Text

Rev 0 to Supplementary Rept for Unresolved Issues of Re Ginna Storage Tanks Seismic Qualification
	ML17254A978
Person / Time
Site:	Ginna
Issue date:	09/30/1984
From:	Djordjevie W, Tseng T; STEVENSON & ASSOCIATES
To:	;
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ML17254A976	List: ML17254A975; ML17254A978;
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	TASK-03-06, TASK-3-6, TASK-RR NUDOCS 8410110302
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SUPPLEMENTARY REPORT FOR THE UNRESOLVEO ISSUES OF R. E.'INNA STORAGE TANKS SEISMIC EQUAL IF ICATION STEVE NSOW h ASSOClATES a structural-mechanical consulting engineering firm 920 7 Midwest Avenue Cleveland, Ohio 44125 (2l 6) 587-3805 TELEX: 985570 84.10i10302 500024 2 jj41002

@DR gDQGK pog P

458 Boston St., Suite ¹3 Topsfield, MA 01983 (65 7) 887-5688

, A

SUPPLEMENTARY REPORT FOR THE UNRESOLVED ISSUES OF R.

E.

GINNA STORAGE TANKS SEISMIC QUALIF ICATION Prepared for ROCHESTER GAS

& ELECTRIC CORPORATION 89 East Avenue Rochester, New York

September 1984 Prepar ed by STEVENSON 5 ASSOCIATES 458 Boston Street

'Topsfield, Massachusetts

CERT IfICATION 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 pr esented 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:

Refueling Water Storage Tank and Horizontal Waste Hold-up Tank Pl ant:

R.

E. Ginna qq, OF Qg~

~+

Ylcltcr Ojordjcvic Civii No.30495 g

~NOH'-~

Walter Ojo c

Commonwealth o

Massachusetts No. 30495

SUPPLEMENTARY REPORT FOR THE UNRESOLYED ISSUES OF R.

E.

GINNA STORAGE TANKS SEISMIC gUALIFICATION Revision 0, September 1984 Prepared by ss-Nsng seng Reviewed by Wa er di' ic Approved by Walter j 0'vic

TABLE OF CONTENTS 1.

INTRODUCTION 2.

SUMMARY

OF RESULTS 3.

NOZZLE LOAD ANALYSIS FOR RWST 4.

ANCHOR BOLT SHEAR CONE PULL-OUT CAPACITY 5.

ALTERNATIVE ANALYSIS FOR THE WASTE HOLDUP TANK 6.

REFERENCES 7.

APPENDIX

-.Analytical Calculations Page

1.

INTROOUCT ION The seismic qualification for the storage tanks at the R.

E. Ginna nuclear power plant has been performed by Stevenson E Associates in References 1 to 3.

The storage tanks analyzed are the Refueling Water Storage Tank (RWST), Vertical Hold-.up Tanks, and the Waste Hold-up Tank.

A review of the Stevenson E Associates qualification reports has been conducted by Structural Mechanics Associates, Inc. (Ref. 4) in support of EGEG Idaho, Inc.

The solutions to some of the issues r aised in the review and the analysis of RWST under external nozzle loads are presented in this report.

Section 2 of this report contains

.the summary of the results.

Section 3

presents the analysis procedure and results for the nozzle load analysis.

Section 4 shows that the shear cone pull-out capacity is greater than then yielding capacity of the anchor bolts.

Section 5

provides an alternative analysis for the Waste Hold-up Tank for which peak of the response spectra is used for the transverse direction seismic response.

2.

SUMMARY

OF RESULTS The results of the nozzle analysis indicate that the 10-inch nozzle near the base of the RWST resist the combination of the deadweight, injection, phase loading, and the SSE loading within the limits of the acceptance criteria.

The minimum factor of safety is 1.35.

The analysis of the shear cone pull-out capacity indicates that the previous analysis based on yielding failure of the anchor bolts is satisfactory.,

The strength of concrete shear cone pull-out is much greater than the yield strength of the anchor bolt.

