-60

H. Fuel Pool Linear Design 45RA( ~S'I~>2,<'~~~~

1. stresses and strain controls

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(f32i FY4'g <-e 2. conformance to code requirements

3. analysis procedure and results

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4. consideration of accidental drop of crane Loads

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5. corrosion et=acts (e.g., pitting) on liner integrity

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6. preliminary findings of audit results

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The spent fuel pool and refueling canal are lined with Type 304 stain-I

less steel p ate. e p al Th l tes are attached to the concrete walls by means of

embedded plates to which the liner plates are spot-welded» and by means of

embedded continuous angles to which the edges oi the plates are seam-welded.

Since th6 coefficient of thermal expansion for'concrete ir, only about two-thirds

that of stainless steel, we wondered whether the buckling <of the stainless steel,

due to temperature fluctuations, might lead to fracture oCf the welds. Close

.spacing of embedments would prevent buckling, but would be. costly. Widely spaced.

embedments could be used if the resulting buckling effect~ weretolerable'his

test attempted to determine if wide spacing of embedments would

be acceptable. The test was conducted in a temperature controlled chamber.

showed that a temperature cycle of about 105 F would causa noticeable buckling

of the plate, but the welds could undergo more than 50 such cycles without damage.

There was no permanent buckling of the plate. The test„Cherefore, demonstrated

that widely spaced embedments could restrain the stainless steel liner plate

effectively, and that the resulting plate buckling would not adversely affect

the we)ds,

TEST SETUP

A small test room was constructed; on. one sida was a 6' 8' «-foot

thick concrete wall with a 4! x O'ype 304 stainless steel liner plate (No. 11

gauge ).

The plate was plugwelded to four A36 steel embedments, and seam welded0

to embedded angles along the perimeter. (see Figure 1). Deflection of the plate

was measured from nine gauge points spot»welded to the plate surface. Wires

room enabled the measurement of deflections at the nine Racations. Twelve

thermocouples measured temperatures at various locations ro'n the stainless

steel plate, of the air in the test room, of the, backside of the wall, and

of the air outside the room (Figure 1) ~ Heat was appliedl with heaters located'n

the test room floor, and fans circulated th'e heated aiia within the room to

keep the tmeperature uniform. The plate was cooled by opening the test room door

and cooling the outer room.

PROCEDURE

The welds were checked at the beginning of the liest, after 15 cycles,

after 35 cycles, and at the conclusion of the test, with fthe dye penetrant method.

The following cycles were used:

No. of C cles Thermal Ran e Rate n!f Hea t A lica tion

10

20

10

10

70-150oF

70-155oF

70-155oF

70„155oF

50-155oF

15oF/hr

15 F/hr

30oF/hr

60oF/hr

60 F/hr

RESULTS

fields were found to be sound after 56 cycles %he maximum deflection

of the stainless steel plate occured at Gauge Point 5 on 'II'emperature Run No. 5

and was 0.484 inch. This deflection occurred during a temperature cycle of 115 F.

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Yal ues for Figure 2Temperature Vs. Deflection f

Temperature Heasured From TheC

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CONCRETE PROPERTIES

r.::.:: PLATE BUCKLIHG TESTSI

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Concrete t1ix Pro ort ons

'.. '.., {1) Cubic Yard SSD Heights

'.';.:;: f!c = 5000 psi, 1-1/2-inch HSA, 4-inch slump,.5,percent air'

llater, lbs. ','..'.: ~'.",275'

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Laboratory water, EBfiUD source

:-'.;:..."".'..:.Cement lbs..-:;, .:.:.;.'.„:658 (7.0 sacks} Victor, Type 2, low alkali cementI

.'-.":: . ".,:; Top sand, lbs. ...'':.";:'075 :, - Kaiser Sand arid Gravel Company

3/4" x Ho. 4,Rock, 1bs. . 958 . . .'. Santa Hargarita quarry

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,...MRA, Type "A" ..:. 43.75 fluid ounces Haster Builders Lignino

"...::: ':.-"AEA ...'.=" . 5.25 fluid ounces Darex, air entraining agent,.'l ~ ~ ~

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Com ressive Strength, si~ .'.. 6' 12" Concrete Cylinders)

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12 months

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Chord Modulus of Elasticit~ ~

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28 days

202 days

Elasti c Nodulus

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3.45 x 10

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- Linear Coefficient of Thermal Ex ansionl;; ~ ., ~ ~ ~ ~

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"Avera e Linear Coefficient at 30 Da s 7 Tests)~ ~

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s'.:.;.,',.'' Creep rate for each cylinder >vas determined to be 0.002 millionths/psi-day~

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S ent Fuel Cask Accidents

Despite the limitations on crane tr'avel and the precautions in the design,

fabrication, and operation of the fuel handling area crane (described inSubsection 9.1.4) certain accidents involving the spent fuel caslc have been

postulated and analyzed.

The following data were used in evaluating the potential damage in the

unlikely event of a cask drop during handling into the cask recess area in the

spent fuel storage pool:

1. Cask drop height - 6'-6" above normal pool water surface

2. Deceleration distance — 43'-2".

3. Average deceleration force — 35 Kips

4. Velocity at impact — 37 feet per second

The maximum cask drop height is based on the highest possible crane hook

elevation, cask lifting yoke dimensions, and cask length as shown in Figure

9.1-3. An outline of the spent fuel cask including its weignt, dimensions and

center of gravity is shown in Figure 9.1-4.

The walls and floor of the spent fuel storage pool are 6 feet and 5 feet thick,respectively. The floor is poured directly on bedrock. Damage from a cask

impact would be limited to minor local crushing of the concrete and possible

rupturing of the liner. Any resulting leakage througn the liner would be

detected at the spent fuel pool sump and terminated by valve closure of the

leak detection line.

The postulated failure mode, which would result in the cask tipping before

being dropped, is a break in a structural element of the lifting yoke. This

yoke is offset from the center of gravity of the cask. However, this failureis highly unlikely since the minimum factor of safety for the structuralelements of tne yoke is three.

Despite the unlikelihood of failure of the lifting yoke, recently discharged

spent fuel will not be stored in locations where it could be struck by a

dropped cask. This administrative constraint will limit radiologic'consequences of a potential casl drop-tip event.

i (Hay 1975) 9, 1-6a Amund:cu< ~ J

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