ML20235P636

Summary of 890112 Meeting W/Util,Ebasco Svcs,Inc & Impell Corp in Rockville.Md Re Safe Shutdown Impoundment Deconvolution Analysis Issue for Plant.Attendees List & Viewgraphs Encl

ML20235P636
Person / Time
Site:	Satsop
Issue date:	02/14/1989
From:	Vissing G Office of Nuclear Reactor Regulation
To:	Office of Nuclear Reactor Regulation
References
NUDOCS 8903020305
Download: ML20235P636 (52)

Text

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• o UNITED STATES

• 8 '. - . , l[%3 NUCLEAR REGULATORY COMMISSION i 7, , E WASHINGTON, D. C. 20555

, j [ February 14, 1989 Docket No. 50-508 APPLICANT: Washington Public Power Supply System (WPPSS)

FACILITY: WNP-3

SUMMARY

OF MEETING WITH REPRESENTATIVES OF WPPSS AND CONSULTANTS ON THE SSI/ DECONVOLUTION ANALYSIS ISSUE FOR WNP-3, JANUARY 12, 1989 INTRODUCTION On January 12, 1989 representatives of the NRC, WPPSS and HPPSS consultants met in the NRC offices in Rockville, Maryland, to discuss the SSI/ Deconvolution analysis issue for WNP-3. The presentations covered the response to questions that were subsequently formally transmitted on January 25, 1989. The attendance list is provided in Enclosure 1. A copy of the viewgraphs used in the presen-tations is provided in Enclosure 2.

DISCUSSION The material provided in the viewgraphs adequately covers the discussions.

Some material that was presented was taken from a reference " Summary of Observations on Control Point Locations and Spatial Variations of Free-Field Ground Motion" by Johnson & Kennedy. This reference is proprietary and will be sent to the staff. The Applicant's use of the SASSI computer code appears to support an approximate 30% reduction of the ground motion to the base slab.

The meeting resulted in a list of information which was needed by the staff to complete an SER on this issue. The staff committed to provide this list as a request for additional info mation. The list included the following:

1) Compare the original geound motion inputs at the plant grade and basemat levels with those used in the SASSI analyses. Provide a discussion of the differences between the two sets of input and bases thereof.

2) Provide appropriate empirical measurement data in rock as a part of the justification of the deconvolution of ground tretion in rock foundation material. (Compare the subsurface material properties and reduction in motion with depth for the WNP-3 site with those measured at other sites where field data have been obtained.)

CONTACT:

G. Vissing NRR/PDSNP 492-1101 DFS 8903020305 890214

~

f PDR ADOCK 05000508 P PDC _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

l 1 S i l 1 February 14, 1989

3) Justify the modifications made to the original structural model for the SASSI calculations. At the meeting on January 12, 1989 it was noted that I the stick model for the auxiliary building was not taken all the way down )

to the basemat. What would be the effect of taking the auxiliary building I stick model down to the basemat? Also, justify the use of one-half of the stiffness of the wall to account for concrete cracking.

i

4) Provide and ciscuss the results of parametric studies varying a) the SSI l model dimensions used in SASSI and b) the dimensions of the SHAXE model to l show convergence of the analysis results. l

5) Justify the use of the apparently high value of 0.4 for the Poison's I ratio for the rock medium. Provide the analysis results fcr a range of fcundation rock properties (e.g. shear modules and damping) used in the SASSI analysis. The basis for selecting the range of rock properties should also be discussed.

6) Confirm that the original design bases of the plant will remain effective even if the SASSI analysis results are accepte1 by the staff as justification for the deconvolution of ground motion.

7) Provide the power spectral density (PSD) furction for the freefield surface ground acceleration time history used in the original plant design.

Compare this PSD function to that of the basemat motion obtained from the SSI analysis.

8) Explain as to what extent the SASSI results depend on the choice of the ground motion time history at the surface.

CONCLUSIONS The applicant should show that the version of the SASSI computer code, has been properly validated and correctly implemented. For this purpose, the staff would like to conduct an audit of the applicant's calculations using the SASSI code at a later date. The staff will prepare a Request for Additional Information(RAI). The staff will prepare a safety evaluation report after reviewing the applicant's responses to the RAI and conducting an audit of the applicant's calculations using the SASSI.

