ML20011A484

Modal Contribution to Dynamic Analysis Results.

ML20011A484
Person / Time
Site:	Point Beach
Issue date:	07/31/1981
From:	COMPUTECH ENGINEERING SERVICES, INC.
To:
Shared Package
ML19312F019	List: ML19312F018 ML20011A461 ML20011A463 ML20011A466 ML20011A469 ML20011A476 ML20011A483 ML20011A484 ML20011A488
References
IEB-80-11, R553.02, TAC-42896, TAC-42897, NUDOCS 8110130471
Download: ML20011A484 (7)

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e MODAL CONTRIBUTION TO DYNAMIC ANALYSIS RESULTS

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Prepared for Point Beach Nuclear Plant Unita 1 and 2 WISCONSIN ELECTRIC POWER COMPANY Milwaukee, Wisconsin Prepared by

(*iMPUTECH ENGINEERING SERVICES, INC.

Berkeley, California Ju!/,1981 REPORT NO. R553.02 0110130471 011007 DR ADOCK 050002

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< TABLE OF CONTENT 8 i

k 1 INTRODUCTION . . . . . . . . . . . . ....................... 1 l

2 SE LECTION OF WALLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3 ANALYSIS M ETHODOLOGY , . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4

' 4 4 A N A LY S I S RE S U LT S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

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1 DISC U SSION OF RE S U LTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 4

6 CONCLUSIONS . . ............................ . . . . . 3 l

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1 INTf9000CrlON 3

The Nuclear Regulato>y Committee (NRC) staff on June 9-11. 1981 reviewed the criteria and calculations performed on IE Bulletin 80-11 *

• Masonry Wall Design " for the Point Beach Nuclear Power Plant. Action item 2 resulting from the meeting stated that tne licensee will provide documentation including calculation st;oets that in 'icate that the adoption c" live (5) modes of selsmic response will generally provide 95 % of the total response.

This short report describes the four walls that were selected to document the results the analyses that were perfo ined. the results of the analyses and a discussion of results and conclusions. Appendices A through D provide summaries of the computer culput from which the analysis results were obtained.

2 SELECTION OF WALLS To provide a cross-section of the boundary conditions and openings of the masonry walls at the Point Beach Nuclear Power Plant. the four walls given in Table 1 were selected to document the results of the analyses.

The four walls include two with coor openings and two without openings. Two of the walls are reat connected at their top boundary but a're pinned on the ather three boundaries, one wall is pinned on all four bounderles and the fourth wall is pinned on only two boundaries.

TABLE 1 DESCRIPTION OF WALLS Wall Wai, Boundary Openings Numbs

• Thickness Conditions (in) 5-29/2A 8 Pinned on 3 sides Door on one side Free on top 20/9 8 Pinned on 4 sides Door on one side 65-1/15 12 Pinned on 3 sides None Free on top 64-E/15 42 Pinned on 2 sides None Top and one side free

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3 ANALYSIS METHODOLOGY g

" All walls were analyzed in accordance with the procedures given in Criteria for the Re-evaluation of Concrete Maconry Walls for th3 Point Beach Nuclear Power Picnt ". Specifically, plate analysis was used to assess the out-of-plane response of all walls. The computer program SAP was used to perform a finite Cement dynamic analysis ultilizing the response spectrum method. The Computech pre-processor program GENIN was used to generate input files for the analyses.

For each wall an eigenanalysis was carried out to extract the first five frequencies and mode shapes and the individual modal response:,, were combined using the square root of the sum of the squares procedure.

The SAP output was summarized using the post-processor computer program GENOUT. The computer printout of GENOUT lists seperately the values of the moments and reaction fore es for first mode dynamic response, the SRSS of the first five modes of dynamic response and the values from static loads.

Also given is the absolute sum of the static and SRSS dynamic response values which are the values used to assess the adequacy of the walls.

4 ANALYSIS RESULTS o

The detailed results of the analyses of the four walls are given in Appendices A through D. A sumniary of the results is given in Tables 2 and 3. Table 2 contains a summary of results for walls 5-29/2A, 20/9, and 64-E/15. Table 3 contains a similar summary for wall 65-1/15. For each wall an analysis was perormed assuming the wall was either grouted or ungrouted. The maximum moment parallel (Mx) and normal (My) to the bed joints and the maximum boundary shear fbtce (F) are given in Tab!es 2 and 3. In Table 2 the value of each moment at force resulting from the '.;rst mode and the SRSS of the first five modes are g:ren. Table 2 also contal, s the percentage contribution of the first mode to the SRSS of the first five modes for each maximum moment and force quantity.