The re-analysis for the Waste Hold-up Tank based on the peak of the spectra shows that the stresses are still within the acceptance criteria.

This is because the transverse direction is less critical for the stresses concerned.

The effect of non-full tank conditions are also considered.

The results show that full tank is the most critical condition due to the low frequencies associated with the sloshing modes.

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3.

NOZZLE LOAD ANALYSIS FOR RWST The nozzle considered is the 10-inch butt welding nozzle near the base of the RWST.

Both the tank shell and the reinforcing plate have a thickness of 5/16-inch.

Loads External piping loads due to deadweight injection phase, and safe shutdown earthquake (SSE) are considered.

The magnitude of the loads is provided by RG8E in Ref.

5 and is tabulated in Table I.

The stresses in the tank wall due to hydrostatic pressure and SSE seismic loads are also considered and combined with the piping loads.

~

Acce tance Criteria The acceptance criteria for the analysis is based on ASNE Pressure Vessel It Piping code,Section III, Division I, Subsection, NC-3867.

The stresses calculated are:

Primary membrane stresses due to internal pressure Primary membrane stresses due to tank seismic response Local membrane stresses due to external piping loads Peak stresses due to stress concentration at the corners and the local bending stresses due to external pi ping loads are not calculated since fatigue need not be considered in seismic qualification.

The allowable stress is 2.4S according to the code.

From the value of S

given. in Ref. 1, the allowable stress is Allowable stress

= 2.4 x 17.8

= 42.7 ksi Anal sis Procedure and Results Stresses in the tank wall due to hydrostatic pressure and tank SSE response are obtained from Ref. l.

The local membrane stresses due to external piping loads are calculated using the Bijlaard's method. (Ref. 6).

The stresses at eight response points are calculated (see the figure in Table II).

For locations immediately adjacent the nozzle, a tank wall thickness of 5/8-inch is used in the analysis.

For locations at the junction of the reinforcing plate and the vessel, the nozzle diameter is taken to equal the dimensions of the reinforcin'g plate while using 5/ 16-inch as the tank wall thickness.

This procedure is suggested by Bijlaard in Ref.

7 and 8

for cases with reinforcing pads and has been shown to yield conservative results.

The resulting maximum principal stresses and the safety margins are summar ized in Table II.

Types of Loading Deadweight Injection Phase SSE 0.01 FY FZ 0.15 0.02

-0.32 1.54 2.54 0.44

-0.11 2.24 Forces k i s

-0.2

-3.1 16.2 2.0

-9.6 113.0

-1.7

-60.7 10.5 Moments in-ki s MY, TAHLE I External Piping Loads

M'

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Location A

B C

0 A'l Cl Pl Maximum Princi pal Stress (ksi) 14.7 14.4 12.6

12. 3 31.6 30.7 26.0 25.5 Factors of.

Safety 2.9 3.0 3.4 3.5 1.35 1.39 1.64 1.67

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1 TABLE II Maximum Pricipal Stresses and Safety Margins 4.

ANCHOR BOLT SHEAR CONE PULL-OUT CAPACITY In the previous analysis report for RWST (Ref. 1),

The capacity of the base anchor bolts is assumed to be governed by the yielding of the anchor bolts.

The allowable load for one bolt is equal to 132 kips.

There has been questions as to whether the capacity may be governed'by the pull-out of the concrete shear cone.

Based on ACI 349-77, Appendix B, and taking into account the reduction of capacity due to overlapping of adjacent shear

cones, the allowable loaa for one bolt is 312 kips.

This verifies the validity of,the previous anal ys is.

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t, 1'

5.

ALTERNATIVE ANALYSIS FOR THE WASTE HOLDUP TANK In the previous qualification report for the Waste Holdup Tank (Ref. 3),

the fundamental frequency for the tank in the transverse direction had been'alculated and was shown to be rigid.

