ML20147G804
| ML20147G804 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 02/25/1988 |
| From: | BECHTEL POWER CORP. |
| To: | |
| Shared Package | |
| ML20147D794 | List: |
| References | |
| NUDOCS 8803080317 | |
| Download: ML20147G804 (112) | |
Text
_ _ _
4-TASK REPORT ON DEVELOPMENT OF SEISMIC ACCELERATION RESPONSE SPECTRA FOR DIESEL GENERATOR BUILDING OF SEQUOYAH NUCLEAR PLANT PART 2: SITE-SPECIFIC OBE & SSE INPUTS t
Prepared for I
r TENNESSEE VALLEY AUTHORITY Sequoyah Nuclear-Plant i
Xnoxv111e, Tennessee l
i by L
Bechtel North American Power Corporation
(
San Francisco, California February 25, 1988 i
I 8803080317 880302 DR ADOCK 050 7
TABLE OF CONTENTS Part 2 1
SECTION PAGE I
INTROUUCTION...........................................
1-1 2
DESCRIPTION OF ANALYSIS !!ETH00......................... 2-1 3
SEISMIC GROUND MOTION INPUT............................
3-1
{
4 ANALYSIS MODELS........................................ 4-1 5
ANALYSIS SCOPE.........................................
5-1 6
ANALYSIS RESULTS....................................... 6-1 7
COMPARIS0N OF RESULTS.................................. 7-1 I
8
SUMMARY
AND CONCLUSIONS................................ 8-1 I
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9 REFERENCES '................'......~.....,.................'.'..~............9 ->
Figures Tables Appendix A Final Envelopes of Average ARS Plots for Enveloping the Results of Three Soil Cases Appendix B Comparisons of ARS Envelopes of the Current Analysis with the original Design 6 asis ARS StaffGrp 38
-i-
TASK REPORT ON DEVELOPMENT OF SEISMIC ACCELERATION RESPONSE SPECTRA FOR DIESEL GENERATOR BUILDING OF SEQUOYAH NUCLEAR PLANT Part 2: Site-Specific OBE & SSE Inputs 1.
INTRODUCTION i
This report presents the seismic analysis methodology, analysis codels, analysis scope, and analysis results obtained for the Diesel Generator (OG) building of the Sequoyah Nuclear Plant. Part 2 of this report describes the analyses performed for the seismic input using the 84 percentile site-specific response spectra of the Operating Basis Earthquake (OBE) and the Safe Shutdown Earthquake (SSE) for the piant.
The objective of the analysis is to develop the seismic floor acceleration response spectra (ARS) for comparison with the design basis ARS for the building.
Since the DG building is supported by a layer of soil deposit above the underlying rock at the plant site and the structure is partially embedded in the soil deposit, the seismic response analysis for the building requires the consideration of the free-field response of the soil deposit _
above rock as well as the soil-structure interaction (SSI) effect including the effect of embedment.
Thus, in performing the seismic response analysis for the building, the free-field respo'nse of the soil deposit is analyzed, as done for Part 1, using the one-dimensional (1-0) soil column wave propagation analysis computer program SHAXE (Reference 1), and the SSI response of the structure is analyzed using the recently developed three-dimensional (3-0) finite element SSI analysis computtr program SASSI (Ref. 2).
Section 2 of this part of the report presents the analysis assumptions and methods for determining the seismic response of the soil deposit and the building, which are the same as thc.ie described in Part 1.
StaffGrp 38 1-1
s Section 3 describes the 84 percentile site-specific seistnic input inotions for~the seistaic response analysis.
Section 4 describes the saine seismic analysis models used for the response analysis as used for the analysis in Part 1.
Section 5 presents the a'nalysis cases considered in the seisinic analysis. Section 6 presents the analysis results ootained. Section 7 presents the cornparison of the response results obtained in the current analysis with the corresponding original: design basis responses.. Section 8 suunnarizes the conclusions..
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- 2.. DESCRIPTION OF ANALiSIS HETHOD i
Since the DG building is supported by a layer'of approximately 70 ft.
thick of soil deposit above the-rock foundation for the plant, the.
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determination of the seismic response for the building' requires, in l
addition to the determination.of SSI response of.the structure, the determination of free-field soil response above rock subjected to.the design seismic input motion which is defined at the surface of rock of the q
plant. The analysis for the free-field seismic. response of the soil
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deposit assumes that the soil profile is horizontally layered and;the i
seismic input anotion is vertically propagating plane shear and compression incidence waves, such that the analysis can be performed using the 1-0 I
wave propagation analysis methodology for a soil column utilizing the 3
computer program SHAKE (Ref.1).
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i For the SHAKE analysis of the soil deposit, the design seismic input I
motion defined at the rock surface of the site is prescribed in the form of rock outcrop motion. Using this form of input, the so,il-rock j
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interaction effect is considered to determining the soil response. This' 1
interaction takes place in the sense that the energy of seismic waves j
reflected form the free surface..of the soil deposit:is permitted to -
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dissipate into the underlying rock medium.
This form of input motion is also more consistent with the definition of design response spectra since I
such a definition is usually based on the study of surface-recorded ground motions rather than the motions recorded at depth.
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t In the SHAKE analysis of free-field soil response, the low-strain soil i
shear moduli of the soil layers are based on the results of site geophysical survey (Ref. 3).
In order to account for the variability in soil shear modulus, analyses are perfonned by varying the soil shear 1
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aoduli as determined from the geophysical survey data by +,50%.
i Furtheroore, since soil materials usually exhibit nonlinear hysteresis
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conditions, the SHAKE analysis of seismic soil response also considers the strain-dependency of soil properties based on the variation curves for-normalized shear modulus and damping factor as functions of shear strain developed for sand by Seed and Idriss (Ref. 4).
The SSI response of the DG building is determined using the newly-developed 3-0 finite eleinent SSI analysis computer prograta SASSI (Ref. 2).
In the SASSI analysis, the free-field soil surface response motion as determined from the SHAKE analysis is used as the input prescribed at the ground surface. Consistent with the assumption for the SHAKE analysis, the input motion to the SASSI analysis is also assumed to i
be caused by vertically propagat.ng plane seismic shear and compression waves. Since SASSI is a linear SSI analysis computer program, the equivalent linear soil properties used for the SASSI analysis are based on i
l the strain-compatible soil shear moduli and damping values as resulted I
from the SHAXE iterative, equivalent linear analysis of free-field soil response.
In this manner, the primary effect of strain dependency of soil properties caused by the free-field soil response is included in the SASSI SSI response analysis.
The computer program SHAKE applied to the analysis of free-field soil response reported herein is a Bechtel version (CE915-SHAKE 3) which was obtained from the University of California, Berkeley, and implemented on the Bechtel UNIVAC computer system.
This version of SHAKE has been tested j
and verified on the UNIVAC computer system and the results of verification are documented in the validation report for the program (Ref. 5).
Additional validation has also been performed for the analysis reported in Ref. 6 and the results of validation are documented in the calculation files which form the basis for the report in Ref. 6.
The version of SASSI computer program applied to the SSI analysis of the DG building reported herein was obtained by Bechtel from the University of 1
StaffGrp 38 2-2 l
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California, Berkeley, and ivplemented in the CDC CRAY-XMP computer system. This version has undergone extensive testing and validation by benchmarking the SASSI solutions with a comprehensive set of available published solutions.
The results of the program validation are docuinented in the program validation calculation files (Ref. 7).
The prograin validation results have been reviewed in detail by the NRC consultants and the validity of the program verification is confirmed in the NRC.
consultant's report (Ref. 8).
4
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3.
SEISHIC GROUND HOTION INPUT The horizontal and vertical ground acceleration tilae histories used as the input for the 84 percentile site-specific response spectra for the SSE are the foiar Sequoyah design basis OBE artificial acceleration time histories A, B, C, and 0 scaled up by a factor of 3.2 for the horizontal coinponent and a factor of 2.22 for the vertical component.
These factors are determined from the TVA study contained in Reference 11.
The site-specific OBE input time histories are taken as one half of the corresponding time histories for the site-specific SSE.
The comparison of the 77, damping horizontal averaged response spectrum for the four scaled-up time histories with the 84 percentile site-specific horizontal response spectrum for the SSE is shown in Figure 1.
The same comparison for the vertical response spectrum is shown in Figure 2.
As shown, the scaled-up average time history response spectra envelop the site-specific response spectra with significant margins in the frequency range below 4 Hz for the horizontal spectrum and below 12 Hz for the vertical spectrum.
.,. 7. g. r.
l As in Part 1, the control motion for,the'seisin,1c, analysis is prescribed at
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the rock surface at'El'. 650' as' rock o'utcrop mot' ion'. The motion is-considered to be caused by vertically propagating plane seismic shear waves for the horizontal components and compression waves for the vertical component of input motion.
The maximuin (cut-off) frequency of the input earthquake acceleration time histories considered for the SHAXE free-field soil response analysis is 35 Hz in accordance with the requirement of the NRC Standard Review Plan.
The maximum frequency for the SASSI SSI response analysis for the DG building is prescribed consistent with the maximula significant frequency of the free-field soil response motion at the soil surface which is used as the input motion for the SASSI analysis.
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StaffGrp 38 3-1
4.
ANALYSIS MODELS The analysis models used for the analysis in Part 2 are the same as those used for the analysis in Part 1.
For the SHAXE analysis of free-field soil response, the 1-0 soil column model used is shown in Figure 3.
As shown, the model consists of four soil layers above a rock halfspace. The properties of the top soil layer between El. 722' (grade) and El. 712' are designated as Soil #1, the properties of the second soil layer between El.
712' and El. 692' are designated as Soil #2; the properties of the third soil layer between El. 692' and El. 678' are designated as Soil #3, and the properties of the fourth soil layer between El. 678' and El. 650' (soil-rock interface) are designated as Soil #4. The mean, lower-bound
(-Su% of mean), and upper-bound (+50% of mean) low-strain soft properties for all four soil layers and the the properties of rock halfspace are also shown in Figure 1.
These properties are derived froin the TVA calculation file for the DG building as contained in Ref. 9.
The ground water table is taken to be at El. 692' in accordance witn Ref 9.
Since the SHAKE analysis does not have limitations on layer thickness as a function of cutoff frequency, averaging'of~the' soil properties asiused in Ref.,9 has-3 been applied to obtain the properties for a reduced number of. soil layers for the SHAKE analysis reported-herein.
The strain-dependent variation curves for normalized soil shear modulus vs. shear strain and soil damping ratio vs. shear strain for Soil #1, #2, e
and #3 used for the SHAXE analysis are the standard sand curves as obtained from Ref. 4.
These curves are shown in Figures 4 and 5.
The strain-dependent curves used for Soil #4, which is a layer of weathered shale, are based on the curves derived in Ref. 9.
These curves are shown in Figures 6 and 7.
For the SASSI analysis of the SSI response for the DG building, the 3-D lumped-mass stick model for the building as developed for the STARDYNE StaffGrp 38 4-1
analysis of Ref. 9, is directly used.
This model is shown in Figure 6.
i The fixed-base structure taodal properties for the 3-D lumped mass model as reconstructed froin Ref. 9 for the SASSI analysis are shown in Table 1.
These modal properties compare closely with the corresponding properties as obtained froin the STARDYNE analysis of Ref. 9.
The fixed-base structure daiaping ratio used for is uniformly 4% for the Ot1E analysis and 7% for the SSE analysis for all modes of the fixed-base structure.
These damping values are consistent with the RG 1.16 damping values for reinforced concrete structures.
The foundation nodel for the OG building for the SASSI SSI analysis consists of a 3-D brick finite element model for the embedded DG building basemat between El. 722' (grade and top of basemat) and El. 712' (bottom of basemat). The finite element mesh of the foundation model is shown in Figure 8.
This finite elment mesh applies also for the brick finite element foundation soil model for the excavated soil volume displaced by the embedded DG building basemat. This foundation modelling technique is unique to the SASSI SSI analysis inethodology whic(i adopts,'the so-cajled "flexible volume 'substructuring" method'(dif. 2).,.,,,
The connectionlitiiehn~tiliENcE 'f'iite eleinent model for the basemat and
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f' the 3-D lumped-mass stick model for the DG building above the basemat is accomplished by connecting the base of the stick model to a set of rigid l
beams attached to the top of the finite elernent model for the basemat, simulating the connections of structural walls to the basemat. The finite element mesh for the SASSI foundation model is sized to pass the highest significant frequency of the free-field soil response motion as determined from the SHAKE free-field soil response analysis.
The structural damping for the brick finite element model of the Dasemat is prescribed as 4% for the OBE and 7% for the SSE, and the soil hysteresis damping for the brick finite element foundation soil iaodel is prescribed as the strain-compatible values resulting from the SHAXE free-field soil response analysis, i
StaffGrp 38 42 i
5.
ANA!.YSIS SCOPE The seismic response analyses for the DG building for the site-specific OBE and SSE inputs have each been perfonned for three soil cases, namely, the mean, lower-bound, and upper-bound soil cases with the mean, lower-bound (-50% of mean), and upper-bound (+50% of mean) low-strain soil shear moduli, respectively.
For each soil case of OBE or SSE input, analyses have been perfonded separately for each of the three directions i
of input, namely, the horizontal NS and EW, and the vertical directions of input. For the analysis in each direction, all four scaled-up acceleration tiine histories A, 8 C, and D for the site-specific 08E or SSE have been used as the input. Thus, the total analysis scope consists of 48 separate SHAKE free-field soil response analyses (i.e., 2 input levels x 3 soil cases x 2 directions x 4 time histories) and 72 separate i
l SASSI seismic SSI response analyses (i.e., 2 input levels x 3 soil cases x 3 directions x 4 tiine histories).
In the SHAKE analysis, the strain-coinpatiole soil properties for each soil case suDjected to the four (A 8, C, and 0) scaled-up OBE or SSE horizontal time history input.s are first obtained; then the averaged strain-compatible soil properties applicable for OBE or SSE for each soil case are obtained as the average of the four sets of strain-coinpatible soil properties resulting froin the four horizontal time history inputs.
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The averaged strain-coinpatible soil properties as obtained for each soil case are finally used as the equivalent linear soil properties for the SASSI SSI model for each corresponding soil case. The averaged strain-compatible soil shear moduli and daraping values for the inean, lower-bound, and upper-bound soil cases are shown in Table 2 for the site-specific OBE input and in Table 3 for the site-specific SSE input.
The averaged properties as obtained are also used for the second-step l
4 SHAKE analyses without further soil property strain-compatibility i
iterations for detensining the free-field soil surface response motions 4
(horizontal and vertical) for each of the four StaffGrp 38 5-1 c
time history inputs for OBE or SSE and for each soil case. This results in 12 horizontal and 12 vertical free-field soil surface response time histories each for the site-specific OBE and SSE conditions, which are compatible with the averaged strain-compatible soil properties for each 4
soil case.
These motions are subsequently used as the input for 72 (12 i
horizontal NS, 12 horizontal EW, and 12 vertical each for OBE and SSE)
SASSI SSI response analyses.
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ANALYSIS RESULTS The results of SHAKE free-field soil response analyses consist of three sets each for 08E and SSE of strain-coinpatible soil properties correspending to the iaean, lower-bound, and upper-bound soil cases as snown in Tables 2 and 3, and 48 strain-corapatible free-field soil surface response acceleration time histories (12 for horizontal inputs and 12 for vertical inputs each for OeE and SSE). For each of these ti.ae histories, the 1, 2, and 4% daiaping acceleration response spectra (ARS) for OBE and 2, 3, 4, and 7% daiaping ARS for SSE have been calculated; and the resulting spectra are averaged for the four input titae histories A, d, C, and O.
