ML20043H036
| ML20043H036 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 06/11/1990 |
| From: | Wallace E TENNESSEE VALLEY AUTHORITY |
| To: | NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM) |
| Shared Package | |
| ML20043H037 | List: |
| References | |
| NUDOCS 9006210479 | |
| Download: ML20043H036 (35) | |
Text
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TENNESSEE VALLEY AUTHORITY CH ATTANOOG A. TENNESSEE 37401 SN 1578 Lookout Place JUN 111990 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, D.C. 20555 Gentlemen:
In the Matter of ) Docket Nos. 50-327 Tennessee Valley Authority ) 50-328 j SEQUOYAH NUCLEAR PLANT (SQN) UNITS 1 AND 2 - NRC INSPECTION REPORT NOS. 50-327, 50-328/88 UNRESOLVED ITEM (URI) 88-12-04 l
i'
Reference:
'TVA letter to NRC dated November 9, 1989, "Sequoyah Nuclear Plant (SQN) Units 1 and 2 - NRC Inspection Report Nos. 50-327, 328/88 Unresolved Item (URI) 88-12-04" The referenced letter provided NRC with TVA's response to URI 88-12-04. This '
URI addressed NRC's-concern with the double differentiation technique used to ,
generate the containment design basis accident spectra. ;
1 During a meeting held at SQN between TVA and NRC on April 12, 1990, NRC !
requested that TVA formally submit supplemental information concerning l' URI 88-12-04. I response to this request, the supplemental information is enclosed. ,
6 No commitments are contained in this submittal. Please direct questions I concerning this issue to Bruce S. Schofield at (615) 843-6172. !
Very truly yours, TENNESSEE VALLEY AUTHORITY !
/
E. G. Wallace, Manager !
Nuclear Licensing and Regulatory Affairs f Enclosures i cc: See page 2 l g
Ted
\,,iM 9006210479 900611 PDR ADOCK 0500032'7
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g PDC An Equal Opportunity Employer I
U.S. Nuclear Regulatory Commission.
JUN 111990 cc (Enclosure 1 only):
Ms. S. C. Black, Project Chief, I-IV U.S. Nuclear Regulatory Commission One White Flint, North 11555 Rockville Pike, MS 13H2 Rockville,. Maryland 20852 NRC Resident Inspector Sequoyah Nuclear Plant 2600 Igou Ferry Road Soddy Dalsy, Tennessee 37379 Mr. B. A. Wilson, Chief of TVA Projects U.S. Nuclear Regulatory Commission Region II A a a, r a 3b32 l
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D ENCLOSURE 1
-SUPPLEMENTAL INFORMATION ON UNRESOLVED ITEM (URI) 88-12-04 V
O' ' BACKGROUND The results of a study undertaken.to answer specific concerns raised by NRC-reviewers during the SQN Integrated Design Inspection (IDI) were submitted.by TVA letter to NRC dated November 9, 1989, "Sequoyah Nuclear Plant (SQN)
Units 1 and 2 - NRC Inspection Report Nos. 50-327, 328/88 Unresolved Item (URI)~88-12-04." Specifically, these concerns dealt with the numerical algorithm used in calculating an acceleration-time history from a.
displacement-time history and the duration of the pressure-time functions used in!the. design basis accident (DBA) analysis. These concerns are more completely elaborated in an NRC letter to TVA dated 3une 24, 1988, " Inspection-Report Nos. 50-327/88-12 and 328/88-12," and have been designated by the NRC as URIE88-12-04. ,
On January 20, 1990, during a telephone conference call between TVA and NRC, ,
NRC requested additional.information to supplement TVA's November 9, 1989, letter. The information requested was:
- 1. Provide the theoretical basis for the algorithm used in the SUPRPOS ,
computer code to double differentiate the displacement-time histories calculated by the SUPERSHELL computer program.
