ML17255A391

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Rev 0 to Seismic Qualification Rept for Waste Holdup Tank at Re Ginna Plant.
ML17255A391
Person / Time
Site: Ginna Constellation icon.png
Issue date: 09/30/1983
From: Anagnostis S, Djordjevic W, Tseng T
STEVENSON & ASSOCIATES
To:
Shared Package
ML17255A388 List:
References
NUDOCS 8309160284
Download: ML17255A391 (88)
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SEISMIC (}UALIFICATION REPORT FOR THE WASTE HOLD-UP TANK AT THE R. E. GINNA PLANT Prepared for ROCHESTER GAS 8 FLECTRIC COMPANY 89 East Avenue Rochester, New York September l983 Prepared by STEVENSON 8 ASSOCIATES 458 Boston Street Topsfield, Massachusetts 8309160284 830913 PDR ADOCK 05000244

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CERTIFICATION The undersigned, a registered Professional Engineer, competent in the field of component stress analysis, certifies that to the best of his knowledge and belief the analysis calculations for the subject tanks as presented in this seismic stress report comply with the provisions of the applicable portions of the ASME Boiler and Pressure Vessel Code,Section III, Nuclear Power Plant Components and standard acceptable engineering practice.

Components: Horizontal Maste Hold-Up Tank Plant: R. E. Ginna o+ Ylalter Ojordjcvie Civil r~

Wa ter d'or eye

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Q t(o. 3049s, Commonwealth oF t1assachusetts No. 30495 rrJ lrl ++4 v7Tf V~

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SEISMIC QUALIFICATION REPORT FOR HORIZONTAL WASTE HOLD-UP TANK AT THE R. E. GINNA Pl ANT Revision 0, September j983 Prepared by

r. s>->> ng seng iewed by tep en nagnostis, rogect anager Approved by a gyr."" or gevsc

-111"

TABLE OF CONTENTS

~ae

1. INTRODUCTION . 1 2 ~ RESULTS o ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 3
3. LOAD CRITERIA AND FAILURE MODE ASSUMPTIONS............... '.. 6
4. ALLOWABLE STRESS CRITERIA
5. METHOD OF ANALYSIS ~ ~ ~ ~ ~ ~ ~ ~ 10
6. REFERENCES ... ~ ~ ~ ~ ~ ~ ~ ll APPENDICES A Analytical Calculations FIGURES Elevation View of the Horizontal Waste Hold-Up Tank ......

USNRC Site Specific Ground Response Spectrum for R. E. Ginna (7% Damping)

TABLES 1; Modal Responses

2. Calculated Maximum Stresses and Safety Margins ............
l. INTRODUCTION The ability of the waste hold-up tank to withstand dead weight and SSE seismic forces is investigated in this evaluation.

The waste hold-up tank is a horizontal thin cylindrical shell with spherical heads. The tank is supported by three saddle supports, each of which is anchored to the concrete mat through four (4) 1-inch bolts.

There is no specific code requirement for this tank; however, in the following analysis, ASME III, Class C criteria will be adopted. The tank has a total volume of 2,866 ft3 and a design temperature of 1500F.

Figure 1 shows the sketches of the waste hold-up tank and the saddle support. Analysis is made assuming the full weight of water. The total weight of water is 202.8 kips and the total weight of steel is 24 kips.

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The results of the analysis indicate that all parts of the waste hold-up tank resist the combination of the dead weight and faulted seismic load within the limits of the acceptance criteria.

Results of the dynamic modal response analysis are summarized in Table l. The components of the waste hold-up tank were checked for stresses due to dead weight and seismic forces. Table 2 summarizes the results of stress analysis.

The minimum factor of safety in the tank shell is 1.23 for the local bending at the horn of saddle support. The minimum factor of safety for the saddle support is 1.11 for the flange bending. Analysis results indicate that dead weight is the major loading component and the stress due to seismic loads is minor except in the anchorage.

TRANSVERSE LONGITUDINAL MODE MODE Frequency (Hz) 36.9 Spectral Acceleration (g)

TABLE 1 MODAL RESPONSES

0 COMPONENT MAXIMUM STRESS ALLOWABLE STRESS MINIMUM SAFETY FACTOR (ksi) (ks'i )

TANK WALL Membrane Stress 4.7 35.6 7.57 Local Bending Stress 65 80 1.23 Ring Compression 11.9 35.6 2.99 SPHERICAL HEAD Membrane Tension 1.2 35.6 29.7 ANCHOR BOLTS Tensile Stress 17.4 40.6 2.33 SADDLE SUPPORT Tension in Flange 1.0 24 24. 0 Flange Bending 35.7 39.6 1.11 Web Compression 1.6 45 28.1 Center Stiffener 4.0 36 9.0 End Stiffener 2.9 36 12.4 DING ank-Saddle 9.5 36 3.79 TABLE 2 CALCULATED MAXIMUM STRESSES AND SAFETY MARGINS

iq

3. LOAD CRITERIA AND FAILURE MODE ASSUMPTIONS Analysis loads for the waste hold-up tank consist of the dead weight of the tank and content, and seismic loads in two horizontal and the vertical directions. The seismic loads are defined by the site specific ground response spectrum for R. E. Ginna as specified by the USNRC for a ZPA of 0.17g. Figure 2 shows the response spectrum curve. The

[lj full spectrum was used for the horizontal analysis. Two thirds of the full spectrum was used for the vertical analysis.