This results in 6 averaged ARS (one horizontal and one vertical i
for each of the 3 soil cases) each for OBE and SSE for the free-field soil response motions at the ground surface for each spe' tral daniping value.
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Four envelopes of these average ARS for 3 soil cases for 1% dataping for OBE and 2% damping for SSE are plotted and compared with the corresponding i
averaged ARS for the free-field soil response motions at the soil-rock interface (El. 650') and the averaged ARS for the input motions at the rock outcrop in Figures A-1 through A-4 in Appendix A.
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The results of SASSI seismic SSI response' analyses consists of. :
15 acceleration response ti,ine histories,at selected locations and directions, for the DG building for eacn of the 72 separate SASSI analyses, resulting in a total of 1080 response tiine history outputs (540 each for OBE and SSE). The 15 response titae histories selected for each SASSI analysis case consist of 5 selected response tfine histories for each of the tnree floor elevations at El. 753.5' (roof), El. 739.75' (second floor), and El.
722' (top of caseinat).
The 5 selected response time histories for each floor elevation consist of 4 horizontal response tiine histories (NS and E4 response time histories at 2 extreme edge locations of the floor) and one vertical response tiine history at the center of mass location for the floor.
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StaffGrp 38 6-1 i
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For each of the 540 response tiine nistories obtained for OBE and SSE froin SAS$1 analyses, the 1, 2, and 4% daiaping floor response ARS for OBE and 2, 3, 4 and 71 damping ARS for SSE have been calculated, resulting in a total of 3780 ARS curves.
The set of ARS curves for each of the OBE and SSE inputs are subsequently post-processed as described in the following:
(1)
The 540 ARS curves for each spectral damping are first coinbined, using the square-root-of-the-sum-of-squares (SRSS) procedure, for the co-directional response resulting froin three directions of input for the saine soil case and the saine time history input. This reduces the 540 ARS curves to 180 curves for each spectral damping.
(2) The 180 ARS curves for each spectral dauping as obtained from Step 1 I
are then averaged for the four time history inputs (i.e., time histories A, B, C, and 0).
Tnis reduces the 180 curves to 45 averaged ARS curves for each spectral damping.
l (3) The 45 averaged ARS curves for eacn spectral dainping as obtained from Step 2 are compared and enveloped for each floor elevation to ootain 27 envelopes' of average A'RS curves ^(3 'dir~e~cti'o'nTp~er' flo~or Y 3 floor". "-
elevations x 3 soil cases)~for'e~ach spectral damping. T ~
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(4) The 27 envelopes of average ARS curves for each spectral damping as obtained frein Step 3 above are finally coinbined by enveloping the curves for 3 soil cases, resulting in 9 final envelopes of average ARS curves (3 directions per floor x 3 floor elevations) for each spectral damping for each of the OBE and SSE inputs.
The 9 final envelopes of ARS curves for 1, 2, and 4% damping values for OBE as obtained froin enveloping results for 3 soil cases in Step 4 above are plotted and shown in Figures A-5 through A-13; and the 9 final envelopes of ARS curves for 2, 3, 4, and 71 damping for SSE as obtained are shown in Figures A-14 through A-2? of Appendix A.
The spectral values of Figures A-5 through A-22, including the spectral values for the ASHE code Case N411 damping (Ref. 10), are listed in Tables A-1 through A-18 in Appendix A.
StaffGrp 38 6-2 4
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'7.
COMPARISON OF RESULTS.
L The results of SASSI analyses for the site-specific OBE input in tenas of the 1, 2, and N411 dataping final ARS envelopes for three soil cases are coinpared with the corresponding original.(old) design basis OBE ARS curves
[
I in Figures 8-1 through 8-9 of Appendix B, for each of the three directions I
of response and for each of-the three floor elevations in the DG ouilding. The results for the site-specific SSE input _ in tenas of 2, 3, and N411 dataping final ARS envelopes for three soil cases are coinpared with the design oasis SSE ARS curves in Figures d-10 through B-18 of Appendix 8.
For the cornparison of the vertical response ARS envelopes at 3
three elevations of the DG building, the coinparisons are also inade with the new vertical design basis ARS wnich were developed subsequent to the estaolishrnent of the original design basis ARS.
As shown by the cornparison in these figures, the final floor response ARS envelopes as obtained in the current analysis are generally enveloped by f
the original design basis ARS as well as by the new vertical design basis l
ARS with a significant jaargin in th,e.,speQ.tr41. peak (requency.r.agion..._ ;,.
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8.
SUMMARY
AND CONCLUSIONS The seismic responses of the Diesel Generator (OG) building subjected to tne 84 percentile site-specific OBE and SSE ground motion inputs for the Sequoyah Nuclear Plant have been analyzed using the 3-0 finite element SSI analysis computer prograra SASSI to develop the floor acceleration response spectral envelopes, taking into account the amplified soil response above rock based on the 1-0 soil column wave propagation analysis computer program SHAXE. The analyses have been performed for three soil cases each for OBE and SSE with the mean, lower-bound, and upper-bound soil properties to account for the variation of the low-strain soil shear moduli as derived from the seisinic geophysical survey data. For each soil case, the strain-dependency of soil shear inoduli and darnping values have also been incorporated in the analysis. All four design time histories scaled up by appropriate factors so that their average spectra envelope the site specific OBE and SSE spectra, have been used as the seisinic input for the analysis. The seisinic input inotions are considered to be rock outcrop motions defined at the surface of rock at the plant site.
The envelopes of average acceleration response spectra (ARS) for 3 spectral dainping ratios (1, 2, and 4%) for ode and 4 ' spectral daiaping ratios (1, 2, 4, and 7%) for SSE, for 3 directions of response (NS, EW, and Vertical), at three elevations of the OG building (roof, second floor, and top of basemat) nave been developed for each soil case. These final ARS envelopes for OBE and SSE are plotted in Figures A-4 through A-22 of Appendix A.
The comparisons of the final envelopes of average ARS curves as obtained in the current analysis with the original (old) and new design basis ARS for several spectral damping ratios including the ASME Code Case N411 damping ratio, are shown in Figures B-1 through B-18 of Appendix 8.
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shown in these coinparisons, the final envelope of average ARS curves obtained in the current analysis are generally enveloped by the original design basis ARS with significant margins in the spectral peak frequency 4
range. Thus, the design basis ARS for the DG building are still conservative with a significant margin of conservatism in the spectral peak frequency region relative to the ARS envelopes developed for the 84 l
percentile site-specific ode and SSE inputs and using the current state-of-the-art analys'is methodology and computer programs.
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REFERENCES i
(1) Schnabel,- P.B., Lysiaer, J., and Seed, H.B., "SHAXE - A Computer Prograia for Earthquake Response Analysis of Horizontally Layered 7
Sites," Report No. EERC 72-12. University-of California, derkeley, December 1972.
(2) Lysiner, J., Tabatabaie-Raissi, M., Tajirian, F., Valdani, S.,
and Ostadan, F., "SASSI - A System for Analysis of Soil-Structure Interaction " Report No. UCB/GT/81-02, Geotechnical Engineering, i
University of California, Berkeley, April 1981.
(3) Sequoyah Nuclear Plant, Final Safety Analysis Report, Sections 2.5 and 3.7.
i (4) Seed, H. 8. and Idriss, I. M., "Soil Moduli and Damping Factors for Dynamic Response Analysis," Report No. EERC 70-10 University of California, Berkeley, Deceinber 1970.
(5) Davie, J. R., "Verification Report for Computer Program SHAXE3, Version No. Al-1," Revision 1 Bechtel Power Corporation ' Feb'ruary
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(6) Bechtel North American Power Corporation," Task Report on Development of Horizontal Seismic Acceleration Response Spectra for Auxiliary Suilding ERCW Pipe Tunnel,", Report prepared for TVA Sequoyah Nuclear l
Plant, January 25, 1988.
(7) Bechtel Western Power Corporation, "SASSI Computer Program i
Validation", dechtel Calculation No. DCPP-LTSP-SSI 2-01 through 2-20, l
January 1986.
1 i
i StaffGrp 38 9-1 i
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1 (8)
NRC letter from Charles M. Tramell, HRC Project Manager, to Licensee, Pacific Gas and Electric Company (PG&C),, dated August 27, 1987, on "Trip Report - Audit of Calculational Prograias to Evaluate Potential Soil-Structure Interaction Effects - June 9 through 11, 1987," Diablo Canyon Power Plant, Long Term Seismic Program.
(9)
TVA Calculations, "Sequoyah Nuclear Plant - Diesel Generator duilding 3-O Earthquake Study" RIMS No. B41 '87 0521 020, May 12, 1987; and "Geophysical Properties for Seismic Analysis of Diesel Generator Building," RIMS No. 841 '87 0715 001, June 9, 1986.
(10) ASME Code Case N411. "Alternative Daaping Values for Seismic Analysis of Classes 1, 2, and 3 Piping Sections,"Section III, Division 1.
(11) TVA Calculations, "Derivation of the 84th Percentile Site-Specific Response Spectra," RIMS No. 825 '88 0122 456, January 22, 1988.
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SQN ABCD AVERAl;E SPECTRUM X 3.2 DESIGN EARTHQUAKE 7.0% DAMPING HORIZONTAL a
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is 1 le 2 FREQUENCY-CPS Figure 1 COMPARISON OF AVERAGE ARS
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SQN ABCD AVERAGE SPECTRUM X 2.22 DESIGN EARTHQUAKE 7.02 DAMPING VERTICAL as
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Elev.
Soil 1.ayer Soil Properties (Strain Dependent) 722.0'
^
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Y =.105 kef G
= 2350 ksf Soil dl 1
f/g/
0.5 x G *** = 1175 ksf (-50%)
1.5 x G
- = 3525 ksf (+50%)
max Y =.115 ket G
= 3200 k<.f max 0.5 x G
= 1600 ksf (-50%)
Soil d2 2
Sand / Clay 1.5 x G
= 4800 ksf (+50%)
a 692.0' y =.125 kef 7
G
= 6560 ksf max Soil 83 3
0.5 x G
= 3280 ksf (-50%)
ma 1.5 x G
= 9340 ksf (+50%)
gx 678.0' -
Y =.135 kcf G
= 15700 ksf 0.5 x G [ = 7850 ksf (-50%)
1.5 x G
=23550ksf(+50%)
=t Weathered r max
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Soil #4l 4
g Input Motion Specified as Rock Outcrop Motion i 1 o
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Mode Frequency Modal Mass (Kips-Sec2/Ft) i No.
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X (N-S)
Y (E-W)
Z (Vertical) i l
j 1
11.18
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.605
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23.71
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4 42.63
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51.93 40.085
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6 52.63
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Sunnations 305.050 293.440 287.303 Total Mass 324.717 324.717 324.717 i
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t Table 2 Strain-Compatible Soil Properties Free l
l SHAXE Analysis for 84 Percentile Site-Specific OBE I
1 1 -
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No.
Thickness (0.5xGnax)
(1.0xGnax)
(1.5xGmax)
(ft)
G (ksf)
$(1)
G (ksf)
A(5)
G (ksf)
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i Table 3 Strain-Compatible Soil PrcMrtfes From SHAKE Analysis for 84 Percentilt Sf t!-Specific SSE e
i Layer Layer Lower Bound Sof1 Mean Sof1 Upper Bound Sof1 l '
No.
Thickness (0.5xGmax)
(1.0xGmax)
(1.5xGmax)
(ft)
G (ksf)
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G (ksf)
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G (ksf)
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2 20 396 17.3 1430 11.8 2707 9.1 3
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DG BUILDING OBE HORIZONTAL 84 PERCENTILE
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OUTCROP INPUT s
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OUTCROP INPUT
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DUTCROP INPUT g.v 3
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OUTCROP INPUT
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.E8EQUENCY-CPS Figure A-8 ENVELOPE OF AVERAGEDfARS STRAIN-DEP.
OUTCROP INPUT
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ERCENTIM INPUT EL. 739.75 U m 4.8 i
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OUTCROP INPUT
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10 1 10 2 FNEQUENCY-CPS Figure A-10 ENVELOPE OF AVERAGED'.: ARS STRAIN-DEP.
OUTCROP INPUT m
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OUTCROP INPUT 4
m
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ERCEN N N UT L 722.0 U m 4.8 ia m
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OUTCROP INPUT
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OUTCROP INPUT
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OUTCROP INPUT I
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OUTCROP INPUT
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OUTCROP INPUT
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OUTCROP INPUT
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OUTCROP INPUT
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3. 0% DAMPING
- - 4.0% DAMPING DG BUILDING
--- 7. 0% DAMPING SSE VERT DIRECTION 84 PERCENTILE INPUT EL, 739.75 FT 4,g I
m W
Z O
s F-3. 6
- ~ ~ ~
i LLI J
tij U
U<
4 t
1 F-O LL]
I*
l e's m 1.2
.sN' R-l
- f, s /'\\'S'.
~*
.g$dd:l(/
^
s
/
m f-t
,Q I
I I I I I I
i i I f f f g
g g
g g g g g 10-1 10 e j,'
10 1 10 2
' FREQUENCY-CPS Figure A-19 ENVELOPE OF AVERAGED' ARS STRAIN-DEP.
OUTCROP INPUT
......t i
t 6.0 ii,j i
i i
i i i iiiij e
i i
i i
i iiiii 2.0% DAMPING TVA SEQUOYAH
- --- 3. 0 % DAMPING
-- 4.0% DAMPING DG BUILDING
--- 7. 0 % DAMPING SSE N-S DIRECTION 84 PERCENTILE INPUT EL. 722.0 FT cn 4. 8 im m
zo Hp m
~
w t
. e a
i: i ;' '
w 1
u o
< 2.4
..._.._ j 9.
1.
.,c a
r.,..
w y.
- ' *lt
.5 x
- rv ll.^..j \\..-
\\~ I./ \\./
x.
F u
.y, /,\\.
/
/
\\ p.
W Q.
\\_
\\\\'-
m 1.2
~"~~/.
If I; N.'Q
,- j.,
J._._.g-
--~'y" 1
.0
~
r
i i
i i
i,,i, 10-1 10 e 10 1 10 2
-FREQUENCY-CPS Figure A-20 ENVELOPE OF AVERAG D ARS STRAIN-DEP.
OUTCROP INPUT l
6.0 iij i
i i
.ij i
i i
a i i is 2.0% DAMPING TVA SEQUOYAH
3. Or DAMPING
-- 4. 0% DAMPING DG BUILDING
--- 7. 0% DAMPING SSE E-H DIRECTION cn4.8
~ ~ ~ ~
Im W
Zo H
F 3.6 4
(
x w
J
... \\'.'. :l.
w U
- ' ^ ll \\'
< 2.4 LE
. 'l lit y
rI Y'
J
'.'l
- I.s
. b.
x H
- j j.t
\\%.
o
./ e l'\\ *,I
'\\ 't w
a.
W 1.2
- j.... 'y '/
'y$'.
-}g
.I
/
6
.0
~
' ' ' ' ' ~
10-1 10 e 10 1 10 2-FREQUENCY-CPS Figure A-21 ENVELOPE OF AVERAGE %; IRS STRAIN-DEP.
OUTCROP INPUT w
6.0 iisij i
i i
i 2.0% DAMPING TVA SEdUDYAH
3.0% DAMPING
-- 4. 0% DAMPING DG BUILDING
--- 7. 0% DAMPING SSE VERT DIRECTION 84 PERCENTILE INPUT EL. 722.0 FT
- 4g
' ~'-
i
. ['.
- ^
S W
Z O
o-e F 3.6 K
-c til
.;i<
J LLI U
U
< 2.4 3
- ll 4
..: o..
K F
U LLJ Q-m 1.2
,.7 'y n au. :.
