ML20236B432

Forwards New Seismic Margin Assessment Floor Response Spectra for Use in NRC Review of USI A-46

ML20236B432
Person / Time
Site:	Hatch
Issue date:	03/14/1989
From:	Hairston W GEORGIA POWER CO.
To:	NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM)
References
REF-GTECI-A-46, REF-GTECI-SC, TASK-A-46, TASK-OR ENG-89-020, ENG-89-20, HL-385, NUDOCS 8903210079
Download: ML20236B432 (147)

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U. S. Nuclear Regulatory Commission ATTN:

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PLANT HATCH - UNIT 1 NRC DOCKET NO. 50-321 OPERATING LICENSE DPR-57 SEISMIC MARGIN ASSESSMENT FLOOR RESPONSE SPECTRA Gentlemen:

In preparation for the Seismic' Margin Assessment.(SMA) for. Plant Hatch-Unit 1, and because of NRC seismic licensing concerns, Georgia Power Company (GPC) had new site soil-structure: interaction Based-on the

. SSI-analyses, new floor response spec (SSI) analyses' performed.

tra-(FRS) were. developed..'Those FRS at 5% spectral damping were used for both the SMA and the USI A-46 evaluation for Unit 1.

The FRS were provided to D. J. Guzy (NRC-RES) for use in the NRC SMA review.

In response to a verbal request by P. Y. Chen of the Nuclear Reactor l

Regulation Mechanical Engineering Branch, the new FRS are hereby provided for use in the USI A-46 NRC review as the enclosure to this. letter.

It should be understood that these new FRS'were developed and used only for the SMA and the USI A-46 evaluation.

They do not replace or alter the Plant Hatch licensing basis FRS.

If you have any further questions or need additional information, please contact this office.

Sincerely, W. G. Hairston, III i

WGH,III:KWW/db Enclosure

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l 8903210079 890314 r'

PDR ADOCK 05000321 P

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Georgia Power n March 14, 1989 Page 2 cc:

Georaia Power Company Mr. J. T. Beckham, Jr., Vice President

. Nuclear, Plant Hatch (w/o enclosure)

Mr. H. < C. Nix, Jr., General Manager - Plant Hatch (w/o enclosure) l U. S. Nuclear Reaulatory Commission. Washinaton. D. C.

i Mr. L. B. Marsh, Chief Mechanical Engineering Branch Mr. L. P. Crocker, Licensing Project Manager - Hatch Mr. P. Y. Chen, Mechanical Engineering Branch V. S. Nuclear Reaulatory-Commission. Recion II Mr. S. D. Ebneter, Regional Administrator Mr. J. E. Menning, Senior Resident Inspector - Hatch l

l

i ENCLOSURE

SUMMARY

OF SEISMIC RESPONSE ANALYSES PERFORMED FOR THE HATCH VNIT 1 SMA 1

l

SUMMARY

OF SEISMIC RESF0NSE ANALYSES PERFORMED FOR THE HATCH UNIT I SMA SSI analyses were performed to calculate median-centered in-structure

' response spectra, maximum relative displacements and maximum absolute accelerations at each floor level in the control building, reactor building, diesel generator building and river intake structure.

For all structures, SSI analyses were performed for three soil property cases:

an intermediate case for which properties were explicitly defined in the revised Appendix A of the Hatch SMA soils report by Woodward-Clyde Consultants (WCC); a lower bound case for which the soil shear modulus k

profile was equal to the intermediate case profile factored by 0.60; and an upper bound profile for which the soil shear modulus profile was equal to the intermediate case profile factored by 1.60.

Also for all structures, the free-field motions that were used were those provided by WCC for the Hatch SMA seismic response analyses.

Unless specified otherwise, the in-structure response spectra used in the seismic margin assessment is the envelope of the three in structure response spectra associated with the lower bound, the intermeifate and the upper bound soil modulus profiles with the in-structure response spectra for the intermediate soil modulus profile broadened by 15% in the frequency domain.

This follows the procedures discussed in Reference 1.

A summary of the analyses for each of these structures is contained in the following paragraphs.

Control Buildina The structural model for the Control Building was a three-dimensional model, provided by SCS, containing 17 beam elements connecting 18 nodal points.

