ML18067A783

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CPC Palisades Plant,Auxiliary Building Job 5935,Seismic Analysis.
ML18067A783
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Site: Palisades Entergy icon.png
Issue date: 07/31/1969
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NUDOCS 9711240242
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Text

CONSUMERS POWER COMPANY PALISADES PLANT, AUXILIARY BUILDING JOB NO. 5935

~

' ,\.

SEISMIC ANALYSIS

.! JULY 1969 **

Civil Engineering Department Power & Industrial Division Bechtel Engineering Corporation San Francisco, California Q

/ J r 9711240242 971114 J I IJ

~ PDR ADOCK 05000255 I 1 p. PDR -. .J_ ----*: ,.;

ABSTRACT This report p~esents the ~esults of the seismic analysis of the Palisades Nuclear Power Plant, auxiliary b:uilding. Unless changes occur in the earthquake criteria or data for the building and soil conditions, the results are final and are to be used in asefi;rnic design.

'/

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CONTENTS Section Title Page

1. 0 Introduction 1 j<

2.0 Results 4 3.0 Method of Analysis 5 Appendicies A A~celerations, Displacements A-1 B Spectrum Response Curves f9r B-1

  • .Equipment c Mass Model Properties C-1 D Frequencies and Mode Shapes D-1 E Spectrum Curves for Earthquake E-1 F Spectrum Response Calculations F-1 0

References

. ' .~

Q

1.0 INTRODUCTION

This report presents the results of the seismic analyses conduct-ed on the Palisades Nuclear Power Plant, for the auxiliary

  • buil~ing. The results should be utiliied for the purpose of providing aseiSmic desigri of the structural system and Class I :*

equipment.

Essentially the design of the auxiliary building consists of a reinforced conctete system of inter-connecting floors and walls up to about elevation 649'-0". Above this level the structure is designed of structural steel framing with non-structural walls attached. This system rests on the base slab of the auxiliary building and is considered to be independent of the adjacent structures. Tpe building system is resting on a soil providing an elastic foundation. The pieces of equipment of significant mass values are considered as concentrated masses at their appropriate elevation.

For the purposes of the seismic analyses a mathematical model is constructed consisting of lumped masses and stiffness coef-ficients. A brief sketch of the building and a superimposed outline of the model is shown on figure 1, Page 3.

The auxiliary building is subjected analytically to a design earthquake of O.lOg (g=unit acceleration of gravity) and a maximum credible earthquake of 0.20g. The results of the anal-yses are discussed in section 2.0 in the form of internal forces and geometric behavior. The methods .utilized ar.e presented in section 3.0 with* a discussion of how the seismic analysis is*

conducted.

In App~ndix A ar~ presented the resulting displacements, and accelerations * . These results are summarized onto graphs.

For the seismic analyses o~ Class I equipment located inside the building, spectrum resp6n~e curves are provided in Appendix B. Included is a d~scription of how to use the curves.

A summary of the mass model values is shown in Appendix C.

The results of analyzing the model for natural frequencies and mode shapes are presented.in Appendix D. The mode shapes are plotted and labeled to show how the structure vibrates at its various natural frequencies.

The spectrum response curves which are assumed for the earth-quake environment at the site are shown in Appendix E. -

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      • The calculations of the spectral response of the model are pre-sented in Appendix F. Damping values of the various materials and the calculations for an appropriate combination to a single value per mode are also presented in this Appendix.*

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  • 2.0 RESULTS The results of the seismic analyses are presented in Appendix A in *the form of graphs showing internal forces and geometric behavior. First are presented the results due to the design earthquake, followed by the maximum credible earthquake.

In each case are presented in order, separate graphs of ele-vation versus, acceleration, and displacement. These graphs are shown on figure 2 thru 5~ pages A-1 thru A-4.

Graphs of moments and shears for both the design and maximum credible earthquake on figures 2A thru SA, pages A-5 thru A-8 .

3.0 METHOD OF ANALYSIS The methods used in conducting the__s_eismic analysis consist essentially of five steps. The first step involves the for-mulation of a mathematical model. '*The natural frequencies and* mode shapes of.the model are determined during the second step. Appropriate damping valu~s are selected in the third step upon evaluation of* the materials and mode shapes. The fourth step is the ap~ropriate description of the earthquake.

The response of the structure to the earthquake is dete~mined in the fifth step.

The mathematical model of the structure is constructed in terms of lumped masses and stiffness coefficients. At appropriate locations within the building, points are chosen to lump the weights of the structure. Between these locations properties are calculated for moments of inertia, cross sectional areas, effective shear areas, and lengths. The source for this infor-mation is presented in reference 1. As the building rests on soil, appropriate properties are listed o*n page C.-7. These properties are utilized to obtain soil stiffness coefficients as obtained from reference 2. The properties of the model are utilized in an IBM computer program, STRESS, along with unit loads to obtain the flexibility coefficients of the b~ilding

.at the mass locati6n~~

  • The na~ural frequencies and mode shapes of the ~tructure a~e obtained by a Bechtel computer program, CE617~ This program utilizes the flexibility coefficients and lumped weights of th~del. The flexibility coefficients are .formulated into

~ m x rix and inverted to form a stiffness m~trix. The pro-gr then uses the technique of diagonalization by successive rotations to obtain the natural*frequencies and IBOde shapes.