,,p,/ N_/'\\.,$',
,, j r 0./
Q
,S,1 ~ '
N
/
M
.. e l' l
.0
- -i ie ii 10-1 10 e 10 1 10 2 FREQUENCY-CPS r;9 m A-22 ENVELOPE OF AVERAGED ARS STRAIN-DEP.
OUTCROP INPUT
1 1
Feb 26 11:18 1988 sqndgobe.ars Page 1 l
Table A-1 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE ROOF AT EL. 753.5 FT.
N-S COMPONENT i
Frequency Damping (cps) 1%
2%
4%
N411
.20
.035
.032
.027
.026
.30
.062
.054
.046
.043
.40
.094
.087
.076
.072
.50
.121
.108
.094
.088
.60
.195
.163
.130
.119
.70
.206
.170
.133
.122
.80
.192
.159
.132
.123
.90
.269
.205
.157
.146 1.00
.261
.233
.135
.181 1.10
.268
.228
.197
.187 1.20
.330
.291
.241
.226 1.30
.367
.312
.272
.259 1.40
.528
.422
.332
.308 1.50
.590
.507
.427
.398
.ce-1.60
' " ' 7 6 8
.'637
.525
/481
.C 1.70
? W 886
.Y33
.S'63
.$17 1.80 v4816
.71%
.593 3554
~
1.90
- 21. ~1^. 2 6 7
.975
.'695
.640 2.00 1.182
.945
.743
.680 2.10 1.159
.902
.764
.723 2.20 1.377 1.'14
.939
.874 2.30 1.750 1.467 1.161 1.052 2.40 2.033 1.685 1.275 1.136 j
2.50 2.250 1.776 1.354 1.208 1
1 2.60 2.347 1.914 1.440 1.285 2.70 2.856 2.122 1.582 1.408 2.80 3.178 2.472 1.741 1.532 2.90 2.843 2.206 1.663 1.481 3.00 2.538 1.967 1.467 1.335 3.15 1.781 1.401 1.082 1.023 3.30 1.347 1.152
.973
.907 3.45 1.709 1.347 1.017
.917 3.60 2.144 1.580 1.137 1.026 3.80 2.286 1.751 1.313 1.210 4.00 2.665 2.117 1.577 1.428 4.20 3.169 2.349 1.682 1.487 4.40 2.997 2.343 1.727 1.568 4.60 3.451 2.521 1.775 1.575 4.80 3.321 2.321 1.711 1.563 5.00 2.956 2.369 1.794 1.621 5.25 3.545 2.498 1.819 1.614 l
\\
Feb 26 11:18 1988 'sqndgobe.ars Page 2 Table A-1 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE ROOF AT EL. 753.5 FT.
N-S COMPONENT Frequency Damping (cps) 1%
2%
4%
N411 5.50 3.903 2.821 1.858 1.613 5.75 3.432 2.568 1.871 1.663 6.00 3.462 2.493 1.806 1.622 6.25 2.486 2.017 1.628 1.482 6.50 2.195 1.721 1.412 1.293 6.75 2.039 1.695 1.337 1.220 7.00 1.716 1.416 1.161 1.078 7.25 1.684 1.274
.995
.934 7.50 1.561 1.234
.926
.855 7.75 1.395 1.111
.861
.807 8.00 1.264 1.021
.857
.798 8.50 1.201
.973
.806
.748 9.00 1.061
.847
.700
.664 9.50 1.140
.897
.717
.666 10.00
.910
.800
.694
.655 10.50
.991
.798
.666
.638 11.00
.853
.701
.620
.603 11.50
.817
.698
.622
.607 12.00
.728
.635
.561
.556 12.50
.638
.565
.528
.525 13.00
.638
.565
.520
.519 13.50
.612
.547
.501
.503 14.00
.572
.497
.458
.459 14.50
.503
.457
.450
.452 15.00
.441
.439
.437
.438 16.00
.437
.424
.424
.424 17.00
.416
.416
.416
.416 18.00
.410
.410
.410
.410 20.00
.401
.401
.402
.401 22.00
.395
.395
.396
.395 25.00
.389
.389
.390
.389 28.00
.385
.385
.386
.385 31.00
.383
.383
.383
.383 34.00
.380
.380
.381
.380 100.00
.375
.375
.375
.375 i
i
1 l
1 Feb 26 11:18 1988 sqndgobe.ars Page 3 i
Table A-2 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE ROOF AT EL. 753.5 FT.
E-W COMPONENT Frequency Damping (cps) 1%
2%
44 N411
.20
.035
.032
.027
.026
.30
.062
.054
.046
.043
.40
.094
.087
.076
.072
)
.50
.121
.108
.094
.088
.60
.195
.164
.130
.120
.70
.206
.170
.133
.122
.80
.192
.159
.132
.123
.90
.269
.206
.157
.146 1.00
.261
.233
.196
.182 1.10
.269
.228
.197
.187 1.20
.331
.292
.242
.227 1.30
.368
.313
.273
.259 1.40
.528
.423
.333
.309 1.50
.591
.508
.429.
3.99 1.60
.769
.657
. 5.2 6;
.482
,~;;
1.70
.885
.735.
.563.
.519-
~
1.80
_.. 817. -
.719-
.594;
.555.
1.90
.12267
.974,
. 6 9 3 '.
~.' 6 3 7 "
t-i 2.00 1.183
.945-
.744-
.681 2.10 1.159
.898
.759
.720 2.20 1.368 1.127
.933
.869 2.30 1.740 1.461 1.156 1.049 2.40 2.021 1.679 1.271 1.137 2.50 2.236 1.769 1.351 1.208 2.60 2.340 1.908 1.437 1.284 2.70 2.845 2.125 1.583 1.408 2.80 3.198 2.488 1.758 1.545 2.90 2.890 2.240 1.687 1.500 3.00 2.601 2.016 1 491 1.352 3.15 1.857 1.458 1.112 1.049 3.30 1.440 1.227 1.029
.952 3.45 1.694 1.335 1.005
.916
)
3.60 2.122 1.565 1.121 1.012 3.80 2.262 1.733 1.296 1.192 4.00 2.624 2.088 1.561 1.412 4.20 3.102 2.312 1.656 1.473 4.40 2.949 2.299 1.719 1.567 4.60 3.455 2.514 1.764 1.563
)
4.80 3.485 2.407 1.594 1.421 5.00 2.403 1.824 1.414 1.287 j
5.25 2.992 2.233 1.705 1.535 1
Feb 26 11:18 1988 sqndgobe.ars Page 4 f
- 1 Table A-2 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE ROOF AT EL. 753.5 FT.
E-W COMPONENT Frequency Damping (cps) 1%
2%
4%
N411 5.50 3.897 2.825 1.869 1.624 5.75 3.411 2.566 1.898 1.688 6.00 3.544 2.543 1.857 1.667 6.25 2.638 2.125 1.696 1.542 6.50 2.485 1.918 1.540 1.409 6.75 2.374 1.938 1.506 1.361 7.00 1.983 1.637 1.308 1.215 7.25 1.909 1.459 1.133 1.048 7.50 1.760 1.411 1.055
.969 7.75 1.575 1.256
.998
.930 8.00 1.465 1.171
.988
.921 8.50 1.383 1.122
.935
.864 9.00 1.264
.982
.816
.778 I
9.50
- 11371 1.a79
... &57 4400 10.00 1.136
.962
.30.7
.762
.u 10.50 1.240
.942
. 7 43
..J10 11.00
.'Ja102
. E5 4
..70D
. 4 85 7 7 ~.
.y.
11,50
.935
.799
.695
.678 12.00
.780
.696
.631
.622 12.50
.648
.609
.578
.574 13.00
.631
.597
.561
.559 13.50
.598
.552
.526
.527 14.00
.552
.514
.487
.489 14.50
.487
.461
.457
.458 15.00
.459
.444
.438
.439 16.00
.439
.424
.413
.415 i
17.00
.410
.405
.402
.403 18.00
.406
.396
.397
.397 20.00
.389
.388
.386
.388 22.00
.380
.379
.379 379 25.00
.371
.371
.370
.371 3
28.00
.366
.366
.365 JJ66 31.00
.362
.362
.362
.362 34.00
.360
.360
.359
.360 100.00
.353
.353
.353
.353 l
e
y
. ag
]l Feb 26 11:18 1988 sqndgobe.ars Page 5 t
i Table A-3 s
i TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE ROOF AT EL. 753.5 FT.
VERTICAL COMPONE!1T
/
Frequency Damping f
lP411 (cps) 1%
2%
4%
.20
,.024
.022 019
.018
.30
.042
.036 030
.029
.40
.061
.056 049
.046
.50
.080
.072 062
.059
.60
.125
.105 084
.078
.70
.132
.108 083
.076
.80
.119
.097 079
.074
.90
.162
.123 094
.087 1.00
.150
.132 110
.102 1.10
.146
.122 103
.098 1.20
.175
.153 129 l.122 1.30
.182
.15 ?,
137
.132 1.40
.'245
.194 g.153
.143 1.50,
.253
.212 170
.155 1.60
~
.297
.254
.199.
.180-1.70
- ~. *J 3 3
.271:
202
.14 3:
M 1.80
$1
.297
.258'
.210.1
. 1957 t ~' '
1.90
."427-
.330, 2dr
.22tu
- ~
14 2.00
- - c.367
.308
.242
.223' 2.10
.309
.248
.211
.199 2.20
.317
.268
.219
.204 2.30
.377
.318
.257
.235 2.40
.415
.353
.277
.251 2.50
.409
.333
.266'
.244 2.60
.405
.345
.275
.251 2.70
.452
.359
.275
.254 2.80
.528
.420
.307
.276 2.90
.501
.396
.298
.270 3.00
.493
.378
.277
.256 3.15
.432
.343
.271
.251 3.30
.421
.354
.290
.268 3.45
.532
.411
.310
.281 3.60 598
.444
.327
.294 3.80
.377,
.455
.340
.311 4.00
.5'75
.473
.367
.339' 4.20
.608
.490
.379
.349 4.40
.581
.438
.394
.367 4.60
.702
.538
.412
.378 4.90
.838
.603
.440
.401 5.00
.770
.629
.493
.452
/
5.25 i
.959
."133
.568
.517
/
[
i e
(..
r s
4,3
/
. v o-s s.
N
.Feb.,26 11:18 1988-sqndgobe,ars1Page 6 u
=
k
(
Trtbie AL3 (continued)
TVA SEQUOYAi! DId;SEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE ROOF AT LL. 753. 5 FT.
VERTICAL. COMPONENT Frequency Damping (cps) 1%
2%
4%.
N411 N
5.50 1.113
.831
.595
.531 5,75
. 9 tio
.763
.501
.527 6.00 1.115
.810
.611
.557 6.25
.952
.765
.626
.583 6.50 1.204
.900
.G35
.632 6.%5 1.288
.999
.733
.654 7.00 1.286 1.017
.723
.646
'7.25 1.450 1.045
.701
.625 7.50 1.334 Oli
.726
.643 7.75 1.313
.964
.707
.629 u.00 1.119
.831
.618
.568 8.50 1.201
.893
.633
.556 9.00 1.087
.819
.591
.528 9.50 1.133
.842
.598
.537 10.00
.731
.616
.516.
.480.
10.50
.810
.618
. 4 7 2';
.4430
.l;R 11.00
.711
.560
.4472,.
.421.
4
..a 4.
4 11.30
- . 4705
- 550
.4325
--. 41ti.-
12.00
.688
.554
.419
.405 i
12.50
.579
.456
.354
.348 7
13.00
.540
.421
.344
.343 13.50
.472
.409
.345
.348 14.00
.461
.348
.314
.317 l
14.50
.422
.325
.279
.281 15.00
.389
.296
.249
.251 16.00
.328
.280
.239
.252
]
17.00
.307
.253
.214
.232 16.00
.271
.223
.196
.208 20.00
.214
.190
.179
.190 22.00
.186
.174
.173
.174 25.00
.171
.169
.169
.169 28.00
.167
.167
.167
.167 31.00
.165
.165
.165
.165 34.00
.164
.164
.164
.164 1
100.00
.161
.161
.161 161 i
l I
h I
I d
s
.L-
l i
Feb 26 11:18 1988 sqndgobe.ars Page 7 Table A-4 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE SECOND FLOOR AT EL. 739.75 FT.
N-S COMPONENT Frequency Damping (cps) 1%
2%
4%
N411
.20
.035
.032
.027
.026
.30
.062
.054
.046
.043
.40
.094
.086
.076
.072
.50
.121
.107
.093
.088
.60
.194
.163
.130
.119
.70
.206
.170
.133
.122
.80
.192
.159
.131
.122
.90
.268
.205
.156
.146 1.00
.261
.232
.194
.181 1.10
.267
.227
.195
.185 1.20
.329
.290
.240
.225 1.30
.365
.311
.270
.258 1.40
.525
.419
.330
.306 1.50
.586
.503
.423
. 3 94 -:
1.60
.t761
.651
.520.
.476v 1.70 r ;878
.729.
.558'
.5I2' 1.80
_.. 408
. 711.'
-. 5 8 7 C-
.5443
.:21
~
1.90 2.la254
-.965c
.688"
.674~
2.00 1.169
.934
.734
.673 2.10 1.145
.892
.755
.714 2.20 1.360 1.120
.928
.864 2.30 1.727 1.448 1.146 1.039 2.40 2.006
,1.662 1.257 1.119 2.50 2.216 1.749 1.333 1.190 2.60 2.310 1.884 1.417 1.264 2.70 2.810 2.086 1.557 1.386 2.80 3.122 2.429 1.711 1.505 2.90 2.708 2.166 1.632 1.454 3.00 2.486 1.926 1.440 1.310 3.15 1.743 1.372 1.060 1.004
~
3.30 1.313 1.124
.949
.887 3.45 1.661 1.306
.987
.890 3.60 2.074 1.525 1.105
.996 3.80 2.193 1.687 1.266 1.170 i
4.00 2.548 2.029 1.514 1.372 4.20 3.024 2.244 1.610 1.425 4.40 2.870 2.248 1.649 1.496 4.60 3.327 2.431 1.689 1.497 4.80 3.217 2.222 1.501 1.338 5.00 2.153 1.760 1.359 1.234 l
5.25 2.896 2.163 1.630 1.468 l
e
Feb 26 11:18 1988 sqndgobe.ars Page 8 Table A-4 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE SECOND FLOOR AT EL. 739.75 PT.
N-S COMPONENT Frequency Damping (cps) 1%
2%
4%
N411
=
5.50 3.733 2.700 1.780 1.547 5.75 3.246 2.432 1.792 1.592 6.00 3.295 2.382 1.740 1.565 6.25 2.428 1.957 1.581 1.436 6.50 2.225 1.717 1.388 1.273 6.75 2.072 1.705 1.333 1.211 7.00 1.700 1.413 1.157 1.073 7.25 1.601 1.225
.985
.923 7.50 1.452 1.179
.904
.837 7.75 1.274 1.017
.817
.773 8.00 1.150
.930
.788
.737 8.50 1.045
.876
.742
.691 9.00
.919
.736
.620
.593 9.50
.887
.715
.605
.580 10.00
.718
.668
.598
.572
.;-s 10.50
.740
.606
.543
.534 u'
11.00
..n;661
.595
.543..