.2. Provide a statement co'ncerning the occurrence of spectra peaks beyond
'10 Hertz in the original DBA spectra after reviewing all avallat'le spectra at Elevation 763.58.
- 3. Provide an explanation of how vertical stiffeners were incorporated into-the axisymmetric model used in the DBA analysis,
- 4. Provide a quantitative ~ assessment of the steel containment vessel (SCV) response beyond 0.90 second.
- Items 1, 2, and 3 were informally provided to NRC prior to a TVA and NRC meeting at SQN on April 12, 1990, and these items were discussed at.the' meeting.
In addition, Item 4 also was discussed with NRC reviewers at this meeting, and the;results were presented, Based upon further TVA and NRC interactions on April 12, TVA agreed to formally submit the requested information with the following~ clarification and additions.
'l. Item I will include the completion of a sample problem suggested by NRC,-
defining how the amputer code SUPRPOS double differentiates a function.
- 2. Item 2 will provide.three DBA plots available at Elevation 763.58 demonstrating the peaks beyond 10 Hertz. It will also provide the comparison table of peaks that was previously submitted to NRC.
- 3. Item 3 will define-how, Young's modulus was increased to incorporate the vertical stiffener effects.
m 4 _ Item l4'willprovidethecalculationthathasbeendevelopedtodemonstrate effects on DBA spectra beyond 0.9 second to include a digitized comparison of the acceleration response spectrum (ARS) curves.
Items 1 through 4 are individually discussed below. Attachments A through D correlate directly.with Items 1-through 4.
, _ ITEM 1 - ADDITIONAL SUPRPOS DOCUMENTATION
-To provide additional information on the numerical algorithm of SUPRPOS, the user's manual for-the SUPRPOS IMSL routines is included as Attachment A.
Pages DCSEVU-l to DCSEVU-4 describe the double-differentiation routine and provide a simplifted sample problem. In addition, Attachment A.1 provides the solution to an NRC suggested sample problem and compares the hand calculated values with those from the IMSL routines, As shown, very good correlation exists, i ITEM 2,- SECONDARY PEAKS ABOVE 10 HERTZ Attachment B to this enclosure provides a summary of the acceleration response spectra curves available at Elevaticn 760.4, the closest elevation with available ARS plots to Elevation 763.S8. Additionally, ARS plots upon which the taole is based are provided as visual aids.
ITEM 31- VERTICAL STIFFENER EFFECT_S i
-In the DBA analysis of the SON SCVs, the circumferential stiffeners were j modeled as discrete elements. Since the SCV finite element model was i axisymmetric, the vertical stiffeners could not be modeled discretely and were #
included by " smearing" their effect (extensional stiffness only) onto the SCV shell. 'Because the vertical stiffeners are effective only in the vertical 4 direction and have negligible circumferential stiffness contribution, the cactual thickness of the containment shell was modeled to provide correct i circumferential and shear stiffness. The modulus of elasticity of the shell 1 in its vertical orientation was increased to reflect-the increase in the shell j extensional stiffness from-the external vertical stiffness. Attachment C provides additional discussion of this technique, i
ITEM 4 - CONSIDERING PRESSURE EFFECTS BEYOND 0.90 SECOND )
!A qualitative assessment of the significance of truncating the pressure-tima functions at 0.90 second was provided in the TVA letter to NRC dated l
i
. November 9.1989, "Sequoyah Nuclear Plant (SQN) Units-1 and 2 - NRC Inspection:
Report-Nos. 50-327, 328/88 Unresolved Item >(URI) 88-12-04." This assessment was based upon a review of the shape of the curves and the expected !
response of what was essentially a ramp function. Revision I to TVA
' Calculation SGG-2S-89-143 provides a supplemental: quantitative assessment of ithe' significance of this pressure function truncation. In this study the
. pressure time curves previously used in Revision 0 to TVA Calculation-SGG-2S-89-143 were digitized to 3.0 seconds. The response of the SCV to this
- redigitation (0.0 to 3.0 seconds) was calculated, and comparisons (both time history and response spectra) with the original time interval (0.0 to 0.90 second) were made. Attachment D more completely describes the current time
-duration study and provides the calculation that serves as the basis of all comparisons.