Nodal mass points were defined for each floor level in the

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structure.

Typically, at each floor level, a nodal mass point would be located at the center of mass for that floor slab and two other nodal points would be located at the centers of rigidity of the wall systems above and below the floor.

Figure 1 shows a sketch of the structural 10SF/hatesma3. doc 1

i

.model.

Eigenvalue extraction analyses were performed to obtain 25 modes.

The mode shapes and frequencies were compared with.the data.

received from SCS and good agreement was obtained. Table-1 summarizes.

the fixed-base. modes of the structural model.

SSI response was obtained f

at all 7 mass points.

The basemat of the Control Building is located at Elev.105 ft, approximately-25 feet below grade. However, embedment contact with the side soil occurs only on one side, the.other sides being adjacent to other structures of equal or greater embedment.

It was therefore decided to calculate. impedance functions and foundation input motions (wave scattering functions) for a flat ' foundation on a truncated soil column extending to a marimum elevation of.105 ft.

The CLASSI computer-programs GLAY and CLAN were used for this. calculation.- In addition, no variation in free-field motion over the 25 ft. from soil free surface at grade to the bottom of the foundation was considered, i.e. the foundation input motions are taken to be' equal to the free-field motion (or scattering is unity).

This adds a degree of conservatism to the results.

SSI. analyses were performed for the three soil property cases described above and maximum absolute accelerations, maximum relative displacements and response spectra at 3%, 5% and 10% spectral damping were obtained at all mass points.

l i

Reactor Buildino i

4 The Reactor Building was modelled for two assumptions of connectivity of the roof structure with the vestibule.

The first or base case assumed

'that the connection is fully capable of transferring all loads between the roof and vestibule.

The second case assumed that the connection does not exist and that the roof structure is completely released from the vestibule.

SSI response analyses were carried out for both assumptions.

i 10SF/hatesma3. doc 2

l The base case of the Reactor Building consisted of three uncoupled models (E-W, N-S, and Vertical) provided by SCS.

These models are very similar to those used for a previous study (Reference 2) performed for the NRC.

Each horizontal model contained 34 beam elements connecting 30

. nodal points.

The vertical model was of similar refinement.

Nodal mass points were defined for each floor level in the structure, as well as appropriate locations for the drywell, the reactor pedestal and l

sacrificial shield, and the reactor pressure vessel.. Typically, each j

model would allow displacements only in the direction for which it was 1

modeled, assuming motions in the other directions to be uncoupled due to i

l symmetry of the structure.

Figure 2 shows a sketch of the structural model for the N-S and E-W direction.

Eigenvalue extraction analyses were performed on each model to obtain a total of 25 modes.

Table 2 summarizes the fixed-base modes of the structural models.

SSI response l

was obtained at all 22 mass points.

l The bottom of the Reactor Building basemat is located at Elev. 75 ft, 55 l

' feet below grade.

As with the Control Building, the Reactor Building foundation is only partially embedded, beir.g bordered by other foundations of varying basemat elevations.

Therefore, a sensitivity study was conducted to evaluate the effect of embedment and side-soil bonding on the response of the Reactor Building. For this study, impedance and scattering functions were calculated for two embedment f

assumptions:

e Foundation Case 1 assumed the foundation to be fully embedded with its sidewalls fully bonded to the soil.

For this case, impedance and scattering functions were calculated for an equivalent embedded cylinder using computer program SUPERALUSH.

e Foundation Case 2 assumed that there was no contact between the foundation sidewalls and the soil.

Impedance functions for a flat square foundation were calculated by programs GLAY and CLAN using the soil properties below the base of the foundation.

Scattering functions were 1

10SF/hatesma3. doc 3

calculated using SUPERALUSH assuming an embedded circular cylinder with no sidewall contact with the soil.

For both cases, the horizontal variation of soil properties resulting from the backfill next to the building above the base of the foundation

~

was included and the impedance and scattering functions were calculated for the intermediate soil properties defined in Table A-4 of the WCC soils report.

SSI analyses were performed for each foundation case and response spectra were obtained on the basemat and in the structure.

Comparison of the results showed that the Case 2 soil model produced response at somewhat lower frequencies than the Case 1 model.

It was judged that l

the Case 2 soil model better represents the actual configuration of the Reactor Building foundation.

