ML20072J662

Responds to & Provides Addl Info Concerning in- Structure Response Spectra

ML20072J662
Person / Time
Site:	Oyster Creek
Issue date:	08/22/1994
From:	Keaten R GENERAL PUBLIC UTILITIES CORP.
To:	NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM)
References
NUDOCS 9408290128
Download: ML20072J662 (94)

Text

f GPU Nuclear Corporation arsi pa,Ne Jersey 07054 201-316-7000 TELEX 136-482 Writers Direct Dial Nurnbor.

August 22, 1994 5000-94-0035 C321-94-2126 U.S. Nuclear Regulatory Commission Attn: Document Control Desk Washington, D.C. 20555 Gentlemen:

Subject:

Oyster Ceek Nuclear Generating Station (OCNGS)

Operating Ucense No. DPR-16 Docket No. 50-219 Response To Additional Information Concerning In-Structure Response Spectra By letter dated December 23,1993, GPU Nuclear Corporation provided a report prepared by EQE Engineering Consultants entitled " Design Criteria for Soil Structure Interaction Analysis of the Reactor / Containment Building at GPU Nuclear / Oyster Creek Nuclear Generating Station" for your review. The NRC staff determined that additional information is required in order for the staff to complete its review. Your letter dated i

March 17,1994 requested this additional information.

The attached information provides GPUN's response to your request. We believe that this response provides you the information necessary to complete your review. As stated in our letter dated December 23,1993, GPUN intends to use the resulting spectra to resolve Supplement 1 to Generic Letter 87-02, and in conjunction with damping values specified in Regulatory Guide 1.61 and ASME Code Case N411 for all future designs, analyses and evaluations.

If you have any questions concerning this submittal, please contact Mr. Michael Laggart, Manager, Corporate Nuclear Licensing.

j Sincerely, 9400290128 940822 R. W. Keaten ADOCK 0500 9

%DR Vice President & Director Technical Functions 7'

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Administrator Region I i

NRC Oyster Creek Project Manager

} g /f g g / y7 [j g / a / j [3 fl i

Senior Resident inspector GPu Nuclear corporation is a subsidiary of General Pubic utihtres Corporation

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GPU NUCLEAR RESPONSES TO ADDITIONALINFORMATION REQUESTED BY NRC LETTER DATED MARCH 17, 1994 1

REGARDING IN-STRUCTURE RESPONSE SPECTRA i

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Page 1 NRC QUESTION #1 Provide the three sets of spectra (corresponding to the three high-strain soil profiles) developed at the foundation level together with the enveloping spectra and 60% of the site specific response spectra (SSRS). Also, provide modified synthetic time-histories (if any) developed to ensure that the 60% criterion is satisified.

GPU NUCLEAR RESPONSE 1.

The deconvolved spectra for the two horizontal time histories developed at the foundation level for the three high strain soil profiles and the time histories to be used in the final analyses are shown in Figures 1s1-1 and 1s1-2. The envelope of the three spectra for each of the horizontal directions are shown in Figures 1-1 and 1-2. These figures show the comparison of both horizontal components to 60% of the surface spectrum.

The spectra from these time histories meet the 60% requirement at all frequencies. These time histories are included in the diskette as part of the response to Question 4.

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Page 2 NRC QUESTION #2 i

Structural Modelling:

2.a At OCNGS, the spent fuel pool (SFP) load is distributed between the reactor building, the shield wall and the columns. Provide information related to the distribution of SFP mass and its eccentricity in the model shown in Fig. 4-1.

GPU NUCEAR RESPONSE 2.a A three-dimensional, lumped-mass dynamic stick model of the OCNGS Reactor building was used in the SSI Analysis. The modelincludes separate sticks for the reactor building, drywell vessel, biological shield wall and i

reactor pressure vessel. The mass and stiffness of the walls of the SFP and the mass of water, fuel, and equipment in the SFP were included in the model of the reactor building.

1 The center of mass was calculated using the center of gravity of the individual masses for all floors in the reactor building. This includes the walls, water, fuel, and equipment associated with the SFP. In all cases, differences between center of mass and center of rigidity at a particular floor were explicitly included in the model. The model shown in Figure 4-1 explicitly accounts for the appropriate distribution and eccentricity of the SFP mass.

NRC QUESTION #2.b 2.b Provide a sample calculation which demonstrates the resonsibility of the spring constants shown in Table 6 of Appendix A.