The review by SMA (Ref.- 4) questioned the validity of the calculation and suggested that the fundamental frequency would occur at a" lower frequency.

Due to the complex geometry of the structure, the basic assumptions in the approximate analytical analysis cannot be easily justified save for a

full scale finite element analysis.

An alternative analysis procedure, using 1.5 times the peak of the response spectra at 7X damping as the applied lateral load, is performed for the transverse direction seismic response.

The resulting stresses are summarized in Table III, where all the stresses are the same as in Ref.

3 except that the stresses due to transverse earthquake are increased by the new spectral acceleration.

The results show. that the stresses are still well within the allowable level even with the conservative spectral acceleration assumed.

This is because the transverse direction is by far the less critical direction for the stresses concerned.

The effects of sloshing for partially full tanks are also evaluated.

The frequencies for the Waste Holdup Tank with water levels of 1/4, 1/2, and 3/4 depth are calculated based on the figures in Ref. 9.

The frequencies are 0.40, 0.44, and 0.54 Hz in the transverse direction and 0.12, 0.18, and 0.23 Hz in the longitudinal direction.

The corresponding spectral accelerations at 0.5X damping are 0.109, 0.116, and 0.134 g in the transverse direction.

Since these spectral accelerations are far less than the accelerations considered for the full tank case, it is concluded that the full tank is the most critical condition for stress evaluation.

Component TANK WALL Membrane Stress Local Bending Stress Ring Compression SPHERICAL HEAD Membrane Tension ANCHOR BOLTS Tensile Stress SADDLE SUPPORT Tension in Flange Flange Bending Web Compression Center Stiffener End Stiffener WELDING Tank-Saddle Maximum Stress (ksi) 5.9 65 11.9 1.2 23.5 1.0 35.5 1.6 4.0 5.2 10.5 Allowable Stress (ksi) 35.6 80 35.6 35.6 40.6 24 39.6 45 36 36 36 Safety Factor 6.0 1.23 2.99 30 1.73 24 1.12 28 9.0 6.9 3.4 TABLE III Calculated Maximum Stresses and Safe Margins

'I I Qg t;

6.

REFERENCES 1.

Stevenson E Associates, "Seismic gualification Report for the Refueling Water Storage Tank at the R.

E. Ginna Plant," prepared for Rochester Gas 8 Electric Corporation, August 1983.

2.

Stevenson 8 Associates, "Seismic qualification Report for Yertical Hold-up Tanks at the R.

E. Ginna Plant," prepared for Rochester Gas 5 Electric Corporation, September 1983.

3.

Stevenson 8 Associates, "Seismic gualification Report for the Waste Hold-up Tank at the R.

E. Ginna Plant," prepared for Rochester Gas 5

Electric Corporation, September 1983.

4.

D. A. Wesley, "Review of the Seismic gualification of the R.

E. Ginna Storage Tank Seismic 'gualification for the Systematic Evaluation Program (SEP)," prepared for EG5G Idaho, Inc.,

June 1984.

5.

Stevenson 8 Associates document 83C2209-LR-001.

6.

K. R. Wichman, A.

G. Hopper, and J.

L. Mershon, "Local Stresses in Sherical and Cylindrical Shells due to External Loadings, " Welding Research Council Bulletin 107, August 1965, (Revised March 1979).

7 P

P. Bijlaard "Stress from Radial Loads in Cylindrical Pressure Yessels,"

Welding Research Supplement, Vol. 33, No. 12,

1954, pp.

6 15s-623s.

8.

P.

P. Bijlaard, "Additional Data on Stresses in Cylindrical Shells Under Local Loading, " Welding Research Council Bulletin 50, May 1959, pp.l0-,50.

9.

H.

N. Abramson, "The Dynamic Behavior of Liquids in Moving Containers, " NASA SP-106, 1966.

7.

APPENDIX --

Analytical Calculations

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