ML20234B442

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Forwards Revised Draft of Questions Resulting from ACRS Meeting of May 8, Per 640515 Meeting on Bodega Reactor
ML20234B442
Person / Time
Site: 05000000, Bodega Bay
Issue date: 06/03/1964
From: Williamson R
HOLMES & NARVER, INC.
To: Mann M
US ATOMIC ENERGY COMMISSION (AEC)
Shared Package
ML20234A767 List: ... further results
References
FOIA-85-665 NUDOCS 8709180414
Download: ML20234B442 (7)
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June 3,1964 .

. i Dr. Marvin Mann, Assistant Director- Nuclear Safety .

' Division of Reactor Licensing U. . S. Atomic Energy Commission Washington 25, D. C.

Dear Dr. Mann:

During our meeting at Bethesda on May 15, I provided you with a draft of comments concerning the proposed Bodega reactor and titled, Questions Resulting from ACRS Meeting of May 8. T rans-f mitted herewith are the original and four copies of a revision to this document dated June 1,1964. The changes are, for the most part, of a minor editorial nature with the addition of further comments in regard to the filled annulus and an added comment regarding vertical displacements.

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o y/ eMr Willit.mson - $/15/64 Revised - 6/1/64 QUESTIONS RESULTING FROM ACRS MEETING OF MAY 8 g

Differential Displacement under Reactor '

Displacement isolation of a structure of this nature, to the writer's knowledge, has no precedent. Consequently, all vital problem areas i

involved must be thoroughly explored and solutions provided as a pre-requisite to acceptance.

Accordingly, it is important that the applicant develop a complete pre- i j

t liminary design of a displacement isolation system to accomodate diff-erential displacements of magnitudes acceptable to the AEC. This 1,

effort should include complete back-up calculations and drawings, and test data where needed.

The scheme should be submitted for review, l

and should be reviewed by one or more authorities in this field, such as l

l Dr. Newmark.

i  ; The displacement isolation schemes which have been considered u0ilise i ,

l  ! an annular space between the surface of the excavation and the exterior wall of the structure. This space may be open or filled. These schemes I t

t involve certain general problem areas involving questions and considerations i,

such as the following:

l With regard to the open annutus, can a ring wall be designed to prevent encroachment on the clearance due to cave-ins before or during an earth-quake?

s The filled annulus leads tc, questions relating to the filter material.

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h (1) The material must be sufficiently compressible and of the necessary-thickness to accommodate the required displacement without locking. On the other hand it must not be so rigid as to overstress the walls of the containment. Data should be provided regarding stress strain charac-

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teristics under the anticipated strain rates, including effect of pore water.

(2) The materialin place rnust have properties which are predictable and i'

i c on si stent. (3) The material must be durable and must undergo negligible' 1

l- } change in properties with time or environment 1' conditions. A specific l l j

'j question arising here is the effect of ground water, both with regard to '

l the factor of durability and compressibility. The material preferably ]

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should not yield significantly under earthquake vibrations in absence of l differential displacement and should not compact under the weight 9f the I l

material above. If there is this possibility, the thickness, or strength, j l

should be increased appropriately. (4) Buoyancy of the material must be )

properly considered if ground water is present. I i Further questions arise with regard to the integrity of the structure. If the isolation system contemplates contact of the structure with the rock  ;

wall of the excavation at the shear plane, it should be demonstrated that the wall can resist the resulting pressures with a reserve margin suffi- i cient to permit some further displacement without violating the containment.

If the isolation scheme contemplates sliding of the structure to accommodate a part of the total displacement, it should 'be shown that this can occur

, without violating the containment. If a filled annulus is used, this calculation l

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1 1 r-3 should account for the fact that the load along the line contact at the shear plane may be greatty' increased due to. compression of the fill on the far side. It is likely that pressures at the contact will puncture the wall tocally before movement of the structure can occur.

In addition to demonstrating integrity of the structure walls, it should be shown that all internal load paths, including those provided by floors I

and radial walls are adequate to transmit the loads. Where appropriate, i

these components should be considered as rings and diaphragms trans.

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! ferring loads .by shear into the outside walls or other resisting elements. .  ;

If vertical displacements are considered credible, the annular space provided should be adequate to accommodate tilt of the structure in com-bination with horizontal displacement. The base of the' structure and att other features should be shown to be adequate for the resulting stresses when combined with stresses from the horizontal displacement. It is i.

l equally as important to be certain that tilt does not lead to internal mat-i l' function of the reactor of a hasardous nature.

If it is found necessary to enlarge the existing excavation, a reasonable approach that avoids uncertainties which otherwise could occur would be to provide sufficient enlargement to prevent contact between the structure and the displaced rock surface under the anticipated displacements. The 88P separating structure and displaced rock ~ surface aboeld be sufficleat i to allow some additional displacement without causing structural damage.

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, It should be noted that the cost of an annulus of concrete fill would be something less than $40,000 per foot of thickness, which is not a large price to pay for using this kind of an approach. The cost of additional excavation'per foot of thickness is perhaps less certain, and might depend on the increase in diameter. However, it is doubtful that this cost would exceed the cost of the concrete fill.

, It is likely that, at the present time, the applicant has not sised the '

t structural components of the building in final form or determined the reinforcing steel requirements. Hence, in theory, it is not possible t

at this time to evaluate the effect of stresses due to differential dis.

placement. In actual fact, what is desired is not a precise stress analysis. What is needed is an estimate of feasibility to determine whether it is possible to resist all forces involved under the hypothetical i

earthquake and associated displacement, plus all other concurrent loads, f

i i using member sizes, wall thicknesses, and steel percentages which are f within the realm of reason.

i-Self Sufficiency of the Reactor Structure and its Internals Particularly where large displacements are considered, the pestion arises regarding the extent to which safety is dependent upon integrity of umbilical features (vital components not supported by the reactor structure but con-nected to it. ) These might include, for example, external water sad power s

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sources and associated piping. Verbal statements during the meeting of May 8 appeared to indicate that for a period of several hours or more the power and water sources within the reactor structure were sufficient l

without augmentation from outside sources. It seemed to be inferred l that the station battery was sufficient to provide all power needs for at 1

least a part of this period. This point needs clarification, i

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, It is a known fact that auxiliary diesel generator units are not highly

{ re liable. This prompts the question as to whether a backup unit is P rovided. It also seems appropriate to ask for data regarding the type i

I i and frequency of maintenance and checkout procedures for such equipment. '

If integrity of steam and feed water lines under the maximum differential j displacement is considered essential from a safety viewpoint, then the i

,' feasibility of their survival should be supported by rough calculations.

These would serve to prove or disprove verbal statements previously made to il Tffect tS t this was not a problem.

j Tsunami Effects t

At the meeting of May 8 the problem of damage from tsunamis was argued to be negligible largely on the grounds that the yard elevation of +25 gavs protection on the harbor side, and the high bluffs gave protection on the ocean side. Nothing was said regarding any special provisions for pre.

tecting the intake and discharge features from the effects of tsunamis.

I Further elaboration on protection c( these features may be warranted, '

depending on how critical they are considered to be from a safety viewpoint.

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