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ENCLOSURE 2 p.
Attachments A-through D (B25 900501 002)
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I STATEMENT OF PROBLEM Given a set of data representing maximum / minimum displacei> ants vs time, calculate an acceleration time history._ A cubic spline 3 representation is chosen to represent the displacement data. l Consistent with the behavior of vibrating structures, tha cubic l spline approach will produce a continuous function over all time steps with continuous first and second derivatives.
IMSL (Reference 1) cubic spline interpolation routine ICSICU is used to generate a set of cubic coefficients (C, C., C) over each time step which satisfies the following the following equation:
S(t) = Ca(t -
ti )3 + C.(t -
ti )* + Ci(t -
ti ) + S(ti) where t = time point being evaluated (such thatt t st < ti )
ti = time point at the ith interval (aee Table 1)
S(ti) = displacement at time ti IMSL (Reference 1) routine DCSEVU is used to double different1ste the cubic displacement equation such that accelerations satisfy:
d* S = 6(Ca )(t - ti ) + 2(C.)
dt*
The following set points is used to represent the given displacement time history:
'~
TIME DISPLACEMENT (t) S(t)
.00 .00
.10 .50
.20 1.00
.40 .00
.60 1.00
.80 .00
.90 .50 1.00 1.00 l
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RESULTS Computer generated cubic spline displacement curve is plotted against input displacement data (FIGURE 1). Displacement and i acceleration time histories are tabulated in TABLE 2. Specific time points are compared to hand calculations using the displacement and acceleration equations with the cubic spline coefficients tabulated on TABLE 2.
s Figure 1 Plot of the cubic spline displacement curve (dashed line) overplayed with the original displacement values (solid line).
Table i Displayn the cubic spline coefficients generated by IMSL routine ICSICU.
Table 2 Computer generated displacements and accelerations REFERENCES :
(1) IMSL Library Fortran Subroutines for Mathematics rad Statistics, User's Manual. Edition 9.2 IMSL LIB-0009.
(2) Ahlberg, J., Nilson, E., and Walsh, J., The Theory o.L Splines and Their Acolications. Academic Press, New York, 1967. .
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FIGURE 1 Plot of displacement data input l
Cubic' Spline plot of displacement data l l
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- CUBIC SPLINE COEFFICIENTS ***
- per IMSL routine ICSICU ***
S(t) = Ca t t - ti )8 + C.(t - to )e +C (t -
t i ) ~ '+ S(ti) de E - = 6(Ca)(t -
t i .) + 2(C )
dt*
where t = time point being evaluated (such thats t st < ti )
ti = time point at the ith interval (see Table 1)
S(to) = displacement at time ti Interval Ranae of t C i__ C. C2 1 0.0 s t < 0.1 4.3443 .0000 65.5738-2 0.1 5 t < 0. 2 6.3115 19.6721 -327.8689 3 0.2 s t < 0.4 .4098 -78.6885 258.1967 4 0. 4 s t < 0. 6 .0820 76.2295 -254.0984 5 0.65 t < 0. 8 .0820 -76.2295 258.1967 6 0.85 t < 0. 9 .4098 78.6885 -327.8689-7 0.9 s t < 1. 0 6.3115 . -19.6721 65.5738
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Table 2 Computer Generated Displacements and AcceleratAons ,
l t S(t) __daS/dt*
. 0000 .0000 .0000 1
.0250. .1096 9.8361 i
.0500 .2254 19.6721 !
.0750 .3535, 29.5082 l
. .1000 -.5000 39.3443
.1250 .6650 -9.8361 !
.1500 .8238 -59.0164 !