It was therefore decided that. Case 2 should be used for the final analyses and that the uncertainty of f

effective embedment should be accounted for by broadening the spectra

+10% in the. frequency domain for subsystems whose fundamental natural frequency is between approximately 2 to 3 Hz.

This is done to account for a possible shift of the major spectra peak of the in-structure response spectra due to a stiffer foundation caused by side soil contact on a portion of the embedded reactor building.

This additional broadening is applied to the envelope of the three spectra with the t15%

broadening of the intermediate soil shear modulus profile spectra previously discussed.

SSI analyses veie performed for both structural model cases (connected and released roof) and for the three soil property cases using Foundation Case 2, as des _cribed above.

Maximum absolute accelerations, maximum relative displacements and response spectra at 3%, 5%, and 10%

spectral damping were obtained at all mass points.

Diesel Generator Buildino The Diesel Generator Building was modeled by three uncoupled models (E-W, N-S and Vertical) provided by SCS.

These models are very similar 10SF/hatesma3. doc 4

l to those used for the previous study made for the NRC.

Each model i

contained 1 beam element connecting 2 nodal points.

Nodal mass points were defined for each floor level.

Typically, each model would allow l

displacements only in the direction which it modeled, assuming motions

,in the other, directions to be uncoupled due to symmetry of the structure.

Figure 3 shows a sketch of the structural model.

Eigenvalue extraction analyses were performed on each model to obtain a total of 3 l

modes. The modo shapes and frequencies were compared with hand calculations and good agreement was seen.

Table 3 summarizes the fixed-base modes of the structural models.

SSI response was obtained at all mass points.

The bottom of the basemat of the Diesel Generator Building is located at Elev.125 ft, 5 feet below grade.

Because of the shallow embedment, impedance functions were calculated for a flat foundation on a truncated soil column extending to a maximum elevation of 125 ft and the foundation input motions were taken to be equal to the free-field motions (i.e. scattering wt.s unity). The CLASSI computer programs GLAY and CLAN were used for this calculation.

SSI analyses were performed for the three soil property cases as described above.

Maximum absolute accelerations, maximum relative displacements and response spectra at 3%, 5% and 10% spectral damping were obtained at all mass points.

River Intake Structure The structural model for the Intake Structure was a three-dimensional model, provided by SCS, containing 13 beam elements connecting 14 nodal points.

Nodal mass points were defined for each floor level in the structure.

Typically, at each floor level, a nodal mass point would be located at the center of mass for that floor slab and two other nodal points would be located at the centers of rigidity of the wall systems above and below the floor.

Because of the symmetry of the Intake Structure about its plane perpendicular to the riverbed, modeling 10SF/hatcsma3. doc 5

t s

eccentricities existed only in that plane.. Figure: 4 shows a. sketch of the structural model.

Eigenvalue extraction analyses were performed to-obtain 9 modes..The mode shapes and frequencies were. compared with the data received from SCS and good agreernt was obtained. Table 4

)

summarizes the fixed-base modes of the structural model.

SSI response was obtained at all 5 mass points.

The foundation conditions for the Intake Structure are different than that of any other Plant Hatch structure; the structure-is fully embedded at one end by a berm at Elevation 110 ft, has no embedment at the other end where its basemat meets-the riverbed at Elev. 52 ft, and both sides have embedment conditions which vary from full'embedment to no embedment.

To approximate these conditions,. impedance functions were

)

calculated assuming a flat foundation having the shape of the: Intake Structure's basemat and augmenting.them with corrections obtained as the difference between a circular cylinder embedded in a uniform halfspace-having properties of the side soil and a flat foundation with the-same properties.

The impedance functions calculated for this correction were:

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obtained using an approximate method by Pais and Kausel. The corrections obtained compared favorably with corrections obtained using an approximate method by Novak.

j

'i The uncertainty in the foundation input motion (FIM) was addressed by l

conducting a sensitivity study of the effect of control point location i

on in-structure response.

The effect of-locating the control point for the free-field motion on the berm as opposed to locating it on the riverbed was studied by first calculating scattering functions for the longitudinal cross-section of the Intake Structure (perpendicular to the riverbed) relative to both locations and then using the two sets of.

scattering functions, along with the impedance functions described above, in SSI analyses of the Intake Structure.

