismic Category I Structures

Dear Chet:

Enclosed is a SSAR markup showing how the collapse of a non-Category I structure will not impair the integrity of Seismic Category I structures or components may be demonstrated.

This will be incorporated in Amendment 30.

Please provide a copy of this transmittal to Tom Cheng.

Sincerely, D4 PmX M Jack Fox Advanced Reactor Programs ec: Alan Beard (GE)

Norman Fletcher (DOE)

Ai-shen Liu (GE)

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ABM uxacose Standard Plant Rnv n earthquake motion. The SRSS criterion, applied (3) The non Category I structures will be to the responses associated with the three analyzed and designed to prevent their components of ground earthquake motion, is used failure under SSE conditions in manner such for scismic stress computation for steel that the margin of safety of these structural design as well as for resultant structures is equivalent to that of Seismic seismic member force computations for reinforced Category I structures.

concrete structural design.

3.7.2.9 Effects of Parameter Variations on The SRSS method of combination is used when Floor Response Spectra the response analysis is performed using the time history method (separate analysis for each Floor response spectra calculated according component), the response spectrum method, or the to the procedure aescribed in Subsection 3.7.2.5 static coefficient method. If the time history are peak broadened to account for uncertainties method of analysis is performed scpr~ste!y for in the material properties of the structure and each of the components which are mutually soil and tc, approximations in the modeling statistical independent, the total response may technique s used in the analysis. If no alternatively be obtained by algebraically adding parametric variation studies are performed, the the codirectional responses calculated separately spectral peaks associated with each of the for each component at each time step. Further. structural frequencies are broadened by 115%

more, when the time history method is performed If a detailed parametric variation study is applying the three mutually statistically inde- made, the minimum peak broadening ratio is pendent motions simultaneously, the combined 110E In lieu of peak broadening, the peak response is obtained directly by solution of the shifting method of Appendix N of ASME Section equations of motion. III, as permitted by RG 1.84, can be used.

3.7.2.7 Combination of Modal Response When the dynamic response analysis is per-formed using the response spectrum method, the methods of modal response combination delineated in RG 1.92 are used. The effects of high-frequency modes are considered in accordance with Appendix A to SRP 3.7.2.

3.7.2.8 Interaction of Non-Category i Structures with Selsmic Category I Structures The interfaces between Seismic Category I and _ _ _ . , . -

non-Seismic Category I structures and plant equipment are designed for the dynamic loads and This may be demonstrated by h showing that the impact loads-displacements produced by both the Category I and " th* ""D*9 #Y I 8t#"CE"#*

non-Category I structures and plant equipment. {

from collapse of an -

All non Category I structures will meet any onc )resulting

• 3*"*" " "~****9 #Y I of the following requirements: j structure, because of its size and mass, are either (1) The collapse of any non Category I structure k negligible or smaller than will not cause the non-Category I structure those considered in the to strike a Seismic Category I structure or 4 design (e.g., loads ,

comp nent.

\ associated with tornado). /

(2) The collapse of any non-Category I structure will not impair the integrity of Seistnic Category I structures or components, Acfm p14524s 3M Arnendment