ML20053C609

Evaluation of Site-Specific Earthquake Base Mat Uplift Loads

ML20053C609
Person / Time
Site:	Fermi
Issue date:	05/04/1982
From:	Kohrs R, Lehnert R, Wenner T NUTECH ENGINEERS, INC.
To:
Shared Package
ML20053C603	List: ML20053C602 ML20053C609
References
RTR-NUREG-0798, RTR-NUREG-798 DET-04-050, DET-04-050-R0, DET-4-50, DET-4-50-R, NUDOCS 8206020376
Download: ML20053C609 (19)

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COPY NO. 2 ENRICO FERMI ATOMIC POWER PLANT

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UNIT 2 EVALUATION OF SITE-SPECIFIC EARTHQUAKE BASE MAT UPLIFT LOADS

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Prepared for:

Detroit Edison Company i

Prepared by:

NUTECH Engineers i

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Issued by:

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R. A.

L.3hnert, P.E.

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Engineering Manager Project Director Approved by:

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Engineering Director I

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REVISION CONTROL SHEET

SUBJECT:

EURICO FERMI ATOMIC POWER REPORT NUMBER: DET-04-050 PLANT, UNIT 2, EVALUATION OF SITE-SPECIFIC EARTHQUAKE BASE MAT UPLIFT LOADS j

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TABLE OF CONTENTS i

Page LIST OF TABLES iii i

LIST OF FIGURES iV

1.0 INTRODUCTION

1 i

l 2.0 COMPONENT DESCRIPTION 2

3.0 LOADS AND LOAD COMBINATIONS 4

1 l

ANALkSIS* ACCEPTANCE CRITERIA 9

4.0

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5.0 METHOD OF A'NALYSIS 10 l

6.0 ANALYSIS RESULTS 12 LIST OF REFFRENCES 14

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t ll LIST OF TABLES ll Number Title Page

<;I 6.0-1 Maximum Suppression Chamber Uplift Reactions 13 for Site-Specific Earthquake Event

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f LIST OF FIGURES Number Title Page I

2.0-1 Suppression Chamber Section - Mitered Joint 3

3.0-1 Site-Specific Earthquake Vertical Acceleration Response Spectrum 7

i 3.0-2 SRV Discharge Torus Shell Loads for Low Set Valve Actuation Case 8

5.0-1 Suppression Chamber 1/32 Segment Finite Element Model-Isometric View 11 t

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1.0 INTRODUCTION

I The site-specific earthquake loads are seismic loads which evolved from a reassessment of the Fermi plant's capability to achieve safe shutdown under seismic

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conditions substantially more severe than the design basis earthquake.

The effects of the site-specific earthquake loads on the primary containment system are addressed in the Fermi Seismic Reevaluation Report (Reference 1).

Supplement No. 1 of the Fermi Safety Evaluation Report NUREG-0798 (Reference 2), requires that the effects of suppression chamber uplift loads acting on the reactor building base mat during a site-specific earthquake event be addressed.

This report documents the efforts undertaken to address the effects f

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of uplift loads on the base mat postulated to occur during a site-specific earthquake event, and l

demonstrates that these loads are less than the allowable capacity of the base mat.

t DET-04-050

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2.0 COMPONENT DESCRIPTION l

The suppression chamber is supported vertically at each i

mitered joint location by inside and outside columns, and by a saddle support which spans the inside and outside columns as shown in Figure 2.0-1.

At each mitered joint, the ring beams, columns, column connections, and saddle supports form an integral i

support system which transfers vertical loads acting on the suppression chamber shell to the reactor building base mat.

The anchorage of the suppression chamber to the base mat is achieved by a system of base plates, I

stiffeners and anchor bolts located at each column and at two locations on each saddle support.

A total of 36 anchor bolts at each mitered joint location provide the i

principal mechanism for transfer of uplift loads acting on the suppression chamber to the base mat.

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3 SADDLE VERTICAL QUENCHER MAT SUPPORT SUPPORT BEAM f

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SUPPRESSION CHAMBER SECTION-(

MITERED JOINT I

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LOADS AND LOAD COMBINATIONS 3.0 those In addition to site-specific earthquake loads, loads which act on the suppression chamber during a The g

site-specific earthquake event are considered.

loadings included in the evaluation are as follows:

1.

Dead Weight Loads 2.

Site-specific Earthquake Loads 3.

Pressure and Temperature Loads i

Safety Relief Valve Discharge Loads 4.

i The magnitude and characteristics of these loadings are presented in the paragraphs which follow:

1.

Dead Weight Loads:

The weight of steel used to construct the suppression chamber and the weight of water contained in the suppression chamber are The nominal component dimensions and a considered.

t density of 490 lb/ft are used to calculate the 3

dead weight of steel.

A volume of water of 121,080 f

3, corresponding to a water level of 7" below the ft and a

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suppression chamber horizontal center line, l

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density of 62.4 lb/ft are used to calculate the dead weight of water.

2 2.

Site-Specific Earthquake Loads:

The suppression i

chamber is subjected to horizontal and vertical

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accelerations during a site-specific earthquake.

The effects of horizontal accelerations on the I

suppression chamber are addressed in Reference 1.

The vertical acceleration 5% damping response spectrum for the site-specific earthquake is shown in Figure 3.0-1.