.1750 .9457 -108.1967
.2000 1.0000 -157.3770
.2250 .9651 -118.6475
.2500 .8560 -79.9180 l
.2750 .6970 -41.1885
.3000 .5123 -2.4590
.3250 .3260 36.2705
.3500 .1624 75.0000
.3750 .0457 113.7295
.4000 .0000 152.4590
.4250 .0416 114.3443
.4500 .1547 76.2295
.4750 .3154 38.1148
.5000 .5000 .0000 .
.5250 .6846 -38.1148
.5500 .8453 -76.2295 .
.5750 .9584 -114.3443
.6000 1.0000 -152,4590 .
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.6250 .9543 -113.7295 I
.6500 .8376 -75.0000
.6750 .6740 -36.2705
.7000 .4877 2.4590 !
.7250 .3030 41.1885
.7500 .1440 79.9180
.7750 .0349 118.6475
.8000 .0000 157.3770
.8250 .0543 108.1967
.8500 .1762 59.0164
.8750 .3350 9.8361
.9000 .5000 -39.3443
.9250 .6465 -29.5082 4
.9500 .7746 -19.6721
.9750 .8904 -9.8361 1.0000 1.0000 .0000 I
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ATTACHMENT B A review of the original DBA dynamic analysis results (CEB report 86-20-C RO) for the Steel Containment Vessel elevation 760.4 (the elevation with available spectra closest to elevation 763.58) and all available plots of the above report has shown that no primary peaks occur above 10 Hertz.
i Although there is a secondary peak at approximately 14.5 Hertz, the magnitude of this peak is approximately 2.6 times lest than the magnitude of the primary peak. The following table compares the magnitude of the primary peak, the secondary peak, and the ZPA of radial spectra at this elevation.
El evati on Zbo. 4 A:imuth' Acceleration (o)
(Dearee) Direction Primary Seconderv 2PA 255 Radial 13.3 '
- 4.9 285 Radial 15.3
- 5.3 300 Radial 16.8 6.5 3.5
- Although these spectra (envelop of six hot leg breaks) show no secondary peak at 14.5 Hertz, the accelerations at this frequency are greater than the 6.5g at a:imuth 300 degrees.
Figures B.1 to B.3 (attached) are the source of the data in the above table and are provided as visual aids.
I 3
.- . m TENNESSEE VALLEY AUTHORITY 6/86 SEQUDYAH NUCLEAR PLANT STEEL CONTAINMENT VESSEL ACCELERATION RESPONSE SPECTRUM m == DBA == RADIAL DIRECTION 4_ EL. 76e.48 aVAR.DMPG.= AZM.255
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ATTACllE!'T C BEQUOYAH NUCLEAR PLANT STEEL CONTAINMENT VESSELS N0DELING OF HORIEONTAL AND=
VERTICAL STIFFNERS The steel containment vessels are thin shell structures consisting of 115 feet diameter cylindrical segments with a :
hemispherical done. The shell thickness varies f rom 13/8 inch at the base to 1/2 inch at the intersection of the cylinder and done. The vessels are stiffened with 18 circumferential (horizontal) ring stiffeners. Vertical stiffeners are located at 4 degrees on center over most of the shell. The vessel geometry and stiffener location are shown in figure 1.
The ring (horizontal) stiffeners were modeled as discrete .
elements in the axisymmetric finite element model (see for example node 8 to 9 on figure 1). The vertical stiffeners have been " smeared" onto the shell and incorporated into the finite element model as illustrated below.
