ML17255A390

Rev 0 to Seismic Qualification Rept for Vertical Holdup Tanks at Re Ginna Plant

ML17255A390
Person / Time
Site:	Ginna
Issue date:	09/30/1983
From:	Anagnostis S, Djordjevic W, Tseng T STEVENSON & ASSOCIATES
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Text

SEISMIC QUALIFICATION REPORT FOR VERTICAL HOLD-UP TANKS AT THE R. E.

GINNA PLANT Prepared for ROCHESTER GAS 8 ELECTRIC COMPANY 89 East Avenue Rochester, New York September 1983 Prepared by STEVENSON 5 ASSOCIATES 458 Boston Street Topsfield, Massachusetts 8S09SSOiez Bioe<S PDR ADOCK 05000244 P

PDR

L

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:

Vertical Hold-up Tanks Plant:

R. E. Ginna

~~ OF JVg~

Waiter

~C Djordjevic gg Civil g

ps tto. 30495

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ter Commonwea th oF assachusetts No. 30495 SEISMIC QUALIFICATION REPORT FOR VERTICAL HOLD-UP TANKS AT THE R. E.

GINNA PLANT Revision 0, September 1983 Prepared by sl-lng eng Reviewed by p en ag ostls, rogect Manager Approved by d'or evlc

0

TABLE OF CONTENTS

~ae 1.

INTRODUCTION.............................-............

1 2

RESULTS...............................................

, 3 3.

LOAD CRITERIA AND FAILURE MODE ASSUMPTIONS............

6 4.

ALLOWABLE STRESS CRITERIA............................

8 5.

METHOD OF ANALYSIS....................................

10 6a REFERENCES a ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

~ ~ ~

~ ~ ~ ~ ~ ~ ~ ~

~ ~ ~ ~ ~ ~ ~ ~ a 11 APPENDICES A.

Analytical Calculations FIGURES 1.

Elevation View of Vertical Hold-Up Tank..

2.

USNRC Site Specific Ground Response for R.

( 7X Damping)....................

~ ~ ~

~

~ ~ ~

~

~

~ ~

~

~

2 E. Ginna

~ ~ ~ ~ ~ ~

~ ~ ~ ~

~

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7 TABLES 1

Modal Responses.....'..'.'...............

4 2.

Calculated Maximum Stresses and Allowable Stresses at Various Locations.........................

5

'I

1.

INTRODUCTION The ability of hold-up tanks to withstand dead weight, internal pr essure, and SSE seismic force is investigated in this evaluation.

The hold-up tanks are vertical thin cylindrical shells with spherical heads..

There are three identical units located at the ground level.

Each tank is welded to the support skirt which is anchored to the concrete mat through eight (8) bolts equally spaced around the base ring.

Each hold-up tank is classified as an ASME III, Class C, storage tank with a design pressure of 15 psi.

The total volume of-a tank is 4,165 ft

~

Figure 1

shows sketches of a hold-up tank and the skirt support.

The Appendix attached to the end of the report contains the analytical calculations for the hold-up tanks.

Analysis is made assuming'the tank is full of water with a total weight of water of 265 kips and a total weight of steel of 16.7 kips.

• I t

I

t-IGURE 1 ELEVATION VIEW OF VERTICAL HOLD-UP TANK 2.

RESULTS The results of the analysis indicate that all parts of the hold-up tanks resist the combination of the dead weight, pressure, and faulted seismic load within acceptance criteria.

Results of the dynamic, modal response are summarized in Table 1.

The components of -the hold-up tanks were checked for stresses due to dead weight, pressure, and seismic forces shown in Table 1.

Table 2

summarizes the results of stress analysis.

E The minimum factor of safety in the shell was found to be 3.56 for the maximum principal stress calculated for the prescribed loadings.

The minimum factor of safety in the skirt support is 2.13 for the skirt-tank welding.

The analysis indicated that the anchor bolt stress due to dead weight was greater than uplift caused by horizontal seismic excitation; thus, there is no tension developed in the anchor bolts.

MODES CONVECTIVE MODE MODE 1 RIGID. NODE IMPULSIVE MODES VERTICAL NODE Frequency (Hz)

Spectral Acceleration (g) se Shear (k)

Base Moment (k-in) 0.45 0.12 4.1 1200 10.5 0.247 50.5 10000 0.17 11.4 180 15.2 0.145 I.