The scattering functions were calculated using program SUPERFLUSH with a model having the berm (Elev 110 ft) on one side of the rigid massless foundation and the riverbed (Elev. 52 ft) on the other side.

Full bonding between soil-10SF/hatesma3. doc 6

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and-foundation were. assumed.

Scattering functions were obtained for two :

y cases:

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.e-Case'1-related foundation input motion to free-field ~

motion on the berm.

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Case 2 related foundation input. motion to free-field j

motion on the' riverbed.

SSI' analyses were performed for each-case and response spectra-were obtained on the basemat and in the structure.

Comparison.of the results-1 L

'showed that the response for Case 1 was generally higher than for Case l

2..Therefore, it was decided to use Case 1 scattering' functions for the-final SSI' analyses.

Scattering functions for components in the transve se direction j

(parallel to the riverbank)'were taken to be unity (i.e. foundation-

. input motion _ equals. free-field motion).

4 SSI4 analyses were performed for the three' soil'. property cases-provided:

Lby WCC and maximum absolute accelerations, maximum relative-

~

disp 1acements and, response spectra at 3%, 5% and 10% spectral damping

-were obtained at all' mass points.

Perspective on 3SI Resoonse of the Reactor Buildino The'in-structure response spectra calculated for the reactor building demonstrate low frequency amplification, i.e. soil / structure system frequencies in the range of I-2 Hz depending on the assumed soil profile.. The Hatch reactor building is characterized by a relatively stiff structure founded or relatively soft effective soil properties.

-The principal horizontal frequencies of the Hatch reactor building are approximately 7 Hz in each direction.

Hence, the resulting soil / structure system frequency of I-2 Hz is a direct result of the soil

. stiffness properties.

~

i 10SF/hatesma3. doc 7

j

.c Hatch is not unique in this. respect.

Appendix A of Reference 3-

]

. tabulates information for all US commercial nuclear power plants' including site conditions by general category including stratigraphy.and stiffness.. Many are listed with similar general site descrip'tions to

. Hatch.

A subset of these have been reanalyzed recently for SSE level or-greater excitations, i.e. in the context of a PRA.

Two,-in particular,.

I which demonstrate low frequency soil / structure system frequencies are Surry and La Salle.

Surry structures were analyzed for ISSE (0.15 ),

9 2SSE (0.30g), and 3SSE-(0.45g) level earthquakes.

The Surry reactor.

building / internal structure demonstrate low frequency (1-2 Hz) response' for the ISSE case with lower system frequencies for the 2SSE and 3SSE i

cases..These Surry structures are relatively stiff and-their overall response is governed by the behavior of the soil / foundation.

Note, Surry is a PWR.

The La Salle nuclear power station presents a second example where a relatively stiff structural system is supported on a-relatively-soft. soil leading to low frequency soil / structure system modes.

Note, La Salle is a Mark II BWR with a very large foundation.

l

'In addition to calculated response, a limited amount of recorded data from past u rthquakes has been obtained for EPRI (Reference 4).

F Hares 5 and 6 (Reference 5) show two cases of recorded response on the structure's basemat and operating floor.

Figure 5 is a BWR Mark II containment situated on a relatively uniform soil profile of low strain shear wave velocity of 1500 ft/sec.

The earthquake event was very low level, i.e. approximately 5 gals. ZPA on the basemat and slightly less than 10 gals. ZPA on the operating floor.

These 5% damped spectra demonstrate a low frequency soil / structure system frequency of

{

approximately 3 Hz.

This very low level event is unlikely to have induced significant strains in the soil; consequently, no significant softening of the soil would be expected.

If, as in the cases of Hatch, Surry, and La Salle, a reduction in shear wave velocity of 30-50% were anticipated for an earthquake of PGA of 0.30g and the structure were as'sumed to behave rigidly, a reduction in frequency of a factor of 2 or I

f more could be expected bringing the soil / structure system frequency into i

10SF/hatesma3. doc 8

l

i the same range as that calculated for Hatch.

Figure 6 shows the same type of data for-a different site and structure.

The site is reported to be an average soil site which translates to a shear wave velocity of approximately 1500 ft/sec as above. The structure is a PWR

, containment / internal structure and the r,esponses shown in Figure 6 are for the basemat and operating floc'.

