ML20056E263

LACBWR Containment Bldg Structural Analysis. W/One Oversize Drawing

ML20056E263
Person / Time
Site:	La Crosse File:Dairyland Power Cooperative icon.png
Issue date:	08/10/1993
From:	Raffety S, Rybarik D, Thorpe D DAIRYLAND POWER COOPERATIVE
To:
Shared Package
ML19310D623	List: ML20056E260 ML20056E262 ML20056E263 ML20056E268
References
NUDOCS 9308230097
Download: ML20056E263 (11)

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1 LA CROSSE BOILING WATER REACTOR

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CONTAINMENT BUILDING STRUCTURAL ANALYSIS i

AUGUST 10, 1993

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i Prepared by:

i Dr. S. J. Raffety Reactor / Radiation Protection Engineer i

David L. Rybarik j

Manager, Generation Maintenance i

Daniel P. Thorpe Project Engineer i

i Dairyland Power Cooperative 3200 East Avenue South La Crosse, Wisconsin 54602 9308230097 930812 E{

PDR ADOCK 05000409 hs P

PDR hs m

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LACBWR CONTAIHMENT BUILDING General Description The containment building of the La Crosse Boiling Water Reactor is a right circular cylinder with a hemispherical dome and semi-ellipsoidal bottom.

It was built in accordance with Section VIII of the ASME Boiler & Pressure vescel Code for Un-Fired Pressure Vessels and Nuclear Code Case 1272N for Containment and Intermediate Containment Vessels.

It has an overall internal height of 144 feet, an inside diameter of 60 feet, and it extends 26 feet, 6 inches below grade level. The nominal shell thickness is 1.16 inches, except for the upper hemispherical dome which is a nominal 0.60 inches thick.

r The containment building contains most of the equipment associated with the now shutdown nuclear steam supply system, including the reactor vessel and biological shielding, the fuel element storage well, storage well cooling i

system, and other steam production process and nuclear safety system equipment.

The fuel storage well contains all of the spent fuel elements used during the operating life of the plant.

The containment building was designed to withstand the instantaneous release of all of the energy of the primary system to the containment atmosphere, as well as a negative pressure within the building of 0.5 psig.

The interior of the steel shell is lined with a 9 inch thick layer of j

concrete, to an elevation of 727 feet 10 inches, to limit direct radiation-doses in the event of a fission-product release within the containment building. A 42,000 gallon storage tank is built into the dome of the building and is still used to supply fuel storage well make-up water.

The containment building is supported on a foundation consisting of concrete - steel piles and a pile capping of concrete approximately 3 feet thick. This support runs from the bottom of the semi-ellipsoidal head at an elevation of 612 feet, 4 inches to an elevation of 621 feet, 6 inches. The 232 l

piles that support the containment structure are driven deep enough to support over 50 tons per pile.

The containment bottom head above elevation 621 feet, 6 inches and the shell cylinder from the bottom head to about 9 inches above grade elevation (639 feet, 9 inches) are enveloped by reinforced concrete placed over a 1/2 inch thickness of pre-molded expansion joint filler. The reinforced concrete consists of a lower ring, mating with the pile capping concrete. The ring is approximately 4-1/2 feet thick at its bottom and 2-1/2 feet thick at a point 1-1/2 feet below its top (owing to the inner surface concavity). The ring then tapers externally to a thickness of 9 inches at the top (elevation 627 feet, 6 inches). The 9 inch thickness of concrete extends up the exterior wall of the shell cylinder to an elevation of 639 feet, 9 inches. The filler and concrete are not used where penetrations containing pipe and process equipment are immediately adjacent to the shell.

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Except for areas of the shell adjacent to other enclosures, the exterior surface of the shell above 639 feet, 9 inches is covered with 1-1/2 inch thick siliceous insulation faced with aluminum.

The shell contains two airlocks and an 8 foot by 10 foot freight door.

One airlock has doors measuring 5 feet, 6 inches by 7 feet; the other has two circular doors 32-1/2 inches in diameter. The airlocks' entrances are enclosed within structures and the bolted freight door is iovered with a 9 inch thick Both airlocks and concrete shield block positioned on the outside of the door.

9 inches.

i the freight door are at or near grade elevation of 642 feet, Desien Data and Structural Desian General

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The design and construction of the containment vessel conforms to the applicable requirements of the 1962 edition of the ASME Boiler Vessel Code,Section VIII, Un-fired Vessels, and applicable code cases. The containment l

vessel is ASME code stamped.

1 ASME Code Desian Conditions The ASME Code calculation conditions were as follows:

1.

Maximum internal pressure.............. 52 psig 0.5 psig 2.

Maximum negative pressure.

3.

Maximum temperature...............

... 280 F

-20 F 4.

Minimum temperature....................

i 5.

Welded j oint ef ficiency............... 100%

2 6.

Basic wind pressure................... 2 0 lb /f t i

i Materials of Construction i

Containment vessel plates and reinforcements and their welded attachments conform to the applicable requirements of ASTM A201B (" Standard Specification

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for Carbon-Silicon Steel Plates of Intermediate Tensile Ranges for Fusion-Welded Boilers'and Other Pressure Vessels") for Grade B steel. Plates All welds were also meet the applicable test requirements for ASTM A 300.

either fully radiographed, magnetic-particle or fluid-penetrant inspected for soundness during construction.

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External Pressure Analysis The external pressure capabilities have been determined as shown below using the requirements of the 1992 edition of the ASME Boiler & Pressure Vessel Code.

Case It Scherical Head-(Dome)

This calculation ignores any stiffening effect from the overhead water storage tank, which is welded to the inside of the containment building dome.

Using Ref.