The results are _shown in Appendix D, on pages D-1 thru :..D-7.

Damping values for.the structural system are selected based

-upon evaluation of the materials an~ mode shapes. Appropriate damping values of individual materials are presented in* refer-ence 4 and restated on page F-7. Evaluation of the mode shapes makes possible the selection of damping values to be associated with each mode. The calculations for proportionally combining the damping values of the structure and soil are shown on pages F-1.thru F-4. .'*

In determining the response of the building to the earthquake, the spectrum ~esponse technique is utilized. For this tech- ~

_nique the earthquake is described. by a spectrum response curve presented in Appendix E, pages E-1 and E-2. Curves are provided

  • -s-

for both the design and maximum credible earthquake. .From the curves, acceleration levels are determined as associated with the natural frequency and damping value of e**ach mode. These acceleration levels are tabulated on page F-5. The standard spectrum response technique uses these values to determine inertial forces, and displacements per mode. These results are then combined* on the basis of the sg!lare_root of the sum ,,,....

A(fi.s of_ the squares to obtain the structural response. The process is accomplished by a Bechtel computer program, CE641. Samples of the individual. calctilations are shown in Appendix F, page F-5. .

The spectrum response curves for equipment inside the building \

are generated by the time history technique of seismic analysis.

The sample earthquake utilized is that recorded at Taft,

  • California, .:.J.-9-52. Essentially the curves are* generated by applying the recorded earthquake to a single degree of freedom J 1 system, for which is varied the values* for damping and natural frequency. Some averaging of the curves is provided to smooth out the erratic response of the earthquake's random behavior.

At the high frequency end of the curve, the acceleration levels converge to the value of the location inside the building.

Additional information regaJ:"ding the curves is presented in Appendix B.* *

  • The digital computer program, CE617 and CE641, are proprietary
  • within the B,chtel Engineering Corporation.
  • APPENDIX A ACCELERATIONS AND DISPLACEMENTS

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APPENDIX B SPECTRUM RESPONSE CURVES FOR EQUIPMENT CD ir:...1

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B Spectrum Response Curves are presented for the Palisades Nuclear Power Plant, auxiliary building. The curves are to be used for the seismic design of Class I equipment at various loca-tions within ~he auxiliary building.

The curves are provided as a by-product for the seismic anal-yses conducted on the building. In generating the curves the time history technique of seismic analysis is utilized. As such, some averaging of the resulting values is employed. The sample earthquake utilized is that recorded. at Taft; California,

.195 2. The curves are gener.9-ted ..\\Ti th. :r:es_p_e_cJ;__t.o___J::)'~e .desi:gn earthquaJce-varue-o-r-tr.*rug -~~or conducting seismic*-*a.naiyses of equiprnen:t*--wfth *:re*s-pe*e:*t--"to the 1!1aximum credible earthq~a-Jrer--~he;:,

val.11~~-.C>-~_ -~he curve_~~~--~~ -~~--~-nc:~as=~-~~- a factor. cf ~ *-~.;J..0"*F 1

In utilizing the curves, one of the following procedures is to*

.be utilized. (1) Equipment must be pre~analyzed as rigid or fl~xible. If the equi~ment is rigid, with a natural frequency of 30 ~ycles per second or greater, then the g level at the high frequency end of the curve is to be applied to the equip-ment ... This g level corresponds to the value at. the appropric:ite elevation for the building acceleration curve shown on.figure

  • 2 page A-1. (2) .If the equipment is flexible then its* natur~l frequencies and damping values must be determined. The appra.-

priate spectrum curve is then selected based upon the location of the equipment and associated damping. From the curve, acceleration levels are selected corresponding to the natural frequencies of the equipment. These acceleration levels *are to be used for the seismic analyses. For equipment with inter-mediate values* of damping or at locations in between those specified, apply linear interpolation between the* curves. (3)

In lieu of the previous two; approaches an alternate can be used.

when the equipment is not reviewed as rigid or flexible. Use the maximum acceleration peak of the appropriate spectrum curve. This can be considered as an.equivalent static analysis and is extremely conservative.

A brief sketch of the auxiliary building with a superimposed seismic model is on Fig. 6 page B-22. Appropriate elevations are also shown. For the seismic design of equipment to resist the horizontal action of an earthquake, curves are presented for numerous locations throughout the structure.. These curves are identified with respect to the points of figure ~- page B-22 I The horizontal axis is in g's ratioed to the acceleration B-1

of gravity. The top of the curves are identified for point number and the associated fraction of critical damping.

For the seismic design of equipment to resist the vertical action of an earthquake one curve is presented after the )

previous curves. This curve is to be used at all locations.

The acceleration values from the curve are to be reduced to two thirds of the indicated values by the user.

Additional curves can be provided upon request.*

Test data may be utilized in lieu of performing a dynamic anal-ysis. Such data may originate from information such as dynamic environments encountered in equipment transportation or actual dynamic tests.

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  • ENCLOSURE 9 CONSUMERS ENERGY COMPANY PALISADES PLANT DOCKET 50-255 PALISADES PLANT SEISMIC ANALYSIS DATED JUNE 1969 (Reactor Building)
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