GPU NUCLEAR RESPONSE 2.b A three-dimensional lumped-mass model of the OCNGS Reactor Building was developed by URS Blume in 1987. This model included spring constants for the springs listed in Table 6 of Appendix A of the EOE report.

j GPUN reviewed this model to determine its appropriateness for use in the present EOE Soil Structure interaction Analysis and noticed some anomalies. Therefore, GPUN obtained the services of Harstead Engineering Associates to perform a detailed review of the URS Blume model. The results of this review were subsequently independently verified by GPUN.

Attached are pages 121 through 130 of the calculation prepared by G.

Harstead to review the model developed by URS Blume. Also attached are pages 5 through 14 of the verification of the G. Harstead calculation prepared by GPUN. These attachments describe how the values for the spring constants shown in Table 6 of Appendix A were developed.

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Page 3 NRC QUESTION #2.c 2.c A number of floor slabs and walls at OCNGS have been identified as vertically flexible. Provide information related to the plans for developing vertical floor response spectra for these floors.

GPU NUCLEAR RESPONSE 2.c The Oyster Creek Reactor Building is a rectangular structure with relatively uniformly spaced column lines in each direction. The column lines divide each floor into floor slabs which are nearly square. All floor slabs are supported by beams or walls on all four sides and there is a column or a wall at every corner. The smallest slab is 20.75' x 22.0' and the largest is 21.5' x 23.25', All slabs are at least 12 inches thick. Analyses of the floor slabs of the OCNGS Reactor Building were performed in order to determine i

the potential for amplification of the vertical in-structure spectra due to vertical vibrations of the slabs. All the floor slabs were reviewed, and four were selected for analysis. The first three are considered typical and the i

fourth is bounding, that is, it has the lowest frequency of any slab in the reactor building.

Finite element models of these four slabs were generated. Boundary beams were explicitly modeled. Columns were modeled as fixed vertical supports and external walls as fixed boundaries. The surrounding slabs were not modeled since they do not significantly affect the fundamental frequency of the slab. Also, the actual width of the floor beams was conservatively neglected. The beam widths effectively reduce slab lengths by approximately 20%, therefore neglecting these widths results in an underestimation of actual frequency. Modal analyses were performed to j

determine the fundamental frequencies of the slabs. Figures 2s1-1 through 2s1-4 show finite element models of the selected slabs. The slabs and the results of the analyses are described below.

The first slab selected is at elevation 95'-3" between column lines RA, RB, R4, and R5. Its plan dimensions are 23.25' by 20.75' and its thickness is 26". At line RA, the slab is connected to a wall and is supported by beams at the other lines and by columns at the corners. The modal analysis of this slab predicts a fundamental vertical frequency of 43.5 Hz.

The second slab selected is at elevation 51'-3" between column lines RD, RE, R6, and R7. Its plan dimensions are 22.0* by 21.5' and its thickness is 12". At line R7, the slab is connected to a wall and is supported by beams at the other lines and by columns at the corners. The modal analysis of this i

slab predicts a fundamental vertical frequency of 25.5 Hz.

Pag @ 4 GPUN RESPONSE #2.c (CONT'D)

The third slab selected is at elevation 95'-3" between column lines RB, RC, R2, and R3. Its plan dimensions are 23.25' by 21.5' and it thickness is 16".

This slab is supported by beams at all boundary lines and by columns at the corners. The modal analysis of this slab predicts a fundamental vertical frequency of 24.4 Hz.

The fourth slab selected is at elevation 75'-3" between column lines RB, RC, R3 and R4. Its plan dimensions are 23.25' by 21.5' and its thickness is 12".

This slab is supported by beams at all boundary lines and by columns at the corners. The modal analysis of this slab predicts a fundamental frequency of 22.4 Hz.

The lowest fundamental vertical frequency of any slab in the reactor building is 22.4 Hz. The dominant vertical frequencies of the soil-structure system range from 5 Hz to 10 Hz depending on the floor elevation. The lower frequency (5 Hz) is more dominant in the lower elevations and the higher frequency (10 Hz) is more dominant in the upper elevations. The ratios of slab fundamental frequency to structure vertical frequency range from 2.2 to more than four, thus no vertical floor amplification will occur.

Also, the mode shapes for the fundamental modes of the floors are in a

" Checkerboard" pattern, ie, adjacent slab modal displacements have opposing signs. Therefore, given the relatively uniform mass distribution of the floor, the mass participation factors for these modes are low. Thus, the l

in-structure response spectra will be generated without including this effect.

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Pag 3 5 NRC QUESTION #3 3.