1, Para. UG-28, t = 0.60 in.

R=

(30 f t.

x 12 in./ft.) + 0.6 in. = 300.6 in.

o A = 0.125/(Ro/t) = 2.08 x 10-4 Pa= B/(R /t),

from the applicible chart, B = 2900 o

therefore, P = 4.83 peig a

Case II-Cylindrical Shell Assume that the floors at elevations 642'-9",

667'-O',

701'-0" and the crane rail at 729'-6" act as stiffening rings. The longest unstiffened length of the cylinder is 34'-0".

408 in, L = 34'-0*

=

t = 1.16 in.

+ (2 x 1.16 in.) = 722.3 in.

Do= (60 ft. x 12 in./ft)

L/Do = 0.565 Do/t = 622.7,

[therefore, Do/t > 10]

based on L/Do and Do/t, from the applicable chart, A = 0.00016 based on A and E = 29 x 106 psi, A falls to the left of the material / temperature line on the applicable chart, we must use the Code equation,.

Pa= 2AE/ [3 (Do/t) },

therefore, P = 4.97 psig Stiffenino Effects of Containment Buildina Internals The containment building was designed by Chicago Bridge & Iron (CB&I) to withstand an internal pressure of 52 psig. The allowable negative (external) pressure was calculated to be 0.5 psig. The CB&I calculations were for the hollow shell taking no credit for the stiffening effects of the concrete floors and walls.

In the preceding analysis, the stiffening effects of the concrete walls were not included. However, the floors were included as stiffeners in accordance with Section VIII of the ASME Code. Stiffening rings affect the calculation for external pressure only.

It is uncertain why CB&I did not include them in their calculations, possibly because the original design was principally intended to withstand an internal pressure not external pressure.

Conclusion The above calculations indicate that the exposed elements of the LACBWR vessel should be capable of withstanding a substantial external pressure, thus insuring the safe storage of the spent reactor fuel.

The dome of the containment should withstand a pressure force of over 4.8 psig without taking any stiffening credit for the 42,000 gallon tank that is inside the dome. The cylindrical shell should be capable of withstanding a uniform pressure in excess of 4.9 psig safely assuming that the longest unstiffened length between the reinforced concrete floors within the containment is 34 feet, 0 inches. In both cases, a modulus of elasticity of 29 x 106 psi is typical for all rolled steels.

The actual material used in the construction of the containment (A201 grade B) in most cases exceeded the minimum tensile strength of 60M psi, the average impact energy minimum of 15 ft-lbs, and the shell thickness of 1.16 inches in the cylinder sections. The 1/2 inch pre-molded filler, 9 inch thick concrete wall, and exterior insulation provide uncalculated energy absorbing capability for the containment structure. These features provide an additional margin of safety to resist external pressure acting on the containment shell.

The substantial weight and sub-grade construction of the containment insures its stability during an event of this nature. It is, therefore, l

-reasonable to conclude that the containment structure and the spent fuel stored within it should be safe from an event that creates an external pressure on the structure equal to or less than 4.83 psi.

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i REFERENCES i

i 1.

ASME Boiler & Pressure Vessel Code,Section VIII, Division I, 1992 Edition l

2.

LACBWR Safety Analysis Report i

Volume 1, Section 6

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l 3.

Allis-Chalmers Specification, Specification for Reactor Containment Vessel, Revision 4 dated 9-30-63 e

' 4..

Chicago Bridge and Iron Company Form U-1A " Manufacturers" Data Report

-r for Un-fired Pressure Vessels" Vessel No. C4256 dated 9-29-63 5.

Allis-Chalmers Reactor Containment drawings 41-503301, 41-503304, 41-503430, and 41-503445 i

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ATTACHMEtiT 4

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4 o-LACBWR SPENT FUEL RADIDACTIVITY INVENTORY HALF ACTIVITY e LIFE 07/01/93 (YEARS)

(CURIES)

TE-127M 0.30 0.07 CM-242 0.45 1.65 AB-110M 0.70 265.31 CE-144 0.78 12,752.35 RU-106 1.01 24,609.99 CS-134 2,07 44,133.00 PM-147 2.62 B,442.14 FE-55

• 2.70 112,596.26 SB-125 2.76 60.50 EU-155 4.96 72.64 CD-60

• 5.27 29,047.35 EU-154 B.75 2,499.21 KR-95 10.72 78,698.85 11 - 3 12.26 392.49 CD-113M 13.59 13.11 EU-152 13.60 376.37 PU-241 14.40 B52,532.84 CM-244 18.12 2,864.07 SR-90 27.70 987,091.33 CS-137 30.14 1,452,268.30 SN-121M 76.00 4.20 PU-238 B7.74 12,035.76 SM-151 93.16 1.44 NI-63

• 100.00 33,957.93 AM-242M 150.50 476.64 AM-241 432.90 14,599.07 PU-240 6,550.00 7,160.45 AM-243 7,300.00 63.06 NB-94

• 20,000.00 15.90 PU-239 24,100.00 8,835.4B SE-79 65,000.00 0.55.

NI-59 +

B0,000.00 286.99 SN-126 100,000.00 0.70 TC-99 212,000.00 275.99 U-234 244,000.00 63.70 PU-242 376,000.00 0.50 2R-93 1,500,000.00 0.11 NP-237 2,140,000.00 2.19 CS-135 3,000,000.00 14.00 1-129 15,700,000.00 0.39 U-236 23,400,000.00 6.32 U-235 704,000,000.00 1.89 U-238 4,470,000,000.00 12.20 TOTAL CURIES 3,685,541.38

• Act2 vity 2n f uel assembly hardware based on neutr on attivation analys3 5.

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