.531 i7 11.50
.;.678 s,590
.532
.524 ne 12.00
.599
.520
.492
.488 12.50
.567
.513
.484
.482 13.00
.556
.506
.472
.471 1
13.50
.553
.491
.454
.456 14.00
.524
.457
.427
.429 14.50
.457
.421
.395
.397 15.00
.410
.391
.377
.380 16.00
.392
.374
.357
.362 17.00
.364
.351
.349
.350 18.00
.367
.354
.348
.350
'i 20.00
.340
.341
.340
.341 22.00
.334
.333
.334
.333 i
25.00
.328
.327
.327
.327 i
28.00
.324
.324
.324
.324 l
31.00
.321
.321
.321
.321 34.00
.319
.319
.319
.319 100.00
.314
.314
.314
.314 a
l 5
Feb 26 11:18 1988 sqndgobe.ars Page 9 Table A-5 i
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE SECOND FLOOR AT EL. 739.75 FT.
E-W COMPONENT Frequency Damping (cps) 1%
2%
4%
N411
.20
.035
.032
.027
.026
.30
.062
.054
.046
.043
.40
.093
.086
.076
.072
.50
.121
.108
.093
.088
.60
.195
.163
.130
.119
.70
.206
.170
.132
.122
.80
.192
.159
.131
.122
.90
.268
.205
.156
.146 1.00
.261
.232
.194
.181 1.10
.267
.227
.195
.185 1.20
.329
.290
.240
.226 1.30
.365
.311
.270
.258 1.40
.524
.419
.329
.306 1.50 i385
- . 502 :
. 4 '2*
.3944 4
i 1.60 4760
.650
. 519 __ _
.476-
.ii o 1.70
.876
.726
.556
.5122
-.. 1.80 4806
.709; 1586-
. 5~4 7; 4
1.90
~ 1r250
.960
.683
.629 2.00 1.165
.930
.731
.671 2.10 1.140
.884
.747
.708 2.20 1.345 1.108
.917
.854 2.30 1.708 1.434 1.134 1.028 2.40 1.983 1.646 1.246 1.112 2.50 2.190 1.731 1.322 1.180 2.60 2.286 1.866 1.403 1.253 2.70 2.775 2.070 1.545 1.374 2.80 3.108 2.418 1.709 1.503 2.90 2.796 2.171 1.635 1.454 3.00 2.512 1.946 1.444 1.311 3.15 1.788 1.404 1.072 1.013 3.30 1.378 1.171
.985
.912 3.45 1.654 1.301
.979
.878 3.60 2.065 1.521 1.093
.989 3.80 2.191 1.682 1.258 1.159 4.00 2.535 2.020 1.513 1.370 i
4.20 2.992 2.233 1.601 1.425 4.40 2.844 2.221 1.660 1.511 i
4.60 3.308 2.413 1.699 1.505 4.80 3.225 2.227 1.528 1.356 5.00 2.130 1.734 1.369 1.250
)
5.25 2.835 2.113 1.611 1.451 l
l Feb 26 11:18 1988 sqndgobe.ars Page 10 i
Table A-5 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE SECOND FLOOR AT EL. 739.75 FT.
E-W COMPONENT i
Frequency Damping (cps) 1%
2%
4%
N411 5.50 3.655 2.650 1.755 1.525 5.75 3.151 2.374 1.766 1.570 6.00 3.240 2.340 1.721 1.546 6.25 2.426 1.962 1.575 1.431 6.50 2.338 1.800 1.441 1.319 6.75 2.233 1.820 1.409 1.274 7.00 1.854 1.531 1.223 1.131 7.25 1.778 1.361 1.057
.977 7.50 1.616 1.29$
.976
.897 7.75 1.420 1.133
.905
.846 8.00 1.304 1.040
.882
.824 8.50 1.196
.990
.835
.774 9.00 1.059
.832
.693
.667 9.50 1.040
.829
.696
.657 10.00
?.'8 4 5
.-753-
.660
.62W
-~"-
10.50
-- '.858
.691
.600
.58f l'"
11.00
.-7 3 1
.'64 0
.584'
.576 3-
~
11.50
- *-%7 3 5
. 6 (6'
.579:
.66'9' 12.00
.644
.574'
.529
.524 12.50
.571
.530
.505
.502 13.00
.554
.520
.492
.490 13.50
.546
.501
.465
.466 14.00
.506
.461
.437
.439 14.50
.441
.416
.406
.406 15.00
.418
.398
.387
.389 16.00
.399
.381
.369
.373 17.00
.376
.365
.362
.363 18.00
.374
.362
.359
.360 20.00
.353
.353
.352
.353 22.00
.346
.346
.345
.346 d
25.00
.339
.339
.338
.339 28.00
.335
.335
.334
.335 31.00
.332
.332
.331
.332 34.00
.330
.330
.329
.330 i
4 100.00
.324
.324
.324
.324 1
i
-Feb 26 11:18 1988 sqndgobe.ars Page 11 Table A-6 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE SECOND FLOOR AT EL. 739.75 FT.~
VERTICAL COMPONENT t
Frequency Damping i
(cps) 1%
2%
4%
N411
.20
.024
.022
.019
.018
.30
.042
.036
.030
.029
.40
.061
.056
.049
.046
.50
.080
.072
.062
.059
.60
.125
.105
.084
.077
.70
.132-
.108
.083
.076
.80
.119
.097
.079
.074
.90
.162
.123
.094
.087 1.00
.149
.132
.110
.102 1.10
.146
.122
.103
.098 1.20
.175
.153
.129
.122 1.30
.182
.151
.137
.132 1.40
.245
.194
.153
.143 j
1.50
.....253
.212
.170
.155
.;r*
i 1.60
.,5297
.254
.199
.180 1.70 M333
.271
.202
.183T 1.80
'- n.297
.258
.210. -
194 --
)
1.90
'~427
-.330
.247
.225 1
2.00
.367
.308
.242
.223 2.10
.309
.248
.211
.199 l
2.20
.317
.268
.219
.204 4
2.30
.377
.318
.256
.235 2.40
.415
.353
.276
.251 2.50
.409
.333
.266
.244 i
2.60
.404
.345
.275
.251 2.70
.451
.358
.274
.253 i
2.80
.527
.420
.306
.275 i
2.90
.498
.395
.298
.268 3.00
.492
.377
.276
.256 3.15
.431
.342
.271
.250 3.30
.420
.353
.289
.267 3.45
.532
.410
.309
.280 i
3.60
.597
.443
.326
.293 3.80
.575
.454
.340
.311 j
4.00
.574
.472
.367
.338 4.20
.607
.489
.378
.348 i
4.40
.579
.487
.393
.366 4.60
.700
.537
.412
.377 4.80
.835
.601
.439
.400 i
4 5.00
.768
.627
.492
.452 5.25
.958
.732
.567
.516 4
I
Feb 26 11:18 1988 sqndgobe.ars Page 12 Table A-6 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE SECOND FLOOR AT EL. 739.75 FT.
VERTICAL COMPONENT Frequency Damping (cps) 1%
2%
4%
N411 5.50 1.112
.830
.533
.530 5.75
.959
.762
.530
.526 6.00 1.115
.811
.612
.557 6.25
.952
.765
.626
.583 6.50 1.206
.901
.695
.633 6.75 1.290 1.000
.734
.655 7.00 1.287 1.018
.724
.646 7.25 1.449 1.045
.700
.625 7.50 1.382 1.018
.725
.642 7.75 1.210
.962
.706
.627 8.00 1.113
.828
.616
.567 8.50 1.200
.893
.632
.556 9.00 1.088
.820
.591
.528 9.50 1.142
.848
.600
.538 10.00
.725
.617
.517
.481 10.50
.804
.615
.471:
.440 C E:
11.00
.~702
.556'
. 4 4'4' '
.419
~
11.50
.696
.' 5 4~4 'i
.4f8 0
.412" 0 2 ^-
.--w 12.00 i677
.' 5 4 6 '
.414*
.400' 12.50
.567
.'449'
.351
.343 13.00
.532
.416
.341
.339 13.50
.476
.405
.341
.343 14.00
.464
.344
.311
.314 14.50
.421
.325
.276
.278 15.00
.387
.294
.247
.249 16.00
.324
.278
.236
.249 17.00
.301
.249
.211
.228 18.00
.265
.217
.195
.204 20.00
.208
.185
.178
.185 22.00
.184
.172
.172
.172 25.00
.169
.169
.169
.169 28.00
.167
.167
.167
.167 31.00
.165
.165
.165
.165 34.00
.164
.164
.164
.164 100.00
.161
.161
.161
.161 i
l i
Feb 26 11:18 1988 sqndgobe.ars Page 13 1
Table A-7 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE BASE SLAB AT EL. 722.0 FT.
N-S COMPONENT Frequency Damping (cps) 1%
2%
4%
N411
.20
.035
.032
.027
.L_
.30
.062
.054
.046
.043
.40
.093
.086
.076
.071
.50
.121
.107
.093
.088
.60
.194 1.63
.130
.119
.70
.206
.169
.132
.121
.80
.191
.158
.130
.122
.90
.267
.204
.155
.145 1.00
.259
.230
.193
.179 1.10
.265
.225
.193
.183 1.20
.327
.288
.238
.223 1.30
.361
.308
.268
.254 1.40
.520
.415
.325
.302 1.50
.578
.494
.417
.388 1.60
.750
.641'
.512;
.459:
1.70
.864
.7 17,
.548;
.503,
- ~
1.80 l,l
,,,7 9 4
.6,9pm
.576.
.538.
' ~,.n
~
l 1.90
..1.230 9.46..
.673..
. 6 2 0..
2.00 1.144
.913
.717
.658 2.10 1.119
.870
.735
.696 2.20 1.324 1.090
.903
.841 2.30 1.680 1.408 1.114 1.010 2.40 1.946 1.613 1.220 1.087 2.50 2.144 1.691 1.289 1.150 2.60 2.227 1.819 1.367 1.218 2.70 2.699 2.008 1.499 1.336 2.80 2.996 2.331 1.646 1.448 2.90 2.671 2.079 1.568 1.397 3.00 2.380 1.842 1.381 1.258 3.15 1.667 1.316 1.017
.965 3.30 1.258 1.077
.907
.852 3.45 1.576 1.238
.937
.844 l
3.60 1.963 1.440 1.043
.944 3.80 2.062 1.574 1.173 1.086 4.00 2.372 1.886 1.409 1.273 4.20 2.803 2.089 1.514 1.339 4.40 2.689 2.114 1.525 1.391 4.60 3.066 2.225 1.574 1.400 4.80 2.727 1.883 1.310 1.200 5.00 2.018 1.651 1.274 1.157 5.25 2.706 2.019 1.522 1.371
Feb 26 11:18 1988 sqndgobe.ars Page 14 i
Table A-7 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE BASE SLAB AT EL. 722.0 FT.
N-S COMPONENT Frequency Damping (cps) 1%
2%
4%
N411 5.50 3.461 2.504 1.651 1.432 5.75 2.998 2.252 1.666 1.482 6.00 3.064 2.211 1.619 1.457
~
6.25 2.266 1.817 1.472 1.338 6.50 2.083 1.596 1.293 1.187 6.75 1.915 1.575 1.232 1.120 7.00 1.555 1.298 1.069
.993 7.25 1.442 1.112
.900
.843 7 30 1.292 1.055
.819
.761 7.75 1.121
.903
.736
.702 8.00
.999
.820
.699
.665 8.50
.887
.763
.656
.613 P.00
.777
.629
.547
.529 9.50
.707
.591
.528 -
.513'
- r' 10.00
...599
.567'
. 514 '.
.496-10.50
..'6 7 7
.552
.476'
.471 -
~~
11.00
. 549
.504 "
.476 :
.461,
.13f 11.50 1.;$53
.'495
.455 "
.'448 12.00
.476
.440
.425
.424 L
12.50
.484
.443
.419
.416 13.00
.465
.438
.409
.408 13.50
.458
.410
.390
.391 14.00
.457
.397
.368
.369 14.50
.401
.368
.352
.355 15.00
.361
.350
.339
.342 16.00
.354
.340
.328
.332 17.00
.332
.324
.324
.324 18.00
.333
.326
.321
.324 20.00
.313
.313
.314
.313 22.00
.308
.308
.308
.308 L
25.00
.303
.303
.303
.303 28.00
.299
.299
.299
.299 I
31.00
.298
.297
.297
.297 34.00
.296
.296
.296
.296 100.00
.292
.292
.292
.292 l
l
Feb 26 11:18 1988 sqndgobe.ars Page 15 Table A-8 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE BASE SLAB AT EL. 722.0 FT.
E-W COMPONENT Frequency Damping (cps) 1%
2%
4%
N411
.20
.035
.032
.027
.026
.30
.062
.054
.046
.043 1
.40
.093
.086
.075
.071
.50
.121
.107
.093
.088
.60
.194
.163
.130
.119
.70
.205
.169
.132
.121
.80
.191
.158
.130
.121
.90
.267
.204
.155
.145 1.00
.259
.230
.193
.179 1.10
.264
.224
.193
.183 1.20
.326
.288
.238
.223 1.30
.361
.307
.267
.254 1.40
.518
.414
.324
.301 4
1.50
.576
.492
.415
.386 1.60
.746
.637
.509
-". 4 66 ~
1.70 c.859
.713
___.544
<500 i
1.80
'--"6789
.694'
.573- -
.536 ~
j
- 1.90 li223
.940
.664
.615 107
~
1 2.00 1.137
.906
.713
.655 2.10 1.109
.861
.727
.688 i
I 2.20 1.308 1.077
.891
.830 2.30 1.657 1.390 1.100
.997 2.40 1.920 1.593 1.205 1.075 2.50 2.114 1.669 1.273 1.136 2.60 2.197 1.797 1.349 1.205 2.70 2.666 1.989 1.487 1.324 2.80 2.981 2.319 1.640 1.442 2.90 2.674 2.079 1.565 1.393 3.00 2.393 1.853 1.381 1.255 3.15 1.696 1.334 1.021
.966 3.30 1.294 1.099
.924
.859 3.45 1.556 1.222
.919
. P,21 3.60 1.929 1.425 1.024
.922 3.80 2.031 1.568 1.174 1.081 4.00 2.350 1.874 1.411 1.280 4.20 2.731 2.045 1.477 1.339 4.40 2.591 2.065 1.587 1.447 4.60 3.124 2.292 1.641 1.451 4.80 3.170 2.206 1.559 1.397 5.00 2.299 1.878 1.492 1.366 5.25 2.721 1.969 1.495 1.346
Feb 26 11:18 1988 sqndgobe.ars Page 16 Table A-8 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE BASE SLAB AT EL. 722.0 FT.
E-W COMPONENT Frequency Damping (cps) 1%
2%
4%
N411 5.50 3.373 2.446 1.615 1.403 5.75 2.916 2.203 1.646 1.465 6.00 3.059 2.204 1.611 1.449 6.25 2.302 1.836 1.478 1.344 6.50 2.204 1.666 1.329 1.216
^
6.75 2.042 1.665 1.293 1.169 7.00 1.653 1.374 1.117 1.035 7.25 1.541 1.185
.943
.879 7.50 1.361 1.105
.853
.790 7.75 1.160
.952
.775
.733 2
8.00 1.045
.855
.732
.693 8.50
.914
.803
.688
.645 9.00
.809
.652
.572
.550.
9.50
.718
.610,
. 5.41x
. 5 2 5..
2 10.00
.621
.583
.529; 5981 d
10.50
-.671
.571 50.5_
. 4 8 9.-
.w
.~.
11.00
.572 11.50
-.557
^
.520
.482.
. 4.7 3 -
. 23
.508
.468
.462 12.00
.487
.451
.434
.431 i
12.50
.488
.451
.427
.425 13.00
.467
.443
.418
.417 13.50
.467
.423
.398
.399 14.00
.449
.408
.392
.393 j
14.50
.397
.383
.380
.381 15.00
.369
.369
.369
.369 16.00
.360
.360
.360
.360 17.00
.355
.354
.354
.354 18.00
.351
.350
.350
.350 20.00
.345
.345
.344
.345 22.00
.341
.341
.341
.341 i
25.00
.336
.337
.336
.337 28.00
.334
.334
.334
.334 i
31.00
.332
.331
.332
.331 34.00
.330
.330
.330
.330 i
100.00
.326
.326
.326
.326 i
l a
i a
Feb 26 11:18 1988 sqndgebe.ars Page 17 Table A-9 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE BASE SLAB AT EL. 722.0 FT.