/s/

Guy S. Vissing, Project Manager Standard and Non-Power Reactor Project Directorate Division of Reactor Projects III, IV, V and Special Projects, NRP,

Enclosures:

As stated cc: See next page DISTRIBUTION:

. Docket File. NRC PDR /

C/M 'PDSNP'R/F GVissing PM: ' -

0:PDSNP Edordan BGrimes 2 s 'ng:gv/cw CMiller 0GC ACRS (10) O(/

02////89 02//V/89 NRC Participants ,

l s

? a February 14, 1989

3) Justify the modifications made to the original structural model for the SASSI calculations. At the meeting on January 12, 1989 it was noted that the stick model for the auxiliary building was not taken all the way down to the basemat. What would be the effect of taking the auxiliary building stick model down to the basemat? Also, justify the use of one-half of the stiffness of the wall to account for concrete cracking.

4) Provide and discuss the results of parametric studies varying a) the SSI model dimensions used in SASSI and b) the dimensions of the SHAKE model to show convergence of the analysis results.

5) Justify the use of the apparently high value of 0.4 for the Poison's ratio for the rock medium. Provide the analysis results for a range of foundation rock properties (e.g. shear modules and damping) used in the SASSI analysis. The basis for selecting the range of rock properties should also be discussed.

6) Confirm that the original design bases of the plant will remain effective even if the SASSI analysis results are accepted by the staff as justification for the deconvolution of ground motion.

7) Provide the power spectral density (PSD) function for the freefield surface ground acceleration time history used in the original plant design.

Compare this PSD function to that of the basemat motion obtained from the SSI analysis.

8) Explain as to what extent the SASSI results depend on the choice of the ground motion time history at the surface.

CONCLUSIONS The applicant should show that the version of the SASSI computer code, has been properly validated and correctly implemented. For this purpose, the staff would like to conduct an audit of the applicant's calculations using the SASSI code at a later date. The staff will prepare a Request for Additional

. Information(RAI). The staff will prepare a safety evaluation report after reviewing the applicant's responses to the RAI and conducting an audit of the applicant's calculations using the SASSI.

Guy . Vissing, Proj , Manager Standard and Non-Power Reactor Project Directorate Divisien of Reactor Projects III, IV, i and Special Projects, NRR

Enclosures:

As stated cc: See next page l

.e-' Q. -

3 e .

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' Mr. D. W. Mazur WPPSS Nuclear Project No. 3 Washington Public Power Supply System (WNP-3) Docket No. 50-508 cc:

Mr. Charles B. Brinkman, Manager Mr. G. C. Sorensen, Manager Washington Nuclear Operations Regulatory Programs Combustion Engineering, Inc. Washington Public Power Supply 12300 Twinbrook Parkway, Suite 330 System Rockville, Maryland 20852 Post Office Box 968 Richland, Washington 99352 Nicholas S. Reynolds, Esq.

Bishop, Cook, Purcell & Reynolds Regional Administrator, Region V ,

1400 L Street, N.W. U.S. Nuclear Regulatory Commission 1 Washington, DC' 20005-3502 1450 Maria Lane '

Suite 210  !

G. E. Doupe, Esq. Walnut Creek, California 94596 Washington Public Power Supply System  :

3000 George Washington Way Mr. D. W. Mazur, Managing Director Richland, Washington 99352 Washington Public Power Supply System 300 George Washington Parkway Mr. Curtis Eschels, Chairman Post Office Box 968 Energy facility Site Evaluation Council Richland, Washington 99352 Nail Stop PY-11 Olympia, Washington 98505 Mr. Richard Latorre Regulatory Programs Washington Public Power Supply System Post Office Box 968 Richland, Washington 99352 Mr. William Ang Region Inspector /WPPSS 3/5 U.S. Nuclear Regulatory Commission 1450 Maria Lane - Suite 210 Walnut Creek, Californf a 94596

' -> Nr. Eugene Rosolie, Director Coalition for Safe Power l

408 Southwest Second Avenue Portland, Oregon 97204 l

u  !

g 1' &

Enclosure 1 Attendance List For Meeting with WPPSS Concerning Seismic Deconvolution Issue for WNP-3

• January 12, 1989 Name Organization Guy S. Vissing NRC/NRR/PDSNP Richard Latorre Supply System Miguel A. Manrique Impell Corporation.

Stavros Dermitzakis Impell Corporation David M..Bosi -Supply System Leonard C. Lin EBASCO Services, Inc.

William Kiel Supply System Raman Pichumani NRC/NRR David C. Jeng NRC/ESGB Robert Rothman NRC/ESGB i

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L; 3 Enclosure 2 f ,.