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The vertical stiffeners were considered to contribute to the extensional rigidity in the vertical direction only (i.e.
l bending neglected) and the increase in stiffness is l
proportional to the ratio of the cross sectional area of the vertical stiffeners to the cross sectional area of the shell at a given elevation. Therefore, the extensional stiffness of the shell in the vertical direction is given by l
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(
stiff)
+A (shell) __ j [' Eto \(
Kf m A ( 1-v' j (shell)- N /
The effect of the vertical stiffeners on the extensional rigidity is to add the equivalent of 0.10 inches to the shell l thickness. I I ,
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K,= 1 - vt i
. Y where E = 29000000 psi v = 0.30 to= shell thickness This formulation is consistent with that outlined on page 139 of Ihg, Finite EJament Method in Structural and Qontinuum Mechanica by O. C. Zienkiewicz 4
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ATTACHMENT D QUANTITATIVE EVALUATION OF PRESSURE-TIME HISTORY TRUNCATION AT 0.9 SECOND INTRODUCTION To provide a rigorous or quantitative assessment of the impact of truncating at 0.90 second the pressure-time histories that excite the Sequoyah Nuclear Plant (SQN) steel containment vessels (SCV), an additional trcnsient dynamic analysis of the SCV was performed. In this further evaluation, the same model and double-ended pipe break (main steam line) of the previous evaluation were used.
ANALYTICAL APPROACH The pressure-time curves for the main steam line break were digitized to 3.0 seconds using as a basis the pressure data previously provided to TVA by Westinghouse Electric Corporation (Westinghouse letter TVA-5278 dated June 6, 1975). These data were plotted by TVA and a representative sample is shown on Figures D.1 to D.4 Figure D.5 presents a logic diagram defining how this analysis was performed and the basis of comparison.
SUMMARY
OF RESULTS Figure D.6 is a comparison at Elevation 763.50 and 0 degrees Fahrenheit azimuth of the SCV acceleration response versus time for an analysis with a duration of 0.90 seconds and an analysis with a duration of 2.5 seconds (although the pressure-time input was 3.0 seconds 2.5 seconds was used in the analysis). As shown, the two curves are identical for a 0.9 second duration.
The curve for 2.5 seconds duration shows a decrease in amplitude from 0.9 to 2.5 seconds. Figure D.7 is a comparison of acceleration response spectra generated from the two time histories of figure D.6. Table D.1 is a digitized form of the curves of Figure D.6. The data of this table show that the two curves are essentially identical and indicate that the times of occurrence of the spectral values are less than 0.90 seconds. The calculation (SCG-2S-89-143) that is the basis of all comparisons is attached. i CONCLUSION l The ecmparison of the results from the two analyses show that the acceleration time history records are identical in the 0.0 to 0.90 seconds range and that I between 0.90 second and 2.50 seconds the record decreases in amplitude.
Additionally, the comparison of acceleration response spectra shows that the dynamic response of the steel containment vessel is unchanged by the addition of pressure data beyond 0.90 seconds.
1 I
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SEQUOYAH NUCLEAR PLANT o STERM GENERATOR 000 HOUSE BREAK o~ 30% MARGIN ON ALL PRESSURES l _,
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SEQUDYAN NUCLEAR PLRNT O STERM DENERATOR 00GHOUSE BRERK 30% MARGIN ON ALL PRESSURES
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+-______________+
l GENERATE SCV I i MODEL I I (SUPERSHELL) I
+_______+. _____+
+_ ________________JR._ _______________+
+_______JR_ ..________+ +. _______ JIL________+
1 DEVELOP FOURIER l I DEVELOP FOURIER I ISERIES REPRESENTATIONI ISERIES REPRESENTATIONI IDF PRESSURE LOADING .I I OF PRESSURE LOADINGl 1 (0.0 TO O.90 SEC) l I (0.0 TO 3.0 SEC) l
+--______+____________+ +________+____..s.