VERTICAL COMPONENT Frequency Damping (cps) 1%
2%
4%
N411
.20
.024
.022
.019
.018
.30
.042
.036
.030
.029
.40
.061
.056
.049
.046
.50
.080
.072
.062
.059
.60
.125
.105
.084
.077
.70
.132
.108
.083
.076
.80
.119
.097
.079
.074
.90
.162
.123
.094
.087 1.00
.149
.132
.110
.102 1.10
.146
.122
.103
.098 1.20
.175
.153
.129
.122 1.30
.182
.151
.137
.131 1.40
.244
.194
.153
.143 1.50
.253
.211
.170
.155 1.60
.297
.253
.199
.179 1.70
,.,3 3 3
.271
. 2'O E
.183T 1.80
~
'.296
.258
.21W-
.134"
' * ' ['
~
1.90
- [ ',;.3 2 6
.3,,29l-
.~ '2d
. ~2[2E
'[.
2.00
- .367
. 3D7'
.242'
.223.
'-^
2.10
.308
.247
.211
.198 2.20
.316
.267
.217
.204 2.30
.376
.317
.256
.234 2.40
.413
.352
.275
.250 2.50
.407
.332
.265
.242 i
2.60
.402
.344
.274
.250 l
2.70
.449
.356
.273
.252 2.80
.524
.417
.304
.274 2.90
.495
.393
.296
.267 3.00
.489
.375
.275
.254 3.15
.429
.341
.268
.249 3.30
.418
.352
.288
.266 3.45
.529
.408
.307
.279 3.60
.594
.441
.325
.292 3.80
.572
.452
.339
.309 i
4.00
.570
.469
.364
.336 4.20
.603
.486
.376
.347 4.40
.575
.484
.391
.364 4.60
.695
.533
.409
.375 4
4.80
.828
.596
.436
.396 5.00
.764
.623
.490
.450 5.25
.953
.727
.564
.514 i
Feb 26 11:18 1988 sqndgobe.ars Page 18 Table A-9 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC OBE BASE SLAB AT EL. 722.0 FT.
VERTICAL COMPONENT Frequency Damping (cps) 1%
2%
4%
N411 5.50 1.110
.827
.591
.528 5.75
.957
.760
.579
.524 6.00 1.112
.810
.612
.558 6.25
.953
.765
.626
.583 6.50 1.208
.904
.696
.633 6.75 1.295 1.004
.736
.655 7.00 1.291 1.020
.725
.647 7.25 1.449 1.044
.700
.625 7.50 1.376 1.014
.722
.639 7.75 1.202
.956
.701
.624 8.00 1.101
.819
.612
.564 8.50 1.189
.890
.626
.552 9.00 1.085
.819
.590
.526 9.50 1.164
.861 -
!605 '-
.iS41 i 10.00
.'721
.'618' -
.j518
..438 M,_
~
. 4 8_2,
1 --
4 10.50
.'794
.607'
. 4 61f,
11.00
..6 8 6 -
.~5 4'3' '
.~4 3 8 -
.413-c-. +.
11.50
.'673
. 5 3 0'"
. '41'7 '
.402 12.00
.651
.526
.402
.388 12.50
.543
.430
.340
.334 13.00
.517
.401
.332
.330 13.50
.495
.391
.332
.334 l
14.00
.489
.359
.302
.304 14.50
.441
.338
.267
.270 i
15.00
.410
.309
.249
.259 16.00
.329
.282
.239
.253 17.00
.290
.244
.209
.225 18.00
.250
.209
.188
.196 20.00
.198
.177
.174
.177 i
22.00
.176
.171
.171
.171 25.00
.168
.168
.168
.168 l
28.00
.165
.165
.165
.165 31.00
.163
.164
.164
.164 34.00
.162
.162
.163
.162 100.00
.159
.159
.159
.159 l
i e
Feb 26 11:27 1988 sqndgsse.ars Page 1 Table A-10 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE ROOF AT EL. 7 53. 5 FT.
N-S COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411
.20
.064
.059
.055
.049
.053
.30
.110
.099
.092
.078
.087
.40
.174
.162
.153
.129
.144
.50
.221
.202
.189
.160
.178
.60
.342
.299
.272
.215
.249
.70
.363
.320
.286
.225
.261
.80
.346
.310
.291
.249
.275
.90
.456
.396
.362
.300
.337 1.00
.518
.472
.432
.357
.400 1.10
.529
.481
.447
.386
.421 1.20
.702
.629
.588
.498
.554 4
1.30
.746
.702
.667
.581
.633 1.40 1.045
.880
.803
.671
.746 1.50 1.255 1.134 1.041
.844
.963 -
u; 1.60
'11733 1.515
~ 1.347 1.034-1;2201
- ;7 1.70
'2.083 l'764' l.'530?
11164*
113614
~
' ^
^
1.80 2'.'099 l'.863.
1.671-l'.344" l'537^
--J
~
~~
2 1.90 2.859 2.354" 2iO211 2.00
'2.784 2'.3947
~
1.548';
1.82iT 2.108 1.598 1.894 2.10 2.483 2.198 1.999 1.576 1.835 2.20 2.644 2.279 2.083 1.642 1.912 2.30 3.086 2.643 2.339 1.773 2.105 2.40 3.141 2.706 2.382 1.789 2.138 2.50 2.593 2.326 2.119 1.665 1.943 2.60 2.322 2.080 1.887 1.498 1.729 2.70 2.067 1.853 1.686 1.358 1.555 2.80 2.179 1.827 1.615 1.258 1.456 2.90 2.199 1.899 1.671 1.282 1.493 3.00 2.273 1.909 1.663 1.325 1.505 3.15 2.414 2.108 1.893 1.493 1.737 3.30 2.787 2.447 2.196 1.707 2.002 3.45 3.649 3.079 2.684 1.961 2.385 3.60 4.242 3.442 2.933 2.080 2.567 3.80 4.437 3.530 3.020 2.184 2.671 4.00 4.308 3.581 3.081 2.277 2.733 4.20 3.955 3.346 2.902 2.229 2.633 4.40 3.139 2.793 2.556 2.081 2.372 4.60 3.382 2.793 2.425 1.896 2.198 4.80 3.836 3.132 2.721 2.069 2.438 5.00 4.060 3.491 3.048 2.256 2.686 5.25 4.584 3.713 3.303 2.467 2.979
e r
Feb 26 11:27 1988 sqndgsse.ars Page 2 Table A-10 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE i
ROOF AT EL. 75 3. 5 FT.
N-S COMPONENT l
\\
Frequency Damping (cps) 2%
3%
4%
74 N411 5.50 4.778 3.957 3.402 2.472 3.000 5.75 3.622 3.060 2.696 2.183 2.491 6.00 3.122 2.693 2.452 1.959 2.256 6.25 2.632 2.357 2.158 1.801 1.998 4
6.50 2.527 2.177 1.998 1.641 1.849 6.75 2.550 2.220 1.977 1.571 1.804 7.00 2.261 1.982 1.803 1.481 1.669 7.25 2.115 1.807 1.644 1.374 1.530 7.50 1.987 1.731 1.546 1.323 1.432 7.75 1.900 1.657 1.517 1.322 1.426 8.00 1.801 1.606 1.490 1.306 1.411 8.50 1.670 1.505 1.397 1.213 1.310 9.00 1.550 1.386 1.310 1.170 1.254 9.50 1.620 1 405;
- 1. 24L 1.01 1.198 10.00
- 1.421 1.306 1.219.
1;.062 1 158-10.50 1.441 1.250-1.14t
-1.023
- 1. 0 9 7_.__
t 2 3 e-3 j
11.00 17943 _
1.145
- 1. 0S_4 '
- 1. 0 6 4l ~ ~
L.~.QQ Q l 17.1065.
,1,; 2 f J
11.50 1.218 1.121'
.962 1.039 12.00 1.110 1.024
.973
.912
.956 i
t i
12.50 1.015
.963
.927
.885
.920 l
13.00
.991
.945
.916
.863
.914 13.50
.914
.885
.870
.828
.872 i
14.00
.871
.834
.814
.785
.817 i
14.50
.799
.767
.751
.743
.756
[
15.00
.743
.738
.733
.725
.736 16.00
.716
.716
.716
.712
.716 17.00
.727
.718
.712
.700
.719 18.00
.697
.697
.696
.693
.697
)
20.00
.677
.677
.677
.677
.677 i
22.00
.666
.666
.666
.666
.666 i
25.00
.656
.656
.656
.656
.656 j
28.00
.648
.649
.649
.649
.648 j
31.00
.644
.644
.644
.644
.644 34.00
.640
.640
.640
.640
.640 100.00
.630
.630
.630
.630
.630 a
i 1
l i
4 i
I i
i i
L t
i l
i m
-i
)
l Feb 26 11:27 1988 sqndgsse.ars Page 3 Table A-11 i
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE ROOF AT EL. 753.5 FT.
E-W COMPONENT i
Frequency Damping (cps) 2%
3%
4%
7%
N411
.30
.064
.059 055
.049
.053
.30
.110
.099 092
.078
.087
.40
.174
.162 153
.130
.144
.50
.221
.202 189
.160
.178
.60
.342
.299 272
.214
.249
.70
.363
.320 287
.225
.261
.80
.346
.311 291
.249
.275
.90
.456
.396 362
.300
.338 1.00
.519
.472 432
.357
.400 1.10
.530
.482 448
.385
.421 1.20
.701
.629 586
.496
.552 1.30
.745
.701 666
.580
.633 1.40 1.044
.880 804
.671
.747.
1.50 1.252 1.134 1.042.
.845-
.464~
' ' ',* T, 1.60
.i~.725 1.506 1.345, 1.031; 1.218f
?
1.70
,2.076 1.758 1;525 1;16.3, 1.358-
~~.
1,341 7_e.1 5335" -~ T'! m;}
1.80 2.086 1.855 1.666J~
1.90
.-2.848 2 344?
2.~01$i 1.542 1.814 3
2.00 2.777 2.392 2.~ 10 6 '
1.592 1.892 2.10 2.480 2.192 1.994 1.576 1.835 2.20 2.667 2.305 2.104 1.663 1.934 2.30 3.138 2.687 2.379 1.807 2.143 2.40 3.226 2.776 2.449 1.830 2.195 l
2.50 2.682 2.400 2.185 1.714 2.003 2.60 2.420 2.168 1.963 1.547 1.796 2.70 2.173 1.938 1.764 1.412 1.625 2.80 2.246 1.902 1.667 1.317 1.502 2.90 2.202 1.901 1.673 1.292 1.495 3.00 2.279 1.914 1.666 1.335 1.511 3.15 2.413 2.112 1.899 1.503 1.744 3.30 2.799 2.462 2.214 1.723 2.020 3.45 3.676 3.100 2.703 1.976 2.400 3.60 4.273 3.468 2.961 2.100 2.590 4
3.80 4.500 3.588 3.072 2.225 2.718 I
4.00 4.422 3.667 3.162 2.334 2.802 4.20 4.069 3.439 3.001 2.307 2.731
)
4.40 3.280 2.922 2.670 2.167 2.473 4.60 3.376 2.790 2.484 2.004 2.283 4.80 3.834 3.138 2.737 2.094 2.450 5.00 4.097 3.530 3.084 2.292 2.724 i
i 5.25 4.620 3.796 3.395 2.530 3.062 i
l
___pp
__y
1 Feb 26 11:27 1988 sqndgsse.ars Page 4 Table A-11 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE ROOF AT EL. 753.5 FT.
E-W COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411 5.50 4.955 4.091 3.515 2.549 3.105 5.75 3.860 3.258 2.863 2.276 2.602 6.00 3.385 2.915 2.635 2.082 2.421 6.25 2.893 2.565 2.339 1.916 2.160 6.50 2.819 2.459 2.236 1.812 2.066 6.75 2.848 2.493 2.223 1.769 2.039 7.00 2.543 2.239 2.028 1.660 1.880 7.25 2.390 2.038 1.841 1.520 1.698 7.50 2.272 1.977 1.764 1.470 1.618 7.75 2.165 1.887 1.716 1.457 1.600 8.00 2.069 1.827 1.688 1.451 1.579 8.50 1.939 1.733 1.596 1.365 1.487 9.00 1.828 1.583 1.471 1.297 1.398 9.50 1,921 1.635 1.489 1.258 1.388.
10.00
. f.'3 9 3 -
1.429 1.327 1.Y4 9~
1.2'51~
' [... - - -
10.50
- 1.'4 9 4 1.315 1.23E
- 1. 'f2'2' 1.'1 8'67
~
11.00-1.272 1.194 1.145'~
1.075 1.125
.2 11.50 l'.244 1.167 1.11Y7 1.'0 T 07 -
1.100
-l 12.00 1.099 1.038 1.017
.979 1.011 12.50 1.032
.992
.973
.938
.968 13.00
.997
.967
.946
.906
.944 1
13.50
.926
.907
.895
.869
.896 14.00
.894
.868
.854
.833
.856 14.50
.802
.804
.804
.804
.804 15.00
.776
.775
.777-
.782
.775 16.00
.752
.756
.758
.761
.756 17.00
.767
.763
.760
.755
.763 18.00
.751
.750
.749
.747
.751 i
20.00
.730
.729
.729
.729
.730 22.00
.717
.717
.717
.716
.717 25.00
.704
.704
.704
.704
.704 28.00
.695
.696
.696
.696
.695 31.00
.690
.690
.689
.690
.690 14.00
.685
.685
.685
.685
.685 100.00
.674
.674
.674
.674
.674
Feb 26 11:27 1988 sqndgsse.ars Page 5 Table A-12 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE ROOF AT EL. 753.5 FT.
VERTICAL COMPONENT Frequency Damping (cps) 2%
3%
44 7%
N411
.20
.044
.041
.037
.033
.035
.30
.074
.067
.061
.052
.058
.40
.113
.105
.099
.083
.093
.50
.144
.134
.126
.106
.119
.60
.212
.187
.171
.134
.156
.70
.217
.189
.169
.130
.153
.80
.195
.175
.160
.131
.149
.90
.250
.209
.191
.159
.179 1.00
.268
.245
.224
.181
.207 1.10
.249
.227
.210
.186
.202 1.20
.314
.286
.267
.223
.250 1.30
.313
.296
.283
.250
.272 1.40
.403
.347
.318
.261
.296 1.50
.444
.391
.356 27.9;
.,3;2 6; 1.60
.,,... 5 3 6
. 4.7 0;
.,421.
.}23
.,38,2
.,4; 1.70
...,5 7 9
- t. 4,8 7;
.427;
.,3 45:
.390..
,x l'.80 a.558
.502
.411
.374-
.421
,, ~ -
i.
1.90
.720
.%9 81.