Since the fundamental frequency of the tank is 23 Hz, the damping value is not important for the analysis.

Failure modes considered in this evaluation include:

tank wall yielding anchor bolt yielding saddle flange yielding web yielding stiffener buckling

10 ~ 0 i O

I 1.0 '

CP C)

CJ 0.4 0.2 Osl 1.0 2.0 4.0 10.0 20.0 40.0 FREQUENCY (HZ)

, FIGURE 2 USNRC SITE SPECIFIC GROUND RESPONSE SPECTRUM FOR R. E- GINNA (7X DAMPING)

4. ALLOWABLE STRESS CRITERIA Allowable stresses used in this analysis are based on AStlE B8PV Code,Section III, Division I [2j, Subsections NC and NF.

For tank wall yielding, a < 2S m

a = maximum principal where m stress S = allowable stress from Ref. 2, Table I-7.1 For local secondary stress, (am + ob) < (1.5) (3;0)S, a

where b = local secondary bending stress and the shape factor for plastic stress redistribution is 1.5.

For anchor bolts, Ftb 0.7 S where Su = ultimate strength of the material at temperature (Table I-13.3).

For the saddle support, Ft =

3 (2 0) (0 6) Sy, where Sy = yield 'strength from Table I-13.3, and 2/3 is the factor suggested in Reference 3, Fb = (2 0) (0 66) Sy For the stiffneers in compression, Fc = (2 0) (0 6) Sy For the web in compression, Fc = (2 0) (0 75) Sy

l 0

For the welding stresses, Allowable Stress = (2.0)S where S = allowable stress from Table HF-3292.l-l

5. METHOD OF ANALYSIS Analysis of the stresses under dead weight follows the procedure by Zick

[3], and where applicable, the additional factor of safety suggested in Reference 3 is also included in the allowable stress calculations. For the dynamic response analysis, the following assumptions were made:

o Saddle support is rigid in the transverse mode of vibration.

o Tank body is rigid in the longitudinal mode of vibration.

The sloshing effects are not considered in this evaluation.

6. REFERENCES USNRC Letter LS05-81-06-068, "Site Specific Ground Response Spectra for SEP Plants Located in the Eastern United States,"

tune 17, 1981.

ASNE, Boiler and Pressure Vessel Code,Section III, Division I, 1980.

Zick, L. P., "Stresses in Large Horizontal Cylindrical Pressure Vessels on Two Saddle Supports," l<eldin Research Sup lement, pp. 435-445, September 1951.

APPENDIX A ANALYTICAL CALCULATIONS

I SYSTEM Waste Hold-up Tank COMPONENT NAME Waste Hold-up Tank COMPONENT No N/A LOCATION Auxi 1 i ary Bui1 ding ELEVATION 236 SAFETY FUNCTION:ACTIVE@ PASSIVE I 0

'OMPONENT 2 Qx S-LIST PAGE N-METHOD OF ANALYSIS: Analytical Stress Analysis SPECTRAL CURVES USED: site s ecific Ground S ectrum for R.E. Ginna (see 83C2209-DR-005, File 3)

DAMPING VALUE ASSUMED: 7/

ACCEPTANCE BEHAVIOR CRITERIA USED-ASME B8PV Code, Section III, 1980.

COMPUTER CODE USED: 'N A REMARKS:

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DEF NT I I -L DEF FN COSH (X) = (EXP (X) +EXP (-X) ) /2 DEF FN SINH(X) = (EXP (X) -EXP (-X) ) /2 1>IM A(5), N(5)

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~ 1) =11. 6: A (2) =24. 7: A (3) =57. 8: A (4) =80. 9: A (5) =104 FOR I=i TO 5: A ( I ) =PI+A ( I ) /180: NEXT I 11 (1) =. i75: M (2) =. F88: M (a) =. 288: M (4) =. 132: M (5) =. 021 S=I!: D=7. 85: A0=4. <H5: T=. 375: R=66

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SUM1=0: SUM2=0: MS=. 404+7. 85+T/R FOR I=i TO 5: B=D+A ( I ) /A0

. X=COSH B) -COS (9) -S+ (S INH (B) -SIN (B) )

l=A0+ (SINH (B) -SIN (B) -S+ (COSH (B) +COS (B) >+2+S) /D TH=A I ) 447: XHOR=X+COS (TH) +Z+SIN (TH>

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'EXT I GAMMA=SUM1/SUM2 PRINT "GAMNA = " "GANMA r!r!4.3S + P~ -d d g/1/ d/

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