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+------)* PERFORM LINEAR TRANSIENT *$-----+
+-------+ ANALYSIS USING DIRECT l l l INTEGRATION +------+
l +-_____ ..________________ .+ t I t
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l ACCELERATION I IACCELERATION I I TIME HISTORY I ITIME HISTORY I
+ ._____+_____.+ +_____+_______+
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+ _ _ _ _ _ _ JI L _ . . . _ _ _ + +_ _____Jf_______+
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1 RESPONSE SPECTRAL
+________+... _____+ +_._______+_______+
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+.____________+
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FIGURE D.5 DETAIL LOGIC DIAGRAM FOR LINEAR TRANSIENT ANALYSIS I
4
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Figure 170. D.7 Acceleration Response Spectra Comparison TENNESSEE TALLEY AUTHORITY 9-26-89 TIME = 8.98 SEC.
SEQUOYAH NUCLEAR PLANT ($QM) TIME - 3.00 SEC.
" STEEL CONTAINMENT VESSEL (SCV)
ACCELERATION RESPONSE SPECTRUM CARS)
E DBA - CCTS - PRESSURE TIME CUT-OFF i %
N-414 DAMPING - RADIAL DIRECTION ELEVATION 763.58 (NODE 49), AZM - tes a
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.MAXINUM ACCELERATIONS (G) PERIOD (SEC)'AND TIME (SEC) i J34 PERIOD OMEGA MAX ACC TIME OF MAX ACC 1 .10000E+01 .62832E+01 .73233E-01 .23000E+00
'2 .95000E+00 .66139E+01 .80990E-01 .23000E+00 ,
3 .90000E+00 .69813E+01 .90231E-01 .23000C+00 4' .85000E+00 .73920E+01 .10155E+00 .23200E+00 5 '
.80000E+00 .78540E+01 .11540E+00 .23200E+00 I 6 .75000E+00 .83776E+01 .13064E+00 .23000E+00 '
7- '70000E+00
. .89760E+01 .15464E+00 .23400E+00 B- .65000E+00 .96664E+01 .18297E+00 .23400E+00 9 .60000E+00 .10470E+02 .22017E+00 .23400E+00 10 .55000E+00 .11404E+02 .27057E+00 .03600E+00 11 . 50000E+00 .12566E+00 .34024E+00 .23600E+00 12 .48000E+00 .10090E+00 .07556E+00 .03600E+00
- 13. .46000E+00 .13659E+02 .41641E+00 .23600E+00 14 .44000E+00 . 14280E+02 .46586E+00 .03600E+00 15 ;.42000E+00 .14960E+02 .51927E+00 .23600E+00 16 .40000E+00 .15708E+00 .58400E+00 .03600E+00
- 17. .30000E+00 .36505E+00 .66089E+00 .03600E+00 !
18 .36000E+00 .1745;E+00 .75153E+00 .00600E+00 19 .34000E+00 .18480E+02 .85908E+00 .00600E+00 i 20 .32000E+00 .19635E+02 .98856E+00 .03400E+00 21- .30000E+00 .00944E+02 .11427E+01 .23400E+00
- 22 .29000E+00 .01466E+00 .12306E+01 .00400E+00 23 .20000E+00 .02440E+02 .13079E+01 .00000E+00
~ 24 .27000E+00 .20071E+00 .14040E+01 .03000E+00 25 .26000E+00 .24166E+02 .15497E+01 .00000E*00 06 .25000E+00 .25133E+00 .16778E+01 .00000E+00 i 27 .24000E+00 .26180E+02 .1816BE+01 .OO900E+00 28 .23000E+00 .07318E+00 .19685E+01 . COB 00E+00 [
29 .22000E+00 .OB560E+02 .02878E+01 41800E+00 30 .01000E+00 .29900E+00 .06451E+01 .41200E+00 131 .00000E+00 .31416E+02 .29723E+01
.. 40600E+00 ,
32' .19000E+00 .