Table 3 which contains a summary of results for wall 65-1/15 includes the results from the first mode, the SRSS of the first five modes and the SRSS of the first ten modes. In additlon the Table also contains the .

percentage contribution of the first mode to the SRSS of both the first 5 and 10 modes respectively for each maximum moment and force quantity.

l Also included is the percentage of the SRSS of the first 5 modes to the first 10 modes for each maximum moment and force quantity.

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5 DISCUSSION OF RESULTS

• The results of the analyses for walls 5-29/2A. 20/9. 64-1/15 presented in Table 2 indicates that the first mode contribdes between 97.9 % and 99.9 % of the SRSS of the first five modes for the maximum moments and boundary forces in the walls. Thus for the openings and boundary conditions of these three walls a first mode analysis would have been sufficient to produce 95 % of the tctal maximum response quantitles. A five mode SRSS r.nalysis is therefore adequate for these three walls. '

The results for Wall 65-1/15 presented in Table 3 Indicate that the first mode contributes 90 % of the SRSS of the first 5 modes of response end 90 %

of the SRSS of the '3rst 10 modes of response. The percentage of SRSS of the first 5 modes to the GRSS of the first 10 modes is 99.9 % for the maximum moments and forces. Thus for a waH pinned on three sides and free at the top a first mode analysis would not have been adequate. However.

it is clear that an SRSS of five modes is always equivalent to an SRSS of ten modes.

6 CONCLUSIONS Four walls were selecteo to provide documentation that indicates that the adoption of five (5) modes of response will generally provide'95 % of the total response. The four wolls selected, covered the full range of boundary conditions and openings found in the masonry walls at the plant.

The results clearly indicate that five modes of SRSS response provide 99.9 %

of the total response, in fact for three of the four walls the first mooe of response provided 97.9 % or greater of the total response.

As all tne masonry walls at the Point Beach plant wure analyzed using the first five modes of response It is clear that 99 % of the total response of all the walls has been included in the analytical results.

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TABLE 2

SUMMARY

OF RESULTS FOR WALLS 5-29/2A. 20/h. AND 64-E/15 Wall Mx1 Mx5 Mx1/Mx5 My1 My5 My1/My5 'F1 F5 F1/F5 Number (Lb-in/in) (Lb-in/in)  % (Lb-in/in) (Lb-in/in)  % (Lb) (Lb)  %

5-29/2A Grouted 155.4 155.4 100.0 51.66 51.71 99.9 79.93 80.07 99.3 Ungrouted 83.32 83.32 100.3 27.69 27.72 99.9 42.85 42.92 99.8 i

M Ungrouted 142.2 142.2 100.0 99.06 100.3 98.8 54.49 55.16 98.8 i Part. Grcut 173.9 173.0 100.0 121.2 122.7 98.8 66.64 67.46 98.8 64-E/15 Grouted 64.21 85.96 97.9 101.8 103.2 98.6 229.6 231.1 99.4 Ungrouted 43.61 44.58 97.8 52.75 53.51 98.6 118.9 119.8 99.2 u

Notations:

M- Maximum moment per linear length F : Maximum shear force at boundary i x : Parallel to the bed joint y Normal to the bed joint 1 First mode only 5 SRSS of the first five modes 4

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SUMMARY

OF RESULTS FOR WALL 65-1/16 Wall idoment 1st SRSS SRSS 1st/5 1st/10 5/10 Number or Force Mode 5 Modes 10 Modes  %  %  %

65-1/15 Grouted Mx (Lb-in/in) 172.6 174.5 174.6 98.9 98.8 99.9 i My (Lb-in/in) 27.43 30.26 30.27 90.6 90.6 99.9 l F (Lb) 77.35 84.87 84.98 91.1 91.0 99.9 )

l Ungrouted Mx (Lb-in/In) 109.0 110.1 110.2 99.0 98.9 99.9 My (Lb-in/in) 17.31 19.10 69.10 90.6 90.6 100.0 F (Lb) 48.83 53.56 53.63 91.2 91.0 99.9 Notations: )

M. Maximum moment per linear length F : Maximum shear force at boundary x : Parallel to the bed joint y: Normal to the bed joint 1 : First mode only 5 : SRSS of the first five modes j 10 : SRSS of the first ten modes

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