ML19253A288

Forwards Requested Info Re Seismic Analysis,Per 790720 Telcon Between Util,Sargent & Lundy & NRC

ML19253A288
Person / Time
Site:	Dresden
Issue date:	08/13/1979
From:	Janecek R COMMONWEALTH EDISON CO.
To:	Oconnor P Office of Nuclear Reactor Regulation
References
NUDOCS 7908210256
Download: ML19253A288 (8)

Text

M%'p one First tuhonal Plaza. Chicago, !!hnois Commonwealth Edison y

j y Address Reply to: Po rt Offico Box 767 g

y Chicago, l!h::ais 60690 August 13, 1979 Mr. Paul W. O'Connor Operating Reactors - Branch 2 U.S. Nuclear Regulatory Commission Washington, DC 20555 Subjects Dronden Station Unit 1 Systematic Evaluation Program Seirmic Revicw

}3tC Docket No. 50-10 Dear Mr. O'Connor The enclosed information concerning the seismic analysis of Dresden Unit 1 is being sont in recponse to questionc received during a July 20, 1979 conferenco call between Commonwealth Edison, Sargent & Lundy, and HRC Staff personnel.

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

In accordance with previous agreements, eight (8) copies of this transmittal and enclosuros are provided for your uso.

Very truly yours, tri i+-

Robert F. Janecek Huclear Licensing Admfnistrator Boiling Water Reactors enclosuro

800 11 @

79082102Sh;~ Po

Y o

Ouestion The NRC questioned the modeling of four slabs at elevation 548'0" in the horizontal seismic model of the containment intet ict structures in CAD Report 251, " Seismic Analysis of the Reactor and Steam Drum Support Structure Inside the Containment."

Response

The four slabs modeled at elevation S48'0" represent the four nuclear steam instrumentation rooms and FW control rooms at the four corners, aa shown in S&L drawing no. M-991, transmitted to you carlier.

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-directions of the horizontal building model are enclosed.

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

Normalized mode chapes for the first 10 modes are given in Table 2, and Table 3 includes the participation facto';s of natural ecdes of

• . vibration in the x-and y-directions.

The structural model has 80 dyn nic ' agrees oZ freedom There are 10 slabs.

The first 10 rows in Table 2 represent the x mode shape cisplacement of the ten slabs; rows 11 to 20 represent the y-displacement; and rows 21 to 30 represent O the torsional movement of each slab.

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I puestion NRC questioned the calculation of local stresses in the spherical containment shell of the penetrations in the Sargent & Lundy report (S AD-257), " Stress Report for Primary Containment Fanetrations."

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 stresses are'then added to the

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

NRC raised a concern regarding the change in the original stresses in'the shell (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

. different, but according to the ASME Code,Section III, Subsection NE (Class f4C Component), 1974 edition, the stress limit requirements

,.; 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 NU-3221 at the penetration attachments.

4 I

=

e m

"e

Ouestion NRC questioned the modeling of the outside supporting columns as an equivalent axi3ymmetric 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,

l flood, etc), the columns were modeled as an axisymmetric cylindrical shell of appropriate thickness and height to provide the same I

vertical and lateral stiffness effect as the columns.

The calcu-lations for obtaining the properties of the equivalent cyclinder are given below:

Vertical Lcading i

Vertical deflection in the columns due to load P 3

l PLg (1)

]

Z 20AE i

, where A = area of 1 of the 20 columns i

" ~ -

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

P L

Z (2) aZ = 2nR tE c

c where subscript c denotes the parameters for the equivalent cylindrical shell; R

. radius c

t

= thickness c

L

= length'of the cylinder c

800 15$

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p Lateral Loading Radial deflecticn for the colu,a due to load PR*

PR (3)

R 3EI wherc I = moment of intertia of one of the 20 columns.

For the equivalent cylinder:

20P 1)

(4)

R A

_ 2n R 3

R c

2DA (Reference 1)

Etcc 4

• 3 (1-v )

I A

where D =

2 2

2 12(1-v )

Rc c

Choosing Ec " E' 8"

c" t

and length L f r the equivalent cyclinder vere obtained from c

c

. the above fcur equations by equating the vertical and lateral

'I' deflections in the columns and the cyclindrical shell.

.T In the above derivation, radial (lateral) stiffness of columns has been equated to the radial stiffness of the cylindrical shell, 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 calculating the radial deflection of the cylindrical shell and is not additional.

Reference 1.

Timoshenko and Krieger, " Theory of Plates and Shells," p. 469, Equation 27 9, McGraw-Hill Book Company, 1959.

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