The staff recognizes the timing when the soil structure interation (SSI)-

sensitivity studies where performed (section 5) and the final SSRS were approved and agrees with the licensee (and its consultant) that the use of the earlier SSRS will not significantly affect the results of the sensitivity studies. However, the staff believes that the 2-D model utilized for the sensitivity studies should have been modified to get better correspondence in the results of 2-D and 3-D (figures 5-2,5-3,5-4). Provide justification for not modifying the 2-D model, particularly, when comparing rigid vs. flexible foundation responses.

GPU NUCLEAR RESPONSE 3.

Sensitivity studies were conducted using the 2-D soil structure model to reduce the amount of effort. Specifically, studies for soil layer discretization, foundation rigidity and soil structure bonding were performed using the 2-D model (Ref. the EQE Report, June 1993, sections 5.1.1, 5.1.2 and 5.1.3).

These studies were executed by determining the change in response due to a change in the parameters being investigated. This information was then used in the development of the 3-D soil structure model. Hence, the 2-D model needs to replicate the 3-D model only to the extent that change in response to change in input of the 2-D model would also occur in the 3-D model.

Figure 5-2 of the EQE Report shows the benchmark comparison of response spectra between the 2-D and 3-D models at three locations; elevation 51'-3" and 119'-3" in the Reactor Building and elevation 87'-5" in the Drywell. There are three elements that determine the quality of the ability of the 2-D model to replicate the 3-D model; spectral shape, spectral amplitude and the zero period acceleration (ZPA). The spectral shapes between the 2-D and 3-D models are the same, i.e., they exhibit the same slopes of spectral amplitudes as a function of frequency for all frequencies.

Spectral amplitudes are nearly coincident except at the spectral peaks. The largest deviation predicted by the 2-D model is 15%, at Node 7 as shown in Table 3s-1. The ZPAs for the two models coincide. These correlations between the 2-D and 3-D models are very good and more than sufficient to assure that the 2-D model provides correct information about the 3-D model behavior.

Further, the results from the 2-D studies were used conservatively when applying them to the 3-D model. The analyses presented in Figure 5-3 of the EQE Report indicates that soil discretization at 7.0 Hz is sufficient. The 3-D soil discretization is at 12.5 Hz. Figure 5-5 in the EQE Report indicates that there is no change in response between the rigid and flexible foundation models. In the soil bonding study, Figure 5-7, only the extreme fully unbonded case shows any deviation from the other cases, and it is bounded by other considerations given in section 5.1.3.

_=.

GPUN RESPONSE #3 (CONT'D)

Therefore, the correlation between the 2-D and 3-D models taken together with the results of the 2-D studies and their application to the 3-D model leads to the conclusion that a better correlation in spectral peaks between the 2-D and 3-D models is not necessary.

, ~

Table 3s-1: Peak Spectral Values Node 2-D Model 3-D Model Ratio,2D/3D 4

0.32 0.36 0.89 7

0.50 0.59 0.85 58 0.42 0.47 0.90

Page 7 NRC QUESTION #4 4.

Provide diskettes containing the following input-output information:

a.

A set of final (modified) synthetic time-histories utilized in the development of in-structure response spectra (IRS), together with their response spectra and power spectral densities (PSDs) at the ground surface.

b.

Soil and Structural model r' ih..' Reactor Building (RB) together with their parameters utilized ir <bveloping the IRS.

c.

Horizontal and vertical spectra at El. 95 ft (1) in the RB and at 50 ft (i) in the Drywell (when available).

GPU NUCLEAR REPONSE 4.

The information included in the diskette enclosed with this letter is described below:

a.

The time histories to be used in the final analyses. Their response spectra at 5% damping and their PSD functions at the ground surface.

Figures 4-1 and 4-2 show the spectra and Figures 4-3 to 4-5 show the PSD functions.

b.

Reactor Building model in EOE computer code MODSAP format.

Table of high strain soil properties (best estimate) used in the development of impedance and scattering functions.

c.

Spectra at elevations 95 ft. in the RB and 50 ft. in the Drywell were not generated for the study, and thus, are not available. They will be transmitted to the NRC after the final in-structure spectra are generated.

j Hard copies of all files on the diskette are also enclosed.

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9.00 2989 0.041 0.48 0.125 Sand 7

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6.50 5248 0.033 0.47 0.125 Sand 9

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1

~

Freefield Time Histories, For OCNGS Reactor Building 50069-C-70?Rev OTime History 60% Rule, RB OCNGS Reactor Building Final Freefield Ground Surface Time H.

3 1504 0.010 1

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1

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~

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d i

PSD Function for Componsnt 3 (Vertical) j Frsquancy Smooth PSD

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