As above, the principal frequency j

is at 3 Hz for this very low level e vnt If significant softening of the soil is expected for a 0.30g ea quake, a frequency of a factor of 2 or greater could be expected a' discussed above.

The analytical and recorded data support the calculated frequencies of the Hatch reactor building / soil system given the hypothesized occurrence of an earthquake with PGA of 0.309 t

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l g

10SF/hatcsma3. doc 9

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ReferenrJti 1

d 1.

ASCE' Standard - Seismic Analysis of Safety Related' Nuclear l

Structures, ASCE 4-86, ' American Society of Civil Engineers, September 1986.

l 2.

J. J. Johnson, O. R. Maslenikov, D.'J. Doyle, " Review of Seismic

,j Analysis of Hatch Units 1 'and '2:

In-Structure Response Spectra,"

l Lawrence Livermore NationalLLaboratory, Livermore, CA, UCID-21015, 1987.

q 3.

J.'J. Johnson, E. C. Schewe, and O. R. Maslenikov, "SSI. Response a

of a Typical LShear Wall Structure," Lawrence Livermore National Laboratory,'Livermore, CA, UCID-20122, Vols. 1.and 2, 1984.

4.

D. P. Jhaveri, R. M Czarnecki, R. P. Kassawara, and A. Singh, j

I

" Seismic Demand Evaluetion Based.on actual Earthquake Records,"

Presented'at Current Issues Related to Nuclear Power Structu'res, Equipment.and Piping, Orlando, FL,' December 1988, i

5.

Personal communication, D.'P. Jhaveri to J. J. Johnson, January a

18, 1989.

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i 10SF/hatesma3. doc 10 1

l IN-STRUCTURE RESPONSE SPECTRA CALCULATED AT 5 PERCENT DAMPING CONTROL BUILDING i

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t Table 1: Control Building Fixed Base Modal Characteristics.

Effective Modal Masses f

I x,y,z = fraction of static mass i

. Mode Freq -Dampg x

y z

No (Hz), Ratio 1

0.70 0.070 0.000 2.298 0.000 2

2.00 0.070 0.000

'3.972 0.000 3

2.24 0.070 6.727 0.000 0.000 4

2.58 0.070 0.000 0.000 0.000-5 3.45 0.070 0.000 0.488 0.000 6

6.78 0.070 0.018-0.000 0.000-i 7'

7.98 0.070 7.274 0 ~. 0 01 -

0.001 8

9.35 0.070 68.675

.0.094' O.009 9 10.75 0.070 0.110 83.362 0.209 j

10 12.81 0.070

-0.005 0.116 13.535 11' 14.30.0.070 1.356 0.164 0.000 12 -18.26 0.070' 8.205 0.000 0.002 13 22.06'0.070 0.026 1.657 55.214 14 23.86 0.070 0.000 0.000 0.002 15 26.58 0.070 0.890 2.334 4.682 16 27.09 0.070

.0.743' 2.809 10.460 1

17-31.72 0.070 4'.723 0.012 0.164 18-'32.09 0.070 0.090 0.531 5.063

-19 33.18 0.070 0.250 0.130.

0.049 l

H20 38.88 0.070 0;005 1.688 0.130 21 39.26 0.070 0.067 0.023 0.071 22 41.22 0.070 0.604 0.018 0.003 23 46.44 0.070.

0.000-0.009 3.025 24 47.95 0.070 0.201 0.001 0.006 25 49.16 0.070 0.000 0.000 0.355 3

Total Pct Mass 99.971 99.707 92.977 i

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i i I 1 IN-STRUCTURE RESPONSE SPECTRA CALCULATED AT 5 PERCENT DAMPING REACTOR BUILDING l = --__. ____ -__

-I Table 2: : Reactor Building FixedLBase Modal Characteristics .i 4 X (East-West) Model Effective' Modal Masses Mode. Freq Dampg x' y No (Hz) ' Ratio 1