1 3

i WNP-3 SASSI ANALYSIS Presented to:

U.S. NUCLEAR REGULATORY COMMISSION l

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l USNRC/WPPSS/IMPELL Meeting January 12, 1989 k IMPELLPy t--

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-AGENDA GENERATION OF STRAIN-COMPATIBLE ROCK PROPERTIES BUILDING AND FOUNDATION MODELS ANALYSIS RESULTS/ CORRELATION WITH DESIGN SPECTRA FOUNDATION IMPEDANCES

- CONCLUSIONS

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I, h GENERATION OF STRAIN-COMPATIBLE ROCK PROPERTIES

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- RPV AND RCS PIPING ATTACHED TO INTERNAL STRUCTURE SHIELD BUILDING AND INTERNAL STRUCTURE ATTACHED AT THE TOP OF BASEMAT AUXILIARY BUILDING CONNECTED TO FOUNDATION SIDE WALLS (AT GRADE ELEVATION)

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i l

1

-- - - - - - -_ _-- _ o

OUTLINE OF SASSI VERIFICATION l

Presented to:

l U.S. NUCLEAR REGULATORY COMMISSION

/

USNRC/WPPSS/IMPELL Meeting January 12, 1989

'V

F -

I' ,

3 VERIFICATION OF SASSI IMPELL VERSION l

SASSI IS VERIFIED AS AN IMPELL STANDARD COMPUTER PROGRAM ACCORDING TO IMPELL'S QA PROGRAM WHiCH CONFORMS TO 10CFR50 APP.B REQUIREMENTS COMPARISONS AGAINST CLOSED-FORM ANALYTICAL RESULTS COMPARISONS AGAINST OTHER PROGRAMS CORRELATIONS WITH EXPERIMENTAL RESULTS APPLICATIONS OF SASSI IN OTHER INDUSTRY PROJECTS LICENSED BY THE NRC '

k IMPg()

t J

e f ..

COMPARISONS AGAINST CLOSED-FORM ANALYTICAL RESULTS

)

FREE FIELD RESPONSE RESPONSE TO VERTICALLY PROPAGATING SV-WAVE I

RESPONSE TO VERTICALLY PROPAGATING P-WAVE DYNAMIC ANALYSIS OF A STICK MODEL ON SURFACE FOUNDATION (CORRELATION OF IMPEDANCES) ,

l l

k J IMPR@ t

FREE-FIELD RESPONSE EXAMPLE PROBLEM (SV-WAVE) i

- UNIFORM SOIL PROPERTIES HORIZONTAL LAYERS SUPPORTED ON UNIFORM HALFSPACE i

- 5% SOIL MATERIAL DAMPING VERTICALLY PROPAGATING HARMONIC SHEAR WAVE WITH UNIT AMPLITUDE AT SURFACE v ,. e x r n v, som rn W ce per MALFSPA*E SV-WAVE 3

t 3

4 3

C e . g 7 h a s  !

9 0  %

ll I

o HALF 5 PACE k IMP t &d) J

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Table 1.9 - Free-field response

/B-0.05,f=3Hz ACCELERATION / exp(ist)-

NODE EXACT SASSI NO. REAL IMAG REAL IMAC 1 1.0000 0.0000 1.0000 0.0000 2

-0.3081 0.0898 -0.3111 0.0905  ;

3 -0.8262 -0.1107 -0.8228 -0.1127 4

0.8372 -0.1701 0.8435 -0.1694 5

0.3408 0.3660 0.3285 0.3708 6

-1.1130 0.0058 -1.1150 -0.0019 7

0.3441 -0.5695 0.3658 -0.5715 i

4

)

l l

l

( IMPELLdk LJr J

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DYNAMIC ANALYSIS OF STICK MODEL ON SURFACE FOUNDATION

. EXAMPLE PROBLEM UNDAMPED 2DOF LUMPED-MASS STRUCTURE RIGID MASSLESS CIRCULAR SLAB FOUNDATION UNIFORM SOIL MEDIUM

,1

• t kg 7 m 52

.J f_.<

_ fl o

l e

l l f i

x i '

4 s l l

ow.rmet m l = 9 x 105 lb. x sec2 /ft vs = 2000 ft/see 2

m 2 = 11.7 x 10 5 lb x sec /ft W = 100 lb/ft3 K j = K2= 3 x 10 9 lb/ft G = 12.42 x 106 lb/ft2 R = 42 ft Y = 1/3 i

1

[T:=  ;

c ,

g .