TABLE 1

MODAL RESPONSES-

0

COMPONENT MAXIMUM STRESS (ksi)

ALLOWABLE STRESS

. (ksi)

MINIMUM SAFETY FACTOR TANK WALL Material Stress Axial Compression Shear SKIRT SHELL Material Stress Axial Compression Shear BASE RING Bending Stress Skir t-Tank Welding 10.0 1.8 0.76 2.76 2.66 0.53 11.5 16.9 35.6 28.4 13.2 36 33.6 25.3 39.6 36 3.56 15.8 17.4 13.0 12.6 47.7 3.44 2.13 TABLE 2 CALCULATED MAXIMUM STRESSES AND ALLOWABLE STRESSES AT VARIOUS LOCATIONS

C

3.

LOAD CRITERIA AND FAILURE MODE ASSUMPTIONS Analysis loads for the hold-up tank consist of the dead weight of the tank and content,

pressure, 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 I:1j for a ZPA of 0.17g.

Figure 2 shows the response spectrum curve.

The full spectrum was used for the horizontal analysis.

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

1 A damping value of 7% was used for the first impulsive mode consistent with the Systematic Evaluation Program for Seismic Review of R. E. Ginna

[21.

A damping level of 0.5'X was used for the convective (fluid) response analysis as suggested in Reference 3.

Failure modes considered in this evaluation include:

o tank wall yielding o

tank wall buckling skirt shell yielding o skirt shell buckling o

base ring bending o

failure of skirt-tank welding

F

10.0 1.0; 0.4 0.2 0:1 1.0 2.0 4.0 10.0 20.0 40.0 FREQUENCY (HZ)

FIGURE 2

USNRC SITE SPECIFIC GROUNO

RESPONSE

SPECTRUM FOR R.

E.

GINNA (7X DAMPING) r

4.

ALLOWABLE STRESS CRITERIA Allowable stress criteria used in this analysis are based on ASNE code,Section III, Division I [43, Subsections NC and NF; and for shell buckling, the criteria developed in Reference 5.

They are summarized as follows:

e For the tank wall yielding, a(2S, m

where

~m =

maximum principal stress S =

allowable stress from Ref. 4, Table I-7.2 For skirt material yiel ding, 1.2 Sy, 1.1 Ft, where F't

allowable tensile stress, Fb

Sy =

allowable bending stress, material yield stress at temperature.

For welding, Allowable Stress

= 2S, where S = allowable stress obtained from Ref. 4, Table NF-3292 1-1.

for tank wall buckling in bending, Allowable Stress

= (0.605y + by)

Et I,

where E = material Young's modulus at temperature, t = thickness of cylindrical shell, R = radius of cylinder, y = 1-0.731 (1-exP

(

10 V <) )

hy = pressurization effect {see Ref. 5).

For skirt shell buckling in axial compression, the same equation as for tank walI was used except, y = 1-Oe901 {I-exp T6 V t and hY

= 0.

For tank wall buckling in shear, 1

Allowable Stress

= {1+P) <

0.63E where t

~<

zs cr R

t p

=

pressure effect {see Ref. 5)

L

=

length of shell For skirt shell buckling in shear, the theoretical lower bound for an infinitely long strip with simply supported edges in shear

[63 with a "knock-down" factor of 0.84 was used as follows, m Et Allewahle Stress

= 4.S

~>> l where u

= Poisson's ratio b

= height of skirt

5.

METHOD OF ANALYSIS The dynamic response analysis procedure and charts developed in Reference 7 are adopted in this evaluation.

Response

parameters, such as frequency, participation factor, participating mass, and moment arm were read directly -from charts.

The sloshing effect was also incorporated.

Since the charts were developed for flat bottom tanks, the space below the hold-up tanks surrounded by the skirt shell was conservatively assumed to be full of water.

C

6.

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

June 17, 1981.

Murray, R. C., et al, "Seismic Review of the Robert E. Ginna Nuclear Power Plant as Part of the Systematic Evaluation Program,"

NUREG/CR-1821,

p. 85, November 1980.