.33069E+00 .05145E+01 .57400E+00 33 .18000E+00. .34907E+02 .41680E+01 .56200E+00 i 34 .17000E+00 .36960E+02 .48140E+01 .63000E+00 35 .16000E+00
.59270E+02 , .53'648E+01 .69200E+00 36 .15000E+00 .418BBE+02 .55487E+01 .28000E+00
. 37 .14000E+00 .448BOE+02 .61978E+01 .27600E+00
.38 .13000E+00 .48332E+00 .67930E+01 .07000E+00 -
39 .12000E+00 .52360E+02- .74724E+01 .00200E+00 40 .11000E+00 .57100E+02 .82776E+01 .31400E+00 i
'41 .10000E+00 .62832E+02 .89857E+01 .45200E+00 42 .95000E-01 .66139E+02 .98800E+01 .44400E+00
-.43 .90000E-01 .69815E+02 .10011E+02 *4 MAX *4 43600E+00
- 44. .85000E-01 .70920E+02 .92032E+01 .40800E+00 45 .80000E-01 .78540E+00 .74486E+01 40000E+00 46 .75000E-01 .83776E+00 .63580E+01 .04000E+00 47- .70000E-01 .89760E+02 .56978E+01 .23600E+00 48~ .65000E-01 .96664E+00 .48788E+01 .03200E+00
[49 .60000E-01 .10470E+03 .40601E+01 .23OOOE+00 50 .55000E-01 .11424E+05 .06150E+01 .18600E+00 51 .50000E-01 .12566E+03 .35241E+01 .18600E+00 52 .45000E-01 .13963E+03 .33973E+01 .18000E+00 53 .40000E-01 .15708E+03 .28000E+01 .18000E+00 54 .35000E-01 .17950E+03 .00189E+01 .24600E+00 l
-55 .30000E 701 .00944E+03 .31530E+01 .03900E+00
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L ATTACHMENT 0 -
F QUANTITATIVE EVALUATION OF PRESSURE-TIME HISTORY TRVNCATION AT 0.9 SECOND INTRONCTION f
,To provide a rigorous or quantitative assessment of the impact of_ truncating-at 0.90 second the pressure-time histories that excl.te the SeQuoyah Nuclear Plant.(SQN) steel containment vessels (SCV), an additional transient dynamic .
analysis of the C V was-performed. In this further evaluation, the same model. ;
and double-ended pipe break (main steam line) of the previous evaluation were used, f ANALYTICAL APPROACH i- .
The pressure-time curves for the main steam line break were digitized to 3.0 seconds'using as a basis the pressure ~ data previously provided to TVA by i Westinghouse Electric Corporation (Westinghouse letter TVA-5278 dated June 6, 1975). These data were plotted by TVA and a representative. sample is l F shown on Figures D.1 to D.4. Figure 0.5 presents a logic diagram defining how _ t this analysis was performed and the basis of comparison.
SUMMARY
OL,RE10LTS Figure 0.6.is a comparison at Elevation 763.50 and 0 degrees Fahrenheit azimuth of the SCV-acceleration response versus time for an analysis with a duration of 0.90 seconds and an analysis with a duration of 2.5 seconds
'(although the pressure-time input was 3.0 seconds, 2.5 seconds was used in the k" analysis). As shown, the'two curves are identical.for a 0.9 second duration.
The curve for 2.5 seconds duration shows a decrease in amplitude from 0.9 to n 2.5 seconds. -Figure 0.7 is a comparison of acceleration response spectra generated from the two time histories of figure D.6. Table 0.1 is a digitized form of the curves of Figure 0.6. The data of this table show that the two curves are essentially identical and indicate that the times of occurrence of the spectral values are less than 0.90 seconds. The calculation (SCG-25-89-143) that is the basis of all comparisons is attached.
. CONCLUSION
'The comparison of the results from the two analyses show that the acceleration time history records are identical in the 0.0 to 0.90 seconds range and that between 0.90 second and:2.50 seco<ds the record decreases in amplitude.
Additionally, the comparison of (.celeration response spectra shows that the dynanic response of'the steel cor:ainment vessel is unchanged by the addition.
of pressure data beyond 0.90 seconds.
l
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f, Calculation SCG-2S,-89-143 follows this 64 I
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