3 DYNAMIC ANALYSIS OF STICK MODEL ON SURFACE FOUNDATION CORRELATION OF RESULTS TRANSFER FUNCTION ATTOPNODE Table 2.2 - Transfer Function values at node no. 88 FIXED BASE INTERACTION FFIQUENCY EXACT EXACT SASSI (HZ) REAL IMAG REAL IMAG REAL 1 MAG 1.895 1.160 0.000 1.331 -0.029 1.333 -O.'030 3.789 2.099 0.000 4.226 -5.553 4.196 -5.815 5.684 -13.811 0.000 -1.121 -0.452 -1.097 -0.433 7.579 -1.555 0.000 -0.593 -0.206 -0.575 -0.204 9.474 -0.963 0.000 -0.504 -0.164 -0.487 -0.173 11.368 -0.995 0.000 -0.722 -0.163 -0.713 -0.182 13.263 -4.300 0.000 0.691 1.559 0.513 1.488 15.158 0.608 0.000 0.220 0.142 0.219 0.160 CLOSED-FORM SOLUTION BASED ON IMPEDANCE COEFFICIENTS BY VELETSOS AND WEI,1971.

( IN tJrPELLO J

t COMPARISONS AGAINST OTHER SSI PROGRAMS l .

CORRELATION WITH CLASSI (IMPELL VERSION)

- EXAMPLE PROBLEM

~

4 2 L

M , -

= 3.0 x 10 LBS SEC /FT l R l E 0.6567 X 10 PSF 1

\

4 m 2(p I = 1.0 TT = J g

~

1 A = 1.017 ~A, = 0 9 = 0.3 4 = 0 t 4 2 b 1,

1El M i = 3.9 x 10 L135 SEC /IT n.

1. 2'* RIGlD DASEMAT (CIRCULAR) f T

a

/ .

6' LAYER 1 Y = 100 PCF n- 7 Y5 = 1600 F1'S % = 0.06 ,

5 7 Vp = 1600 FPS 20' in. / '

y LAYER 2 7 = 125 PCF V, = 16(K1 FPS % = 0.04 10' Vp = 3330.7 FPS ,

h

~g'r 9__ HALFSPACE , -

________________________..? Y =12seCF v , = =0 n.S .

, , , , ,,, , n,s gg ,

g , nnj g ; L________________________

lR______.__________________ ,

e. C.

2ava ___________________________

g __________________________

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I IMtJY PELLdI' J

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COMPARISONS AGAINST OTHER SSI PROGRAMS CORRELATION OF RESPONSE SPECTRA AT TOP NODE DAMPING = 1%

SASSI = DASHED LINE CLASSI = SOLID LIhT 3.00 -

2.50 -

32.00 E

$1.50 -

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CORRELATION WITH EXPERIMENTAL RESULTS

+

LOTUNG LARGE-SCALE EXPERIMENT (NRC/EPRI/TPC) 4 PERFORM SSI ANALYSIS OF 1/4-SCALE CONTAIh4ENT STRUCTURE BUILTIN LOTUNG, TAIWAN j CORRELATE ANALYTICAL RESULTS WITH AEASURED DATA FROM FORCED VIBRATION TESTS AND ACTUAL EARTHQUAKES 17'.3" , 37*.3a ,

1 6"

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. INSTRUMENTATION ON GROUND SURFACE AND DOWNHOLE LOCATIONS 8'I" 4 6.7 m 1/4 OHA DHB rN

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• 1/4 MODEL 8

1 1 8 3 ARM 3 ARM 2 3 , 3 8 4 t 'P *

( lMP aELLr dk J

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CORRELATION WITH EXPERIMENTAL RESULTS STRUCTURAL MODEL OF CONTAINMENT FORCED VIBRATION ANALYSIS N

N **

w - < /  ?'

s p-w

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/ s SEISMIC ANALYSIS l Ann Q , /

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COR:4.i'L *. TION WITH EXPERIMENTAL RESULTS CORRELATION OF RESULTS FROM FORCED VIBRATION ANALYSES w

s __

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,/i%n . M FORCED VlBRATION CHANNEL No. 9 1

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l 5 ~

I O

I NPELL SASSI ANALYSIS

. g o.5 -

W TEST 2 c.4 -

U

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0.1 -

o , , , , , , , ,

0 4 8 12 18 20 24 28 FREQUENCY (Hz)

( Ldk IMP _EL,Ar J

l

• a l

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\

CORRELATION WITH EXPERIMENTAL RESULTS CORRELATION OF RESULTS FROM SEISMIC ANALYSES RESPONSE AT FREE-FIELD DOWNHOLE LOCATIONS 3.00 _ RESPONSE SPECTRA 5% DAMPING 0.90 -