2.86 0.100 5.997 0.000

'0.000 '2 6.27 0.100 0.585 0.000 .0.000 3 ~6.99-0.070 73.891 0.000 0.000 4 8.42 0.070' O.769 0.000. 0.000 5 15.64 0.0'0 .0.913. 0.000 0.000" 6 19.45 0.070. 9.376 0.000 0.000. 7 21.85 0.070 0.636 0.000 0.000 8 ~27.09 0.070 1.828 0.000 .0.000 9 34.04 0.070 0.924 0.'000 0.000 I-il Total Pct Mass 94.920-0.000 0.000 Y (North-South) Model Mode,Freq Damp; x y z No (Hz) Ratiu 1 1,48 0.070 0.000 0.342 1.000 2 3.26 0.100 0.000 5.981 0.000 3 6.87 0.070 0.000 64.572 0.000 4 7;47 0.070. 0.000 10.211 0.000 a 5 8.43 0.070 0.000 0.858 0.000 6 15.64 0.070 0.000 0.791-0.000 ~l 7 21.36 0.070 0.000 9.815 0.000 8 22.01 0.070 0.000. 0.444 0.000 9 31.42 0.070 .0.000 '1.813' O.000

10- 34.07 0.070 0.000 0.655 0.000

) Total Pct. Mass 0.000 95.4B1 0.000 Z (Vertical) Model Mode Freq Dampg x y z No (Hz) Ratio l l 1 3.94 0.070 0.000 0.000 0.246 2 14.67 0.070 0.000 0.000 78.684 I 3 22.60 0.070 0.000 0.000 3.341 I 4 23.67 0.070 0.000 0.000 1.605 l 5 31.24 0.070 0.000 0.000 0.001 6 36.65 0.070 0.000 0.000 0.680 l j i Total Pct Mass 0.000 0.000 84.557 l l l l

REACTOR BUILDING tt0 DEL .ll8UID : D = 3mur VanLusno Nns b * $ 0l W Yttn0GT h s \\ E = Masuss Meaus i G = Mou.tu SPitlNG l k, si t** (Q Cuns. g m p a Q5 y$ j E cc4 f,.f f612f'O' (g g .ss G h cE ) L 706' ' 4 L tel'D* ($ ( 1 f L. rst e" b E g s 1 t E g g h E t< M*8) l Y " (0 =5 L. Lit * ('O C c E a E g4 e n s.u m,. g M* !?. & Mi'O' U Aw@i, @ d3 p' E g m m:e 3 gE E ,,,u. l 4 D E E E s g *.c

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p e d t d n an ui u od o B eB 1 5 d - m 0 C. 8 6 + 01 2 n r r r 01 0 0 0 0 0 e eee 1 g wt p X e on p L LI U c3g$* euy

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E i IN-STRUCTURE RESPONSE SPECTRA CALCULATED AT 5 PERCENT DAMPING DIESEL GENERATOR BUILDING l l l = ___-._--_.__m..mm_-__._m.-mm_____ _... _ _ _ _ _ _ _ _ _ - _ _..

I / l l Table 3: Diesel Generator Duilding Fixed Base Modal Characteristics; X (East-West) Model 1 Effective Modal Masses and Heights x,y,z = fraction of static mass Mode Freq Danipg x y z No (Hz) Ratio 1 '27.34 0.070 99.737 0.000 0.000 i 'I Y (North-South) Model Mode Freq Dampg x y z No -(Hz) Ratio 1 31.43 0.070 0.000 99.840 0.000 Z (Vertical) Model Mode Freq Dampg x y z 'No (Hz) Ratio 1 66.02 0.070 0.000-0.000 99.944 i n 4 1 I e

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j Table 4:. River-Intah,e Structure Fixed Base Modal Characteristics l L Effective Modal' Masses-and Heights l x,y,z - fraction of static mass g; Mode.Freq Dampg x y No (Hz) Ratio 1 '10.20.0.070 0.000 52.920 0.000-2 '10.61 0.070 0.000 24.504 0.000 3 17.16 0.070 80.549 0.000 0.000 4 27.44 0.070 0.000 18.006 0.000 5 31.21 0.070 0.000' O.544 0.000 6 35.65.0.070 0.068 0.000 88 623 7 38.93 0.070. 13.507 0.000 0.624 l 8' 42.32 0.070 0.000 0.025 0.000 1 9 46.76 0.070 0.000 0.458 0.000 Total. Pct Mass 94.124 96.458 89.247 j i l l J

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