diablo canyon, turbine pedestal evaluation for the 7.5m hosgri … · 2017. 1. 31. · diablo...

Diablo Canyon Nuclear Power Plant

Turbine Pedestal Evaluation for the 7.5M

Hosgri Earthquake

Status Report

August 15, 1978

prepared for

Pacific Gas 5 Electric Company

by

URS/John A. Blume 8 Associates, Engineers

130 Jessie StreetSan Francisco, California

4F

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DRAFT

TURBINE PEDESTAL

This report describes qualification criteria, methods and results of analyses

used in reviewing the Diablo Canyon turbine pedestals for response to the

postulated 7.5H Hosgri earthquake. A discussion of proposed structural modi"

fications to enhance seismic performance is also provided.

INTRODUCTION

The turbine pedestals for units 1 and 2 are housed in the turbine building.

Each pedestal is a massive reinforced concrete space frame which supports

the generator, turbines and other related equipment at the top (el. 140').

It essentially consists of six transverse rectangular single bent frames

. approximately 55 feet high and 55 feet wide, connected by longitudinal beams.

The total length is 208 feet.

The pedestal ls supported on the common turbine building mat foundation.but

is otherwise isolated from the turbine building. There is a 1-1/2 inch gap

between the pedestal and the building tloor diaphragm at el. 140'.

Units 1 and 2 were completed in 1971 and 19/2 respectively.

QUALIFICATION CRITERIA

Loadin Conditions. The seismic load has been considered applied with dead

load and operational. load.

In general, strength evaluation has been undertaken according to ACI Standard

"Building Code Requirements for Reinforced Concrete (ACI 318-77)" except

~ e

with capacity reduction factors, g, of one as actual concrete and steel

'trengthswere used.i

HETHOD OF ANALYSIS

Linear three-dimensional finite element response spectrum analyses were

undertaken using the SAP IV structural analysis computer code. The model

consisted of beam elements (cracked section properties) with finite rigid

joints to account for the stiff zones at beam-column connections (Figure 1).a

Equipment mass was applied at appropriate nodes.

The model was subjected to seismic -loading, including nominal torsion equi"

valent to 5l eccentricity of the center of mass, dead load and operationalr

load. Seismic :loading 'in the horizontal direction corresponds to the

Newmark/7.5M Ilosgri elastic spectrum for 71 damping and v = 0.067. This

was more severe than the equivalent Blume/7.5M Hosgri spectrum (v = 0.08)

faetr. csal ing by 0.8 (1/~2u -1 to reflect tbe allowable ductility factor

of 1.3 for an inelastic response spectrum. Calculated displacements were

scaled up by a factor of 1.3 to account for the above;

Seismic loading in the vertical direction corresponds to 2/3 of-the Newmark

free-field elastic spectrum for 74 damping.which was again more severe than

the equivalent Blume spectrum.

The E/'l0 torsion was obtained by applying static forces to the model in the

E/W direction which yields a torsional moment corresponding to a 54 eccen"

tricity of the center of mass such that the significant E/>I torsional modee

obtained from dynamic analysis was approximated. The N/S torsion was obtained

by applying static forces in the N/S direction proportional to the tributary

1 ~

mass so that the forces resul t in 54 eccentricity of the mass. The N/S and

E/W torsion results were added directly .to the N/S and E/W seismic results

respectively. The resulting,N/S and E/W responses and the vertical seismic

results were combined on a SRSS basis.. This total effect was in turn com-

bined with dead load and operation load. Operation loads requiring considera-

tion during an earthquake are confined to condensor vacuum loads, normal

operating torque and possibly short circuit torque (taken as ten times nor"

mal torque). The following three load combinations were investigated:

1) seismic and dead load (algebrai.c)./~pm

2) se-ismic, dead load, vacuum and normal ~ (algebraic)

3) seismic and short circuit torque.(SRSS) plus vacuum

and dead load.

RESULTS

The SRSS combined effects of the separate response spectrum analyses for

moment, shear/toision and axial load are shown in Tables 1 through 5. The

ratios of the bending moment to the yield moment for each direction are given

in Table 3; This ratio exceeds one only for the transverse beam of Frame

6. Hinor plastic deformation may occur.

For the combined shear/torsion axial load condition, the calculated response

exceeds the estimated capacitiez based on an assumed 6000 psi co'ncr'ete com-

pressive strength for three piers. These results are summarized in Figure 2.'I

The calculated turbine pedestal displacements at el. 1>)0're summarized'in

Table 6. The maximum relative displacement between the pedestal and building

diaphragm is estimated at approximately 2-1/2" which exceeds the existing

gap ot 1"1/2".

' '4

DISCUSSION OF RESULTS

The axial tensions generated in the pedestal piers as a result of. seismic

overturning moment reduce the shear/torsion carrying capacity of the piersI

to an extent such that structural modifications designed to increase the .

shear strength of the pedestals are recommended. The most effective pro-P

cedure is to post"tension the overloaded piers to counteract the seismic-

induced tensions. Other modification possibilities examined proved in-

effective and furthermore very difficult to implement.

It is planned to post-tension the overloaded piers as shown in Fi'gures 3-6,

sufficient to counterbalance the 'seismic-induced axial tensions. The .cal-

culated ratios of applied shear/torsion to capacity, based on a concrete

strength of 5000 psi are given in Tables 7-9. Nominal compressive stresses

of under 200 psi would result. The. gap at el. 140's also to be increased

to 3"1/2" as shown in Figure 7.

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diablo canyon, turbine pedestal evaluation for the 7.5m hosgri … · 2017. 1. 31. · diablo...

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