N-S 0.00 -

30.70 2 0.60 -

o

[ ,

SURFACE CONTROL DOWNHOLE /6M DEPTH g MOTON (SASSO

$0.40 -

b DOWNHOLE /6M DEPTH~

(MEASURED)

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u< s v-- _____

0.10 -

f f '

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FREQUENCY (HZ) 3.00 RESPONSE SPECTRA I 5% DAMPING 0.90 N-S 0.80 -

30.70 DOWNHOLE /47M DEPTH g0.60 (SASSO E0.50 -

n: SURFACE CONTROL DOWNHOLE /47M DEPTH

$0.40 - MOTON (MEASURED)

U E0.30 -

0.20 -

e

/ /

0.10 -

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FRE0VENCY (HZ)

( IM tP aELLr O J

• . ( .-

CORRELATION WITH EXPERIMENTAL RESULTS CORRELATION OF DOWNHOLE RESULTS WITH SHAKE PISULTS 1.00 - RESPONSE SPECTRA o,go _ 5% DAMPlNG N-S 0.e0 -

30.70 go.60 -

h0.50 DOWNHOLE /6W DEPTH

$0.40 -

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s

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0 ' Y. 01 0.02 0.05 0.1 0.2 0.'5 1. 2. 5. 10. 20. 50. 100.

FREQUENCY (H2) 1.00 - RESPONSE SPECTRA o,go _ 5% DAMPlNG N-S 0.eD -

3_0.70 2 0.60 -

E0.50 -

DOWNHOLE /47W DEPTH

$ j do.40 (SHAKE ANALYSIS)

DOWNHOLE /47W DEPTH {

10 - (WEASURED) 0.20 -

,\ ,

s s 0.10 - s' '-- ------

0. @u. 01 0.02 0.05 0.1 0.2 0.5 1. 2. 5. 10. 20. 50. 100.

FREQUENCY (HZ)  !

( lMPELLJr dk J

o l

, ]

CORRELATION WITH EXPERIMENTAL RESULTS CORRELATION OF RESULTS FROM SEISMIC ANALYSES RESPONSE AT BASEMAT i.00 - RESPONSE SPECTRA g,gg _

5% DAMPING N-S '

0.00 -

30.70 z0.60 -

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FRE0VENCY IH2) 2.00 - RESPONSE SPECTRA 5% DAMPING 0.90 -

E-W 0.80 -

30.70 go.60 -

SURFACE CONTROL ^

h0.50 - "OI*"

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FREQUENCY (H2)

IMt PELLdk Ar J

( ,. .

APPLICATIONS OF SASSI IN OTHER INDUSTRY PROJECTS SONGS - UNIT 1/ SOUTHERN CALIFORNIA EDISON

- LONG-TERM SERVICE SEISMIC REEVALUATION PROGRAM

- SASSI/CLASSI APPROACH TO GENERATE UPGRADED IN-STRUCIURE RESPONSE SPECIRA

- METHODOLOGY ACCEP'IEDBYNRC

REFERENCE:

USNRC DOCKETNO. 50-206 OTHER NON IMPELL PROJECTS

- DIABLO CANYON / PACIFIC GAS & ELECIRIC I

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l SUMf1ARY OF OBSERVATIONS ON CONTROL POINT LOCATION AND SPATIAL VARIATION OF FREE-FIELD GROUtJD Il0T10N

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JAMES J. JOHNSON ROBERT P. KENNEDY PREPARED FOR UNITED ENGINEERS AND CONSTRUCTORS NOVEMBER, 1985

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. ..One interpretation of this provision which pervades the industry is that the control point is within the soil, not on a free surface, and the control motion is to be applied there. This is the worst i

possible definition of the control point. First, specifying the I control point at locations other than a free surface ignores the physics of the problem and the source of data used in developing design ground response spectra. Second, this specification results in motions on the free surface whose response spectra display a number of peaks and valleys associated with frequencies of the embeament layer which are totally fictitious and unrealistic. The frequencies of .these peaks coincide with frequencies of the soil layer between the foundation level and the free surface. This results in free surface motions which are dependent on the foundation depth rather than free-field site characteristics. Third, the peak acceleration of the resulting free surface motion is typically significantly greater than that of the control motion; hence, by all seismological definitions, the design level earthquake is increased. For example, a 0.25 g earthquake may become a 0.35 g earthquake or greater depending on the embedment depth, soll properties, and design earthquake characteristics. Fourth, this specification of the control point effectively penalizes partially embedded structures when compared to surface-founded stru,etures which contradicts common sense and observations. There is a strong consensus of all engineers and scientists working in the field that the control point should be specified on the soil free surface.

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