2.00
.673
.583
. _.,53 3,
.417
. ~4 8%:
~--l~
.524
.413
.481 2.10
.549
.494
.461
.390
.434 2.20
.605
.538
.490
.410
.456 2.30
.715
.637
.577
.463
.530 2.40
.804
.702
.627
.487
.569 2.50
.743
.657
.595
.479
.547 2.60
.753
.666
.598
.476
.544 2.70
.760
.660
.595
.485
.548 2.80
.898
.754
.663
.502
.596 2.90
.848
.731
.647
.509
.590 3.00
.818
.682
.604
.514
.567 3.15
.773
.690
.633
.530
.590 3.30
.838
.746
.677
.552
.622 3.45
.992
.847
.745
.573
.673 3.60 1.100
.915
.799
.605
.714 3.80 1.126
.930
.854
.661
.775 4.00 1.231 1.052
.936
.731
.848 4.20 1.283 1.093
.959
.761
.872 4.40 1.244 1.099
.999
.786
.913 4.60 1.380 1.154 1.025
.784
.928 4.80 1.445 1.209 1.055
.805
.948 5.00 1.365 1.194 1.065
.831
.974 I
t 5.25 1.540 1.308 1.167
.885 1.054 l
)
e Feb 26 11:27 1988 sqndgssa.ars Page 6 t
Table A-12 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE ROOF AT EL. 753.5 FT.
VERTICAL COMPONENT i
Frequency Damping (cps) 2%
3%
4%
7%
N411 5.50 1.661 1.365 1.186
.888 1.058 5.75 1.480 1.285 1.136
.876 1.026 6.00 1.488 1.244 1.119
.857 1.015 6.25 1.306 1.166 1.061
.827
.973 6.50 1.328 1.145 1.026
.800
.937 6.75 1.445 1.223 1.069
.799
.955 7.00 1.585 1.316 1.135
.836 1.003 7.25 1.748 1.393 1.173
.877 1.039 7.50 1.787 1.475 1.261
.919 1.108 7.75 1.746 1.458 1.261
.931 1.115 8.00 1.602 1.300 1.154
.920 1.060 8.50 1.543 1.283 1.147
.905 1.050 9.00 1.329 1.126 1.005
.416
.918 9.50 1.406 1.173 1.038
.814-
.942 10.00 1.099
.975
.914-
- 755
- 8561-l 10.50 1.194
,.994; 886
- . 721:
'819; 1 sem t
11.00
' ~.978
'.886
, 8 2 3.-
2 693r _1 4787i;-- 7 11.50 906
. 817.-
.718.
.677c 6759?
r---
c..:
"M
?
12.00
.887
.801.
.744.
.649
.726' 12.50
.747
.645
.622
.583
.615 13.00
.765
.688
.641
.5S7
.637 13.50
.786
.701
.641
.536
.646 14.00
.656
.599
.564
.501
.570 i
14.50
.586
.527
.498
.473
.507 15.00
.513
.461
.453
.446
.455 16.00
.463
.437
.421
.406
.433 17.00
.427
.407
.392
.382
.409 l
18.00
.379
.373
.369
.364
.374 20.00
.349
.344
.340
.332
.349 22.00
.342
.334
.330
.325
.342 25.00
.332
.327
.323
.316
.332 28.00
.314
.314
.314
.313
.314 31.00
.308
.308
.308
.308
.308 I
34.00
.304
.304
.304
.304
.304 100.00
.294
.294
.294
.294
.294 4
i
P Feb 26 11 27 1988 sqndgese.ars Page 7 P
Table A-13
\\
1 i
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE-OF AVERAGED ARS FOR SITE-SPECIFIC SSE SECOND FLOOR AT EL. 739.75 FT.
N-S COMPONENT i
o Frequency Damping i
(cps) 2%
3%
4%
7%
N411 i
.20
.064
.059
.055
.049
.053
.30
.110
.099
.092
.078
.087
.40
.173
.162
.153
.129
.144
)
.50
.221
.202
.188
.160
.178
.60
.342
.299
.271
.214
.248
.70
.361
.319
.285
.225
.261
.80
.345
.309
.290
.248
.274
.90
.455
.394
.360
.298
.336 2
1.00
.516
.470
.430
.356
.399 1
1.10
.526
.474
.444
.384
.419 l
1.20
.698
.626
.585
.495
.551 1.30
.742
.698
.663
.577
.630 i
1.40 1.037
.873
.797
.665
.740 j
1.50 1.244 1.123-1.031i
!835" i95'4*
l
'f 5 1
1.60
~1.'717 1.'501' l'335' 1.10247 1.2091 j
1.70 M2l063 1.]746 '
1.,' 5 f 4 " _, 1.15 f.'_
1.346
- 1 0P i
1.80
--2r077-1.842J 1.653 1.329.
1.520
<l i
1.90
- 2.826 2i3215 1.999' 1.530 '
1.80i' 2.00 2.751 2.364 2.081 1.540 1.872 2.10 2.451 2.171 1.975 1.556 1.813 L
2.20 2.605 2.245 2.052 1.617 1.884 l
2.30 3.035 2.600 2.302 1.743 2.071 2.40 3.084 2.656 2.340 1.759 2.100
)
2.50 2.542 2.282 2.079 1.634 1.906 l
2.60 2.275 2.038 1.849 1.470 1.695 I
2.70 2.023 1.816 1.653 1.333 1.525 t
2.80 2.147 1.801 1.592 1.232 1.435 2.90 2.164 1.872 1.647 1.261 1.472
[
i j
3.00 2.237 1.878 1.637 1.301 1.478
)
3.15 2.373 2.071 1.861 1.466 1.707 3.30 2.736 2.403 2.156 1.676 1.966 a
3.45 3.541 3.023 2.636 1.924 2.342 1'
3.60 4.163 3.376 2.479 2.042 2.520 0
3.80 4.351 3.461 2.958 2.135 2.614 4.00 4.193 3.487 2.998 2.220 2.660 4.20 3.836 3.246 2.416 2.168 2.558
)
4.40 3.036 2.708 2.480 2.020 2.303 l
4.60 3.283 3.711 2.354 1.835 2.130 i
t
{
4.80 3.719 3.036 2.641 2.006 2.363 5.00 3.924 3.376 2.947 2.145 2.601 L
i 5.25 4.414 3.547 3.190 2.383 2.878 i
1 I
I
Feb 26 11:27 1988 sqndgsse.ars Page 8 i
Table A-13 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE SECOND FLOOR AT FL. 739.75 FT.
N-S COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411 l
1 5.50 4.602 3.810 3.276 2.385 2.890 5.75 3.513 2.968 2.611 2.111 2.409 i
6.00 3.049 2.631 2.386 1.901 2.194 6.25 2.574 2.302 2.103 1.742 1.946 1
6.50 2.453 2.116 1.937 1.593 1.794 6.75 2.418 2.120 1.895 1.520 1.743 7.00 2.135 1.887 1.720 1.427 1.602 7.25 1.959 1.697 1.543 1.315 1.445 l
7.50 1.814 1.591 1.427 1.258 1.337 1
7.75 1.702 1.497 1.384 1.252 1.329 i
8.00 1.616 1.473 1.390 1.241 1.332 i
8.50 1.469 1.347 1.256 1.142 1.204 1
9.00 1.331 1.233 1.172 1.065 1.129 9.50 1.292 1.176 1.100 10.00 1.160 l'.077-1.030 -
1.014 1.055
'971 1.003 10.50
.1.123 1.009
'. 9 8 0' LS33)
'. 9 6 4 -
11.00 1.060 1.001
. 9 68:. -
. 910 '-, _j.951 11.50 1.046
.976'
- . 943:
i.864: ~
. 93U1 i
12.00
' 919
.876'
.866
.845'
.863' I
12.50
.895
.853
.844
.817
.841 l
13.00
.879
.847
.828
.792
.827 j
13.50
.796
.788
.778
.762
.779 1
14.00
.796
.762
.745
.732
.747 1
14.50
.745
.722
.713
.703
.714 15.00
.704
.700
.699
.694
.699 16.00
.680
.684
.684
.681
.684 j
17.00
.691
.684
.679
.670
.684 18.00
.668
.667
.667
.664
.667 20.00
.650
.650
.650
.650
.650 a
j 22.00
.640
.640
.640
.640
.640 25.00
.630
.630
.630
.630
.630 j
28.00
.624
.623
.623
.624
.624 i
1 31.00
.619
.619
.619
.619
.619 34.00
.615
.616
.616
.615
.615 100.00
.607
.607
.607
.607
.607 l
4 i
j 1
1 1
4 l
~
1 i
Feb 26 11:27 1988 sqndgsse.ars Page 9 Table A-14 i
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE SECOND FLOOR AT EL. 739.75 FT.
E-W COMPONENT Frequency Damping 4
(cps) 2%
34 4%
7%
N411
.20
.064
.059
.055
.049
.053
.30
.110
.099
.092
.078
.087
.40
.173
.162
.152
.129
.144
.50
.221
.202
.189
.160
.178
.60
.341
.299
.271
.214
.248
.70
.361
.319
.286
.224
.260
.80
.345
.309
.289
.247
.273 4
.90
.454
.394
.359
.298
.335 1.00
.516
.469
.429
.354
.398 1.10
.525
.477
.443
.382
.417 i
1.20
.696
.623
.581
.492
.547 1.30
.737
.694
.659
.574
.627 1.40 1.031
.870
.793
.662
.737 1.50 1.235 1.'117'l 1l026 '
.#B 31 '
~
l 1.60 1:1[699 1.484.
1.' 3 2(.
1.;015,,,
.'9 4 9 "
j 1.70
' 2.042 1.2QQn 1!82,$]m 1.l499,,
1.14),,
1.33A.
s,,
1.729 1.80 "27051 1.6),7,,,
1.314.
1.506.
.3 1.90
' ' 2 ~ '7 9 6 2l301 1.978-1.515~
1.782 '
2.00 2.720 2.344 2.063 1.564 1.856 i
2.10 2.430 2.150 1.957 1.545 1.797 2.20 2.603 2.248 2.054 1.622 1.886 2.30 3.052 2.615 2.314 1.756 2.085 2.40 3.122 2.688 2.371 1.776 2.127 l
2.50 2.589 2.317 2.111 1.658 1.936
}
2.60 2.331 2.088 1.892 1.493 1.732 j
2.70 2.088 1.866 1.698 1.362 1.566 I
1 2.80 2.147 1.821 1.598 1.267 1.448 l
2.90 2.158 1.863 1.640 1.260 1.465 3.00 2.229 1.871 1.628 1.300 1.473 1
3.15 2.353 2.058 1.848 1.458 1.696 1
3.30 2.719 2.392 2.150 1.672 1.961 1
3.45 3.563 3.005 2.620 1.914 2.328 3.60 4.135 3.355 2.867 2.034 2.509 3.80 4.331 3.453 2.950 2.138 2.611 l
4.00 4.219 3.500 3.018 2.235 2.679 i
4.20 3.873 3.276 2.853 2.199 2.597 j
4.40 3.109 2.773 2.529 2.057 2.344 4.60 3.241 2.677 2.342 1.886 2.153 1
4.80 3.667 2.998 2.616 1.999 2.339
{
{
5.00 3.884 3.354 2.930 2.179 2.587 j
5.25 4.367 3.589 3.207 2.388 2.890 i
(
i
Feb 26 11:27 1988 sqndgsse.ars Page 10 Table A-14 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE SECOND FLOOR AT EL. 739.75 FT.
E-W COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411 l
5.50 4.655 3.846 3.304 2.403 2.917 5.75 3.617 3.058 2.686 2.144 2.446 6.00 3.180 2.745 2.473 1.960 2.275 6.25 2.716 2.413 2.196 1.794 2.033 6.50 2.639 2.292 2.079 1.689 1.920 6.75 2.636 2.313 2.065 1.638 1.887 7.00 2.338 2.061 1.867 1.535 1.733 i
7.25 2.164 1.866 1.689 1.401 1.564 7.50 2.033 1.775 1.586 1.334 1.458 7.75 1.907 1.662 1.520 1.327 1.427 8.00 1.808 1.620 1.502 1.317 1.422 8.50 1.651 1.505 1.394 1.219 1.304 9.00 1.471 1.332 1.258 1.134 1.207 l
9.50 1.408 1.274 1.194 1.073.
1.142 10.00
,1.231 1.131 1.071 1.014 1.Q45 10.50
'.1s152 1.058 1.030
.S79 1.014
. e: 2 11.00 1.-068 1.020
.s9.9.6
.941
.921 11.50 1.045
.999
-.965
.905
.952-
.4.,,
J 12.00
.925
.903
.895
.869
.892 12.50
.923
.884
.869
.842
.866 j
13.00
.892
.865
.846
.811
.844 l
13.50
.817
.807
.799
.781
.800 14.00
.815
.781
.766
.752
.768 14.50
.753
.737
.733
.725
.734 15.00
.721
.718
.718
.712
.718 16.00
.697
.701
.701
.698
.701 17.00
.711
.705
.701
.696
.705 18.00
.692
.692
.691
.688
.692 20.00
.672
.672
.672
.672
.672 22.00
.661
.661
.661
.661
.661 25.00
.650
.650
.650
.651
.650 28.00
.643
.643
.643
.643
.643 1
31.00
.638
.638
.638
.638
.638 34.00
.634
.634
.635
.635
.634 100.00
.624
.624
.624
.624
.624 i
i Feb 26 11:27 1988 sqndgsse.ars Page 11 i
i Table A-15 i
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE SECOND FLOOR AT EL. 739.75 FT.
VERTICAL COMPONENT i
i Frequency Damping (cps) 2%
3%
4%
7%
N411 1
.20
.044
.041
.037
.033
.035
.30
.074
.067
.061
.052
.058 i
.40
.113
.105
.099
.083
.093
.50
.144
.134
.3.26
.106
.119
.60
.212
.187
.171
.134
.156
.70
.217
.189
.169
.130
.153
.80
.195
.175
.160
.131
.149 i
j
.90
.250
.209
.191
.159
.179 1.00
.268
.245
.224
.181
.207 l
1.10
.249
.227
.210
.186
.202 1.20
.314
.286
.267
.223
.250 1.30
.313
.296
.282
.250
.272 1.40
.402
.347
.318
.261
.296 1.50
.. 4444
.391
.355
. 279
.326
{
1.60
.535
.470
.421
.J23 4381 1.70 10
.579
.487
.427
.344
.389 1.80
- " 557
.501
.4 54
- 4374
.420
)
1.90 M :".719
.598
.533
.416
.486 2.00
.672
.582
.523
.413
.480 2.10
.548
.494
.461
.389
.434 2.20
.604
.537
.490
.410
.456 2.30
.715
.637
.575
.462
.530 j
2.40
.803
.702
.627
.486
.569 2.50
.742
.657
.595
.479
.546 2.60
.752
.665
.597
.475
.543 2.70
.759
.659
.594
.484
.547 2.80
.896
.753
.663
.501
.595 i
1 2.90
.847
.729
.647
.509
.589 4
3.00
.817
.681
.603
.514
.567 1
3.15
.772
.689
.632
.529
.590
)
3.30
.837
.745
.676
.550
.621
)
3.45
.990
.846
.744
.572
.672
]
3.60 1.098
.913
.797
.604
.713 3.80 1.124
.948
.852
.660
.774 3
4.00 1.229 1.051
.933
.729
.846 4.20 1.280 1.092
.957
.759
.871 i
4.40 1.241 1.097
.997
.784
.912 j
4.60 1.378 1.152 1.024
.783
.926 j
4.80 1.443 1.208 1.054
.804
.946 z
5.00 1.363 1.193 1.062
.830
.973 j
5.25 1.537 1.306 1.164
.882 1.052 i
i 4
i l
Feb 26 11:27 1988 sqndgsse.ars Page 12 Table A-15 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE SECOND FLOOR AT EL. 739.75 FT.