Coates, D. M., "Reconmended Revisions to Nuclear Regulatory Commission Siesmic Design Criteria," NUREG/CR-1161, pp. 114-120, May 1980.

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

.Stevenson 8 Associates, "Seismic gualification Report for the Refueling Hater Storage Tank at the R. E. Ginna Plant,"

August 1983.

Timoshenko, S.

P.

and Gere, J. M., "Theory of Elastic Stability,"

Second Edition, McGraw-Hill, p. 383, 1961.

Haroun, M. A. and Housner, G.

M.

, "Seismic Design of Liquid Storage Tanks," Journal of the Technical Council of ASCE, Vol. 107, No. TCI, pp. 191-

, Apn 1 1

l.

APPENDIX A ANALYTICALCALCULATIONS

'1

't

SYSTEM COMPONENT NAME ver t. Hold-u Tank COMPONENT¹ N/A LOCATION A

ELEVATION 236'OMPONENT SAFETY FUNCTION:ACTIVE'ASSIVE I CI 2 g S-LIST PAGE N-A METHOD OF ANAL'($($ :

Analytical Stress Analysis SPECTRAL CURVE$ USED-.

R.E.

Ginna Site Specific Ground Response ee 83C2209-OR-005 File 3 DAMPINGVALUEASSUMED-ACCEPTANCE BEHAVIOR CRITERIA USED-Section III 1980.

COMPUTER CODE USED:

REMARKS:

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O.tt0 OAO OAO 1.00 I ~20 I.tt0 IAQ I AQ 2.00 2.20 2a'10 2AQ 2.80 2.00 2.20 2.00 REIrtpit-RAOIUS RATIO IH/R) 3e TC1 LIQUID STORAGE TANKS 201 which (dIh)1 ~ the fundamental mode shape of vibration; an

= thc modal amplitude of the fundamental mode.

Because the mo es are normalized in such a way that the maximum amplitude of the radial component ofshell displacement is 1.0, then one can estimate the maximum radial component of shell displacement by I

oonl =)31S<<

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(13) in which p I = the modal participation factor ofthe fundamental mode ofvibration; and S<< = thc spectral displacement corresponding to the fundamental natural frcqucncy 00/.

With the aid of Eq.

)2, onc can express the base shear force (due to th hydrodynamic prcssure and the shell inertia force) as Q(t) = m<TtI(i)+m, G(t).......................

(14)

Let x> be the solution of the differential equation Z/+ 2$/It)/Z/+Is)/Z/

C(t) e

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then Eq. 14 can be exprcsscd more conveniently as Q(t) = m<x'/(t) + m, G(t)........

(16) in which m/ = plm>. Similarly, the overturning moment due to the seismic forces applied to the bottom of thc shell can be expressed as M(t) = m/H/x/(t) + m,H, G(t)

{17)

Since the base force and moment due to shell deformability arc proportional to the relative acceleration of thc shell, onc must rearrange Eqs.

16 and 17 before estimating the maximum seismic loads by means of a response spectrum.

For example, onc can rewrite Eq.

16 as Q(t) ~ m/fz'/(t)+ t/(t)) + fm,-m<) G(t)

(18) and consequently, the maximum base shear (including thc convective compon can be estimated by (15) ent)

(19)

IQr) o<< =

{m,Soo)'+ (mIS)'+ f{m,- m ) g in which Sand S~ the spectral accelerations corresponding to the natural frequencies 00, and 00<, rcspcctivcly.

Fig. 5 displays the nondimcnsional parameter (op/H~p/E) for different values of(H/R) and (h/8) in which p and E ~ the mass density and Young's modulus, respectively, of the shell material. These frcquencics arc for tanks completel'<

filled with water; similar charts for partly lillcd tanks and for different liquid contents L/)

can be found in Rcf. 3. The remaining parameters P (m//m), (H//H), (m,/m)/

and (H,/H) are displayed in Figs. 6, 7, 8, 9, and 10, respectively.

ILLUSTRATIVENUMERICALEXAMPLES

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Example 1.Consider an open top tall tank whose dimensions are; Jt = 24~

ft (7.32 m), L = 72 ft (21.96 m), and A =

1 in. (25.4 mm). The tank is assumed

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