ML20132A762

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Forwards Responses to NRC 790720 Questions Re Seismic Analysis of Reactor & Steam Drum Support Structure Inside Containment & Calculation of Local Stresses of Primary Containment Penetrations
ML20132A762
Person / Time
Site: Dresden Constellation icon.png
Issue date: 08/13/1979
From: Janecek R
COMMONWEALTH EDISON CO.
To: Oconner R
Office of Nuclear Reactor Regulation
References
NUDOCS 7908200358
Download: ML20132A762 (8)


Text

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Comm:nh.Jth Edison (s

v

y 'J' Oni First National o'aza. Chicago, Illincis

' C n Addri,ss R: ply 'o: Post Offica Box 767

,g Chicago, Illinch 50690 August 13, 1979 Mr. Paul W. O'Connor Operating Reactors - Branch 2 U.S. Nuclear Regulatory Commission Washington, DC 20555

Subject:

Dresden Station Unit 1 Systematic Evaluation Program Seismic Review ,

NRC Docket No. 50-10

Dear Mr.'O'Connor:

The enclosed information concerning the scismic analysis of Dresden Unit 1 is being sent in-responic to -

questions received during a July 20, 1979 conference call between Commonwealth Edison, Sargent & Lundy, and NRC Staff personnel.

Please direct any questions you may have concerning this matter to this office.

In acccrdance with previous agreements, eight (8) copies of this transmittal and enclosures are provided for your use.

Very truly yours, Robert F. Janecek Nuclear Licensing Administrator Boiling Water Reactors en".losure . , , ~ . .

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Question Th'e NRC questioned the modeling of four slabs at elevation 548'0" in the horizontal seismic model of the containment interior structures in SAD Report 261, " Seismic Analysis of the Reactor and Steam Drum

~

Support Structure Inside the Containment."

Response

. The four slabs modeled at elevation 548'0" represent the four nuclear steam instrumentation rooms and FW control rooms at the ,

, four corners, as shown in S&L drawing no. M-991, transmitted to you earlier. .

As you requested, the mode shape printout for the first 10 modes, along with the structural periods and participation factors in--the -

x- and y-di'rections of the horizontal building model are enclosed. -

Table 1 shows the natural periods of vibration in various modes.

^^

Normalized mode shapes for the first 10 modes are given in Table 2, and Table 3 includes the participation factors of natural modes of

. vibration in the x- and y-directions. The structural model has 80 dynamic degrees of freedom. There are 10 slabs. The first 10 rows in Table 2 represent the x mode shape displacement of the ten slabs; rows 11 to 20 represent the y-displacement; and rows 21 to 30 represent 0 3, the torsional movement of each slab.

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Question NRC questioned the calculation of local stresses in the spherical containment shell of the penetrations in the Sargent & Lundy report (SAD-257), " Stress Report for Primary Containment Penetrations."

Response

Stresses in the spherical shell at the penetration attachment for the applied forces are calculated based upon Welding Research Council Bulletin No. 107. These stresces are'then added to the .

, original stress intensity values in the spherical shell due to internal pressure, weight, and temperature variation in th.e shell calculated by Chicago Bridge & Iron Co.

NRC raised a concern regarding the change in the original.str'ess'es ~

in the sheI1 (calculated by Chicago Bridge & ~ Iron Co.) due to -

the penetraticn openings in the shell. It is true that stresses

~-

in the shell in the immediate vicinity of the openings will be

. dif ferent , but according to the ASME Code,Section III, Subsection

- NE (Class MC Component),1974 edition, the stress limit requirements

,g of NE-3221 in the immediate vicinity'of the openings do not have to be satisfied if the rules of NE-3330 are met. The shell is

,. reinforced around the openings as required by NE-3332. This rein-forcement around the openings redistributes the localized stress concentrations. Thus, the original stress values in the spherical shell can be used to check the stress limit requirements as per NE-3221 at the penetration attachments.

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Question NRC questioned the modeling of the outside supporting columns as an equivalent axisymmetric cylindrical shell in SAD Report 267, " Feasibility Analysis of the Primary Containment Vessel to Meet NRC Criteria."

Response

For axisymmetric loads (such as dead load, snow load, LOCA pressure, flood, etc), the columns were modeled as an axisymmetric cylindrical

~

shell of appropriate thickness and height to provide the same vertical and lateral stiffness effect as the columns. The calcu-lations for obtaining the properties of the equivalent cyclinder are given'below:

Ver':ical Loading Vertical deflection in the columns due to load P g:

PL g , (y) b Z

  • 16Ti where A = area of 1 of the 20 columns

",. L = length of columns E = modulus of elasticity For the equivalent cylinder:

'l! P L O

Z " 2nRc t cc l where subscript c denotes the parameters for the equivalent

! cylindrical shell; ,

R c = radius tg = thickness -

j L

c = length'of thB cylinder .

t e

1

-( (

Lateral Loadinc ,

Radial deflection for the column due to load P IR Pb R

A ~

(}

R

  • TEI where I = moment of intertia of one of the 20 columns.

. For the equivalent cylinder: .

  • 20P ,

AR " 2n Rc I 2DA 3 3 .

I4)

(Reference 1) '

~

3 where D =

t cc y A 4 3 (1-v2) .

2 12 (1-v ) R2t,2 g ~

Choosing E c = E, v = 0. 3, and Rc = 95', the values of thickness c and length L c f r the equivalent cyclinder were obtained from-t the above four equations by equating the vertical and lateral

' deflections in the columns and the cyclindrical shell.

N In the above derivation, radial (lateral) stiffness of columns has been equated to the radial stiffness of the cylindrical shell, n'

which in turn is derived considering the hoop and the bending stiffness of the cylindrical shell (given by Equation 4) . Thus, hoop stif fness is considered in the above equation in calcSlating the radial deflection of the cylindrical shell and is not additional.

Reference ,

l. Timoshenko and.Krieger., " Theory of Plates and Shells," p. 469, Equation 279, McGraw-Hill Book Cor.pany, 1959.

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