VERTICAL COMPONENT i
Frequency Damping (cps) 2%
34 4%
7%
N411 5.50 1.657 1.362 1.184
.886 1.056 5.75 1.476 1.282 1.133
.874 1.023 l
6.00 1.484 1.239 1.116
.855 1.011 t
6.25 1.302 1.161 1.058
.825
.970 6.50 1.324 1.141 1.023
.798
.934 6.75 1.441 1.219 1.066
.796
.953 7.00 1.581 1.313 1.132
.834 1.001 7.25 1.744 1.391 1.171
.874 1.036 7.50 1.782 1.470 1.258
.917 1.106 7.75 1.742 1.454 1.258
.928 1.110 8.00 1.597 1.297 1.151
.917 1.057
~
8.50 1.540 1.280 1.144
.902 1.048 i
9.00 1.325 1.123 1.002
.813
.915 9.50 1.399 1.167 l';031
.809
,.936
~
~
10.00 j
10.50 1.094
.969-
..' 9 07
.[.751 fis5I
- 1.193
.985
' 879
. 716
. 812 11.00
.. 975
.877 ~~~ ^ ; 816'
,.693
- .' 7 8 0 M.
11.50
.898
.820
' 712
- 673
.7'52 12.00
.879
.794
.739
.634
.720 12.50
.742
.640
.618
.580
.612 13.00
.759
.684
.637
.553
.633 13.50
.779
.697
.637
.532
.642 14.00
.650
.594
.561
.497
.566 14.50
.580
.522
.495
.470
.504 15.00
.507
.457
.450
.443
.451 i
16.00
.458
.433
.417
.404
.430 17.00
.421
.403
.388
.379
.405 18.00
.375
.369
.367
.362
.370 20.00
.347
.341
.338
.331
.347 22.00
.339
.332
.328
.324
.339 4
25.00
.329
.324
.321
.315
.329 28.00
.313
.37.3
.312
.311
.313
)
31.00
.306
.306
.306
.306
.306 i
34.00
.303
.302
.302
.303
.303 100.00
.293
.293
.293
.293
.293 4
e
I Feb 26 11:27 1988 sqndgsse.ars Page 13 i
1 Table A-16 i
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVILOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE BASE SLAB AT EL. 722.0 FT.
N-S COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411-i
.20
.064
.059
.055
.049
.053
.30
.110
.099
.092
.078
.087
.40
.173
.161
.152
.129
.144
.50
.220
.202
.188
.159
.178 4
.60
.341
.298
.271
.214
.248
.70
.360
.318
.284
.223
.259 i
.80
.343
.308
.288
.246
.271
.90
.452
.391
.358
.296
.333 1.00
.512
.467
.427
.353
.396 1.10
.521
.473
.440
.381
.415 2
1.20
.692
.621
.581
.491
.546 l
1.30
.734
.691
.656
.571
.624 1.40 1.025
.863
.787
.657
.731 1.50 1.228 1.108 1.016
.823
.940 1.60
' l'.692 1.480 1.316 1.008' 1.1912 -
1.70
2:031 1.718" 1.489'-
1.13 3 E' 1.3230
. *;6
~~1.80 2.041 1.810; 1.624 1.305-1.494',
-"3 j
1.90 1 2;773 2.2432 1.961' 1.502 1.768"
.:;7 2.00 2.692 2.313-2.036 1.549 1.832 2.10 2.391 2.120 1.929 1.520 1.771 i
2.20 2.530 2.180 1.994 1.572 1.831 i
2.30 2.938 2.521 2.233 1.692 2.010 2.40 2.983 2.569 2.268 1.705 2.035 j
2.50 2.459 2.207 2.011 1.582 1,844 j
2.60 2.199 1.973 1.790 1.425 1.641 i
{
2.70 1.961 1.759 1.603 1.295 1.480 j
2.80 2.091 1.754 1.549 1.194 1.396 1
2.90 2.108 1.819 1.601 1.221 1.430 3.00 2.168 1.820 1.586 1.255 1.425 3.15 2.285 1.994 1.789 1.406 1.639 3.30 2.624 2.308 2.070 1.608 1.887 3.45 3.423 2.891 2.522 1.839 2.241
{
3.60 3.965 3.217 2.749 1.951 2.407 3.80 4.115 3.278 2.797 2.023 2.470 j
4.00 3.939 3.273 2.817 2.097 2.508 l
4.20 3.599 3.046 2.646 2.045 2.406
)
4.40 2.857 2.552 2.329 1.899 2.161 j
4.60 3.106 2.566 2.230 1.726 2.017 j
4.80 3.499 2.859 2.492 1.894 2.231 4
5.00 3.680 3.162 2.759 2.054 2.444 5.25 4.119 3.360 2.980 2.225 2.688 i
. ~..
i p
9 1
I Feb 26 11:27 1988 i
sqndgese.ars Page 14 I
1 l
Tableri-16 (continued)
TVA SEQUOYAN DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE i
BASE SLAB AT EL. 7 2 2. 0 P,'T.
N-S CONPONENT 1
1 l
.a :
Frequsney Damping j
(eps) 2%
3%
4%
7%
N411
-y 5.50 4.289 3.547 3.045 2.222 2.688 i
5.75 3.270 2.758 3.430 1.964 2.241 j
6.00 2.830 2.444 2.217 1.769 2.042 6.25 2.370 2.133 1.954 1.612 1.811 1
6.50 2.233 1.923 1.753 1;462 1.632 4
)
6.75 2.168 1.907 1.709 1.376 1.574 7.00 1.300 1.686 1.540 13290 1.441 1
7.25 1.741 1.511 1.391 1.195 1.303
}
7.50 1.591 1.398 1.268 1.137 1.194 i
7.75 1.469 1.313 1.241 1.134 1.199 l
i 8.00 1.395 1.284 1.232 1.117 1.184 i
8.50 1.265 1.174 1.119 1.023 1.080 i
9.00 1.148 1.077 1.033
.947
.999 9.50 1.192 1.053
,964-i9014
.924 '
- *3
- i 10.00 i987
.' 9 31 -
.905
.458 -
.884v L 2 ' '>
I 10.50 2
o960 2.8757 185'6*
.'824'
'855' "i
11.00
.941
.885"
.461" 1816-
- 848 t
11.50
-.920
.866"
- 8312
!78$'
.417'
. 1 173 i
12.00
.804
.779
.773
.752
.770
{
' ~
12.50
.796
.766
.753
.728 '
.750 3
13.00
.793
.756
.735
.708
.733 13.50
.717
.702
.693
.681
.694 i
14.00
.729
.698
.682
.659
.685 t
)
14.50
.690
.671
.660
.649
.664 i
15.00
.452
.649
.645
.641
.647 16.00
.630
.632
.631
.629
.631 l
17.00
.632
.628
.625
.618
.628 t
i 18.00
.609
.609
.609
.608
.609
{
20.00
.595
.595
.595
.595
.595
{
j 22.00
.587
.587
.587
.587
.587 25.00
.579
.579
.579
.579
.579 1
28.00
.573
.573
.573
.573
.573 31.00
.569
.569
.569
.570
.569 34.00
.564
.566
.566
.567
.566 100.00
.559
.559
.559
.559
.559 i
+
i i
k i
5, i
i j
- - ~ ~ -
t' k
i y
f}
s
</
Feb 26 11:27 1988 sqndgame.ars Pag k5
?
e Table A-17 TVA DIQUOYAH DIESEL GENERATOR BUILDING
/
ENVELOPE OF AVERAGED ARS FOR SITE-SPECIF7C SSE BASE SLAB AT EL. 722.0 FT.
E-W COMPONENT S
Frequency Damping (eps) 2%
3%
4%
7%
N411
.20
.064
.059 '
.055
.049
.053
.30
.110
.099
.092
.078 087
.40
.173
.162
.152
.129
.144
.50
.220
.201
.188
.160
.178 i
.60
.340
.297
.271
.214"
.248
/
.70
.360
.317
.283
.22)
.258
.80
..342
.307
.287
.245
.271
.90
'.451
.390
.357
.295
.333 1.00
.511
.465
.426
.352
.395 1.10
.519
.471
.438
.379
.413 1.20
.688
.618
.577
.488
.543 1.30
.729
.687
.651
.567
.619 1.40 1.018
.858
.781
.653
.726 l
1.50 1.217 1.098 1.008
.616
.933 1.60 1.673 1.463 1.302
.993 1.179
+-
1.70
- - -2. 008 1.699 1.472-1.121-1.309'~
f-]
CE 1.80 ll2l.','016 1.788 1.6'06 1.292, 1.4_7.8 1.90
- '~24739 2.254 1.938 1.48$
1.747 2.00 2'.~660 2.288' 2.013 1.5T2' 1.813 2.10 2.367 2.098 1.909 1.507 1.753 2.20 2.521 2.175 1.988 1.559 1.826 i
2.30 2.940 2.523 2.232 1.696 2.012 2.40 2.997 2.578 2,.278 1.710 2.044 2.50 2.481 2.220 2.022 1.590 1.856 2.60 2.228 1.997 1.810 1.433 1.658 i
2.70 1.993 1.785 1.624 1.308 1.500 2.80 2.076 1.742 1.537 1.210 1.386 2.90 2.089 1.803 1.586 1.213 1.419 3.C0 2.150 1.804 1.570 1.248 1.412 i
3.15 2.258 1.972 1.768 1.391 1.620 3.30 2.593 2.284 2.051 1.592 1.870 3.45 3.384 2.856 2.491 1.814 2.215 3.60 i
3.912 3.176 2.718 1.929 2.381 3.80 4.055 3.239 2.759 2.003 2.438
)
4.00 3.906 3.242 2.799 2.086 2.493 4.20 3.590 3.037 2.641 2.043 2.403 4.40 2.876 2.570 2.341 1.900 2.168 l
4.60 3.055 2.526 2.199 1.730 1.990 j
4.80 3.436 2.813 2.457 1.880 2.200 5.00 3.624 3.129 2.732 2.039 2.421 5.25 4.073 3.344 2.975 2.217 2.681
\\
l
'e Feb 26 11:27 1988 sqnd9sas.ars Page 16 Tuh19 A-17 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE 3ASE SLAB AT EL. 722.0 FT.
E-W COMPONENT Urnguerey Damping (cps) 2%
3%
44 7%
N411 5.50 4.311 3.556 3.J52 2.221 2.690 S.75 3.337 2.822 2. 4 'i 5 1.977 2.255 6.00 2.921 2.526 2.273 1.803 2.094 6.25 2.461 2.209 2. 0 ?.5 1.635 1.869 6.50 2.334 2.012 1.828 1.505 1.687 6.75 2.276 2.004-1.793 1.433 1.639 7.00 1.988 1.701 1.601 1.336 1.496 7.25 1.735 1.570 1.436 1.224 1.340 7.50 1.546 1.441 1.314 1.155 1.228 7.75 1.497 1.342 1.251 1.146 1.211 8.00 1.425 1.322 1.256 1.127 1.206 LM 1.298 1.201 1.135 1.036 1.093 9.30 1.156 1.088 1.043
.955 1.008 9.50 1.110 1.004..'
. 9L5 9. '
.907s
. 931/ ;
1%.00
-i970
.940"
.915"
.866.
.895 10.50
.~932
. 33 3' A
. 8 TJ 7
.83'4
.8 61'
~~1 11.00
.921
.878'
.859"
. 819~ '
.848 11.50 eft 13
. 8 61 ~.
. 8 2Y ~
.789 '
.818 "
12.00
.796
.783
.776
.75*7
.774 12.50
.788
.767
.755
.733
.752 13.00
.785
.753
.735
.710
.734 i
13.50
.709
.696
. 6 9 ',!
.685
.693 14.00
.746
.695
.667
.663
.683 14.50
.6bl
.668
. 6 5 'P
.651
.662 15.00 652
.649
.p 4 5
.642
.647 i
16.00 0J3
.634
.633
.630
.634 l
17.00
.634
.630
.627
.620
.630 18.00
.Q4
.614 614
.613
.614 20.00
.599
.599
.600
.600
.599 22.00
.5F1
.591'
.591
.591
.591 25.00
.582
.582
.583
.583
.582 28.00
. 5'? 7
.577
.577
.577
.377 31.00
.073
.573
.573
.573
.573 34.00
.570
.570
'.570
.570
.570 100.00
.061
.561
.561
.561
.561
=-
r TW w
w
-r yy -
w v
v-
Feb 26 11:27 1988 sqndgsse.ars Page 17 Table A-18 TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE BASE SLAB AT EL. 722.0 FT.
VERTICAL COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411
.20
.044
.041
.037
.033
.035
.30
.074
.067
.061
.052
.058
.40
.113
.105
.099
.083
.093
.50
.144
.134
.126
.106
.119
.60
.212
.187
.170
.134
.156
.70
.217
.189
.169
.130
.153
.80
.195
.175
.160
.131
.149
.90
.250
.209
.191
.158
.179 1.00
.268
.245
.224
.181
.207 1.10
.249
.227
.210
.186
.201 1.20
.314
.286
.266
.223
.250 1.30
.312
.296
.282
.250
.272 1.40
.402
.347
.318
.260
.296 1.50
.443
.390
.355
.279
.326 1.60 1.70
. 535-
.469.__
.420
- 323
.381
.. s,.578
.487
.jp?
- 344
- 389 1.80 f, T.557
- 501 454
.373
-;420 1.90
' ".' 718
.597
- 532
.415
- 486
'#~
2.00
~'671
.581
- 522
.412
.479 2.10
.547
.493
.460
.389
.433 2.20
.603
.536
.488
.408
.454 2.30
.713
.635
.573
.462
.528 2.40
.800
.699
.625
.485
.567 2.50
.740
.655
.593
.477
.544 2.60
.750
.663
.596
.473
.542 2.70
.755
.657
.592
.483
.546 2.80
.894
.751
.661
.500
.593 2.90
.845
.727
.644
.507
.587 3.00
.814
.678
.600
.512
.564 3.15
.769
.686
.629
.527
.587 3.30
.833
.742
.674
.548
.619 3.45
.985
.842
.741
.569
.669 3.60 1.093
.908
.794
.601
.710 3.80 1.119
.944
.848
.657
.770 4.00 1.223 1.046
.929
.725
.842 4.20 1.274 1.085
.952
.754
.866 4.40 1.235 1.092
.993
.779
.906 4.60 1.373 1.147 1.019
.779
.922 4.80 1.437 1.202 1.049
.800
.942 5.00 1.356 1.185 1.057
.826
.968 5.25 1.528 1.298 1.156
.876 1.045
Feb 26 11:27 1988 sqndgsse.ars Page 18 Table A-18 (continued)
TVA SEQUOYAH DIESEL GENERATOR BUILDING ENVELOPE OF AVERAGED ARS FOR SITE-SPECIFIC SSE BASE SLAB AT EL. 722.0 FT.
VERTICAL COMPONENT Frequency Damping (cps) 2%
3%
4%
7%
N411 5.50 1.645 1.353 1.176
.880 1.049 5.75 1.463 1.272 1.124
.868 1.016 6.00 1.471 1.229 1.106
.848 1.003 6.25 1.291 1.152 1.049
.818
.960 6.50 1.311 1.130 1.013
.791
.925 6.75 1.434 1.213 1.060
.792
.947 7.00 1.574 1.308 1.128
.829
.997 I
7.25 1.739 1.386 1.166
.868 1.029 7.50 1.768 1.459 1.250
.908 1.098 7.75 1.727 1.441 1.248
.920 1.103 8.00 1.586 1.288 1.144
.911 1.050 8.50 1.533 1.271 1.137
.897 1.042 9.00 1.316 1.116
.996
.808
.908 9.50 1.379 1.150 1.016
.797
.923 10.00 1.077
.953
.893
.741
.837 10.50 1.190
.972
_... 8 6 2
.705
. 797 11.00
.974
.862 ~~'
.799
.682
.765 __
i 11.50
.883
.802
.757
.661
.738 12.00
.862
.777
.723
.622
.706 12.50
.725
.627
.606
.569
.600 13.00
.741
.668
.624
.543
.620 13.50
.759
.681
.623
.522
.629 14.00
.633
.581
.548
.488
.555 14.50
.563
.510
.485
.462
.492 15.00
.491
.444
.441
.435
.442 16.00
.444
.420
.406
.396
.417 17.00
.407
.390
.378
.374
.391 j
18.00
.367
.363
.361-
.356
.364 20.00
.339
.336
.332
.327
.339 i
22.00
.333
.327
.324
.319
.333 25.00
.323
.318
.315
.311
.323 28.00
.309
.308
.308
.307
.309 31.00
.303
.303
.302
.302
.303 34.00
.299
.299
.299
.299
.299 100.00
.289
.289
.289
.239
.289
Appendix 8 Coinparisons of ARS Envelopes of the Current Analysis with the Original Design Basis ARS I
=..