The figure shows that the vertical acceleration at the dominant torus frequency is 0.15g.

3.

Pressure and Temperature Loads:

The suppression chamber is subjected to internal pressure loads during normal operating conditions.

The range of normal operating pressures specified in the plant's f

FSAR is 0.0 to 2.0 psi.

The maximum internal L

pressure of 2.0 psi is used in this evaluation.

The suppression chamber is also subjected to thermal expansion loads during normal operating conditions.

The range of normal operating temperatures specified in the plant's FSAR with a i

concurrent SRV discharge event is 50*F to 150'F.

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DET-04-050 nutech Revision 0 5

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i The maximum temperature of 150*P is used in this evaluation.

4.

Safety Relief Valve Discharge Loads:

Transient pressures are postulated to act in the submerged portion of the suppression chamber shell during the i

air clearing phase of an SRV discharge event.

The

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SRV actuation case considered in the evaluation includes the instantaneous actuation of the 5 lowest set point valves (1110 psi).

The resulting s'

magnitudes and distribution of SRV discharge pressures acting on the suppression chamber shell are shown in Figure 3.0-2.

The combination of dead weight loads, pressure and

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temperature loads, site-specific earthquake loads, and 1

SRV discharge torus shell loads are used to obtain the t'

maximum uplift load acting on the reactor building base t

Mat.

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Vertical Acceleration at Dominant Torus Frequency, a=0.15g I

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SITE-SPECIFIC EARTHQUAKE VERTICAL ACCELERATION l

RESPONSE SPECTRUM i

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Time (sec)

SHELL PRESSURE TORCING TUNCTION LOADING CHARACTERISTICS i

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Low Set Valve Actuation i

Pressure (psil: Longest SRVDL Bubble f

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Total Applied Load (kips):

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Upward F,1, =

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Load Frequency (Hz):

l Range: 5.7 < f < 11.28 L

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j MITERED JOINT SPATIAL DISTRIBUTION l

Figure 3.0-2

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tw SRV DISCHARGE TORUS SHELL LOADS FOR LOW SET

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VALVE ACTUATION CASE N

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4.0 ANALYSIS ACCEPTANCE CRITERIA The maximum uplift capacity of the reactor building base t

mat for the site-specific earthquake event is 1370 kips as specified in Reference 2.

The maximum calculated value of the suppression chamber uplift load for the event is compared to this allowable value to ensure design adecuacy, i

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I' 5.0 METHOD OF ANALYSIS I

A finite element model of a 1/32nd segment of the

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suppression chamber, as shown in Figure 5.0-1, is used to obtain the suppression chamber response to the loadings presented in Section 3.0.

A static analysis is p

performed for dead weight loads, pressure and temperature loads, and vertical site-specific earthquake loads.

The dominant' frequency of the suppression chamber in vertical direction is 20.4 hz.

The 4

L corresponding seismic acceleration of 0.15g taken from figure 3.0-1 is applied to the weight of suppression e

I chan:ber steel and water.

A dynamic analysis is l

performed for the SRV discharge torus shell loads shown in Figure 2.0-2.

The resulting reaction loads in the t

suppression chamber columns and saddle supports are l

summed to obtain the total vertical uplift load per i

mitered cylinder.

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Figure 5.0-1 SUPPRESSION CHAMBER 1/32 SEGMENT FINITE ELEMENT MODEL-ISOMETRIC VIEW DET-04-050 gg{g Revision 0

6.0 ANALYSIS RESULTS The maximum suppression chamber uplift loads acting on 1

the reactor building base mat during a site-specific i

earthquake event are shown in Table 6.0-1.

The i

results in the table show that the maximum calculated 1

uplift loads are less than the site-specific earthquake t

i base mat capacity of 1370 kips.

As a result the l

requirements of NUREG-0798, as they relate to the design adequacy of the Fermi 2 reactor building base mat for uplift loads postulated to occur during a site-specific earthquake event, are considered to be met.

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DET-04-050 NIgh Revision 0 12

Table 6.0-1 l

MAXIMUM SUPPRESSION CHAMBER UPLIFT REACTIONS FOR SITE-SPECIFIC EARTHQUAKE EVENT Vertical Uplift Reaction Loads (kips) hy Tota Column Saddle d

Per f((ed Inside Outside Inside Outside Dead Weight

-111.75

-124.25

-155.57

-200.03

-591.59 Vertical Site -

16.76 18.64 23.33 30.00 88.73 Specific Earthquake Internal Pressure

-0.80

-1.23 1.17 0.82 0.00 Thernal

-63.53

-56.17 58.17 61.07 0.00 SRV 356.14 365.46 482.07 554.26 1741.41 Discharge Calculated 1238.55 Total Combined Vertical Uplift Reaction Load Calculated 0.90 Allowable i

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13 DET-04-050 Revision 0 nutp_gh l

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v LIST OF RE FERENCES i

1.

"Enrico Fermi Atomic Power Plant, Unit No.

2, Seismic Reevaluation Report", EF2-53,332 Rev. A, July 15, 1981.

2.

" Safety Evaluation Report Related to the Operation of Enrico Fermi Atomic Power Plant, Unit No.

2",

NUREG-0798, Supplement No. 1, U.S. Nuclear Regulatory Commission, September 1981.

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DET-04-050 Revision 0 14 j

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