_j 1
u
,r l
15.
.ij iii i
i i
e i i i ii i
OLD DESIGN BASIS
,'(0.5% DAMPING)
TVA SEQUOYAH
84 PERCENTILE '[NPUT !(1.0% DAMPING)
-- 84 PERCENTILE
- NPUT,(2.0% DAMPING)
DG BUILDING
--- 8 4 PERCENTILE
- NPUT'(N411 DAMPING)
OBE N-S DIRECTION e 12.
EL. 753.50 FT i
t m
O 6-4 F-9.
~~
m Id J
td U
U
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6.
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m F-O id O_
f, m
3.
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,)
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I I I I I 10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-1 COMPARISON OF EpVELOPE OF AVERAGED ARS
15.
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TVA SEGUOYAH
84 PERCENTILE INPUT (1.0% DAMPING) 84 PERCENTILE TNPUT (2.0% DAMPING)
DG 8 I DMG
--- 84 PERCENTILE
- NPUT (N411 DAMPING)
OBE E-W DIRECTION g,
EL. 753.50 FT n
<1'
<m
.a z
l
s o
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9.
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10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-2 COMPARISON OF.ErjV$ LOPE OF AVERAGED ARS
~
.,A.
15.
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i iiii OLD DESIGN BASIS (0.5% DAMPING)
TVA SEQUDYAH
- ---- - NEW DE S I GN B A S T S CO.5% DAMPING)
84 PERCENTILE INPUT (1.0% DAMPING)
DG BUILDING
-- 84 PERCENTILE
- NPUT (2.0% DAMPING)
OBE VERT DIRECTION
--- 8 4 PERCENTILE TNPUT.(N411 DAMPING)
EL. 753.50 FT cn 12.
i a
m s
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10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-3 COMPARISON OF.E-NVELOPE OF AVERAGED ARS p
+
2-
.-.~2
15.
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i i
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TVA SEQUOYAH
84 PERCENTILE
[NPUT (1.0% DAMPING)
-- 84 PERCENTILE ;:NPUT (2.0% DAHPING)
DG BUILDING
--- 84 PERCENTILE NPUT (N411 DANPING)
OBE N-S DIRECTION 12.
EL. 739.75 FT g
(
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g g g g g 10 ~1 10 e 10 1 10 2 FREQUENCY-CPS Figure 8-4 COMPARISON OF ENVELOPE OF AVERAGED ARS
- 9 -
-...J.._..
15.
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i i
i i i iii DLD DESIGN BASIS (0.5% DAMPING)
TVA SEQUDYAH 4
84 PERCENTILE INPUT'(1.0% DAMPING)
-- 84 PERCENTILE TNPUT (2.0% DAMPING)
DG BUILDING
--- 8 4 PERCENTILE
- NPUT; (N411 DAMPING)
DBE E-H DIRECTION 2.
EL. 739.75 FT l<
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10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-5 COMPARISON OF ENVELOPE OF AVERAGED ARS
15.
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.,,is OLD DESIGN BASIS (0.S% DAMPING)
TVA SEQUOYAH NEW DESIGN BASIS (0.S% DAMPING)
84 PERCENTILE
- NPUT (1.0% DAMPING)
DG BUILDING
- - 84 PERCENTILE
- NPUT (2.0r DAMPING)
OBE VERT DIRECTIDN
--- 8 4 PERCENTILE
- NPUT.,(N411 DAMPING) m 12.
EL. 739.7S FT l
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,i.
w
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10 1 10 2 FREQdENCY-CPS Figure B-6 COMPARISON OF ENVELOPE OF AVERAGED ARS a-
15.
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i i
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TVA SEQUOYAH
84 PERCENTILE :[NPUT (1.0% DAMPING)
- - 84 PERCENTILE
- NPUT (2.0% DAMPING)
DG BUILDING
--- 84 PERCENTILE
- NPUT (N411 DAMPING)
OBE N-S DIRECTION e 12.
EL. 722.0 FT I
- t 4g i
o g
F 9.
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10-1 10 e 10 1 10 2 F8EQUENCY-CPS Figure B-7 COMPARISON OF, ENVELOPE OF AVERAGED ARS
_..-..I._
a
+
15.
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,,,,j i
i
,,ii, OLD DESIGN BASIS (0.5% DAMPING)
TVA SEQUOYAH
84 PERCENTILE TNPUT (1.0% DAMPING)
-- 84 PERCENTILE
- NPUT (2.0% DAMPING)
DG BURDING
--- 8 4 PERCENTILE
- NPUT (N411 DAMPING)
OBE E-W DIRECTION 2.
EL. 722.0 FT I<m z
' i'i o
t s
H S.
~
&w J
til U
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6.
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0.
10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-8 COMPARISON OF ENVELOPE OF AVERAGED ARS
, "N -
- t
i l
i l
l l
15.
,,,j 1
,,,,ij
-OLD DESIGN BASIS (0.5x DAMPING)
TVA SEQUDYAH
- NEW DE S I GN B AS :[ S (0.5% DAMPING)
84 ?ERCENTILE
- tNPUT (1.0% DAMPING)
DG BUILDING
- - 84 PERCENTILE
- NPUT (2.0% DAMPING)
OBE VERT DIRECTION
--- 8 4 PERCENTILE JNPUT '(N411 DAMPING) cn 12.
EL. 722.0 FT I
'I m
i j
', l z
o s
b 9-4mw
_Jw U
U<
6.
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H Uw Q_
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A 10'1 10 a j
10 1 y
10 2
" 9" m 8-9 COMPARISON OF NVELOPE OF m m g g
15.
..ij
.j i
i i
i e
i
.. i ii
- OLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUOYAH
84 PERCENTILE :{NPUT (2.0% DAMPING)
-- 84 PERCENTILE TNPUT (3.0% DAMPING)
DG BUILDING
--- 8 4 PERCENTILE TNPUT (N411 DAMPING)
SSE N-S DIRECTION C
EL. 753.50 FT a 12.
'l.
W i'.
Z I'
O H
H S.
Ww Jw Uo 6.
J<x F-o l*
w
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10-1 10 e 10 1 10 2 FR.EQUENCY-CPS Fiaure 8-10 COMPARISON OFj: ENVELOPE OF AVERAGED ARS w
15.
- i i
i i, i j-iiii i
i i i i
e i
i i i ii OLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUOYAH
84 PERCENTILE INPUT (2.Or DAMPING)
--84 PERCENTILE
- NPUT (3.0% DAMPING)
DG BUILDING
--- 8 4 PERCENTILE
' NPUT (N411 DAMPING)
SSE E-H DIRECTION O
EL. 753.50 FT I<m t;
7 a
ll s
H S.
<mw Jw U
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6.
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5 10-1 10 e 10 1 10 2 l'REQUENCY-CPS Figure 8-11 COMPARISON OF~EN'VELOPE OF AVERAGED ARS c
.n
.I
15.
sij i
i
,, i sij i
i i
i i
i. i si
-- DLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUDYAH
- NEW DESIGN BAS:[S (1.0% DAMPING)
84 PERCENTILE
- [NPUT (2.0% DAMPING)
DG BUILDING
-- 84 PERCENTILE
- NPUT (3.0% DAMPING)
SSE VERT DIRECTIDN
--- 84 PERCENTILE ':NPUT (N411 DAMPING)
EL. 7S3.50 FT i
ill t;
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z
'l
'I O
8--e H
S.
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I I I I i 10-1 10 e 10 1 10 2 F(EQUENCY-CPS Figure B-12 COMPARISON 05--ENVELOPE OF AVERAGED ARS
15.
,,,,j
....ij i
i i
i
..ii.
OLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUOYAH
84 PERCENTILE :[NPUT (2.0% DAMPING)
- - 84 PERCENTILE
- NPUT (3.Or DAMPING)
DG BUILDING
--- 84 PERCENTILE
- NPUT (N411 DAMPING)
SSE N-S DIRECTION o 12.
EL. 739.7S FT
,g 1
W i
Zo H
H 9*
<xw
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7 i i'i' 10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-13 COMPARISON OFP' ENVELOPE OF AVERAGED ARS
_.-.1
l I
15.
,,,,,j
,,,,j OLD DESIGN BASIS (1.0K DAMPING)
TVA SEQUOYAH
84 PERCENTILE INPUT (2.0% DAMPING)
-- 84 PERCENTILE
- NPUT (3.0% DAMPING)
DG BUILDING
--- 84 PERCENTILE TNPUT (N411 DAMPING)
SSE E-W DIRECTION EL. 739.75 FT e 12.
i 1
W
- i.
z til o
.s:
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Hp mw Jwoo<
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10-1 10 e 10 1 10 2 FREQ'UENCY-CPS Figure 8-14 COMPARISON OF E-NV. ELOPE 0F AVERAGED ARS j '. -
J
15.
iij i
i i i i ii i
i i i i i
e i
a i i i
OLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUOYAH
--- - NEW DESIGN BAS [S (1.0% DAMPING)
84 PERCENTILE :[NPUT (2.0% DAMPING)
DG BUILDING
- - 84 PERCENTILE
- NPUT (3.0% DAMPING)
SSE VERT DIRECTIDN
--- 84 PERCENTILE
':NPUT (N411 DAMPING) e 12.
EL. 739.7S FT m
z O
P-i W
Q, W
W J
tt!
U U<
6.
J<m H
U 11.1 G
,r ---
M 3.
l l
\\
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I I
___7 1
m ~
l l
I f f I i f f
g g
g g g g g Q,
1 10-1 10 e
, l, 10 1 10 2 EREQUENCY-CPS rigure 8-15 COMPARISON OFiUENVELOPE OF AVERAGED ARS 1..
15.
iiiij i
,,,ij i
i i
i i
i i
i iiii OLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUOYAH
84 PERCENTILE :[NPUT (2.0% DAMPING)
-- 84 PERCENTILE TNPUT (3.0% DAMPING)
DG BUILDING
--- 8 4 PERCENTILE '[NPUT (N411 DAMPING)
SSE N-S DIRECTION EL. 722.0 FT I<m
. i.
- l..
Zo
- l' e-.
f-9.
m W
Jw U
U 6.
J<m F-Uw
, ~.
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f,-%.l;
- ). n1 '.
'q.
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10-1 10 e c
10 1 10 2
- < t FREQUENCY-CPS Figure B-16 -COMPARISON OF.d. ENVELOPE OF AVERAGED ARS
... ). _1.
15.
.ij i
i..
iiiiij i
i i
i i
i iiii OLD DESIGN 8 ASIS (1.0% DAMPING)
TVA SEQUDYAH
84 PERCENTILE :[NPUT (2.0% DAMPING)
-- 84 PERCENTILE
- NPUT (3.0% DAMPING)
DG BUILDING
--- 8 4 PERCENTILE '[NPUT (N411 DAMPING)
SSE E-W DIRECTION 12.
EL. 722.0 FT I
i z
e-e F
9.
Ew Jwau 6.
J 3
E F-o g
m 3*
_:n1'.}-(yr~$.
.j sy.
'{.
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2 10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-17 COMPARISON OF EOVELOPE OF AVERAGED ARS y
e7 -
t'
15.
.j
,,,j i
i OLD DESIGN BASIS (1.0% DAMPING)
TVA SEQUOYAH
)
NEW DESIGN BAS;[S (1.0% DAMPING)
84 PERCENTILE INPUT (2.0% DAMPING)
DG BUILDING
-- 84 FERCENTILE
- NPUT (3.0% DAMPING)
SSE VERT DIRECTION
--- 84 PERCENTILE
- NPUT (N411 DAMPING) cn 12.
EL. 722.0 FT in m
zo e-.
V S.
Tw
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6.
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m Fuma m
3.
I'".
/
i j -O'~
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0.
2 10-1 10 e 10 1 10 2 FREQUENCY-CPS Figure B-18 COMPARISON OF ENVELOPE OF AVERAGED ARS
ATTACHMENT 2
\\
DIESEL GENERATOR BUILDING PIPING SYSTEMS REOUALIFICATION 1.
Scope To determine the effects of SQN CAQRSQF870242 on piping systems supported into Diesel Generator Building.
2.
Technical Approach In response to SQN CAQRSQF870242 updated floor response spectra were generated using time histories compatible with 84 percent site-specific spectra as input. The updated floor response spectra at Regulatory Guide 1.61 damping values are enveloped by the original design basis floor response spectra at FSAR damping values by a factor of at least two in the peak region.
In the frequency region of interest for piping systems, the original design basis floor response spectra are exceeded by a small percentago between 7 Hz and 16 Hz.
The original design basis floor response spectra were used in conjunction with a two-directional earthquake input, while the updated floor response spectra were used in conjunction with a three-directional earthquake input. The piping systems were requalified in both alternate analysis and rigorous analysis as follows:
A.
Alternate Analysis The original alternate analysis method generally used peak floor response spectrum values as input which is at least five times the ZPA value.
However, the piping systems qualified by alternate analysis method are generally rigid, i.e., with fundamental frequency around 33 Hz or higher. Thus, the ZPA value could have been used instead of the peak acceleration. Since the ZPA values of the updated floor response spectra and the original design basis floor response spectra are comparable, the original design basis alternate analysis has a built-in safety factor of at least five for a two-directional analysis. The difference between a two-directional analysis and a three-directional analysis is about a factor of square root of three divided by the square root of 2 or 1.22.
Thus, the original design basis still has a safety factor of at least 5.0/1.22 or 4.1 against realistic seismic loads.
B.
Ritorous Analysis TPIPE program was used for rigorously analyzed piping. Frequencies and modal participation factors of all rigorously analyzed piping systems were examined. Systems with modal frequencies in the region
of 7 Hz to 17 Hz and with dominant participation factors in the same frequency region were identified. The ratios of the updated spectrum values to the original design basis spectrum values at those identified frequencies were conservatively applied to the system responses of all modes. The resulting piping stresses and support reactions were reevaluated and were found to meet'either the design basis criteria or the CEB-CI-21.89 criteria.
3.
Conclusion SQW CAQRSQF870242 was investigated and found to have no impact on SQN unit 2 restart.
s 1
ATTACKMENT 3 DIESEL GENERATOR BUILDING EQUIPMENT OUALIFICATION 1.
Scope
.To determine the et'fect of SQN CAQRSQF870242 on equipment contained in the Diesel Generator Building.
2.
Technical Approach Equipment in the Sequoyah Diesel Generator Building was typically purchased on combined Sequoyah-Watts Bar contracts, i.e.,
diesel generator system from Morrison-Knudsen Power Systems Division. The seismic qualification of such equipment was reviewed and approved for installation at both facilities. Therefore, an envelope of the spectra for both plants was used for equipment qualification, and clearly dominates the 84 percent site-specific response spectra.
The frequencies (1-3 Hz) where the recateulated 84th percentile response spectra envelope the original design basis spectra are insignificant in nature and do not represent an adverse impact on the equipment qualification.
3.
Conclusion i
SQN CAQRSQF870242 was investigated and was found to have no impact on SQN unit 2 restart.