ML20054D103
| ML20054D103 | |
| Person / Time | |
|---|---|
| Site: | Perry  |
| Issue date: | 04/19/1982 |
| From: | Davidson D CLEVELAND ELECTRIC ILLUMINATING CO. |
| To: | Schwencer A Office of Nuclear Reactor Regulation |
| References | |
| RTR-NUREG-CR-0793, RTR-NUREG-CR-793 NUDOCS 8204220345 | |
| Download: ML20054D103 (26) | |
Text
-
- THE CLEVELAND ELECTRIC ILLUMIN ATING COMPANY P O BOX 5000 m CLEVELAND. OHIO 44101 m TELEPHONE (216) 622-9800 m ILLUMINATING BLDG e 55 PUBLIC SOUARE Serving The Best Location in the Nation Daiwyn R. Davidson G
ViCE PRF SiOENT U
D S f S TE M E NGINE ERING AND CONSTRUCTION h,
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-11 April 19, 1982
. C
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' 1 Mr. A. Schwencer
. p7,,r,..:-o b.
Chief, Licensing Branch No. 2 T,
M9M'UA
/p Division of Licensing
/
U. S. Nuclear Regulatory Commission Cu
,a jj'".
Washington, D. C.
20555 Perry Nuclear Power Plant Docket Nos. 50-440; 50-441 Structural Engineering Branch
Dear Mr. Schwencer:
In a meeting with the Structural Engineering Branch from December 1-4, 1981, several action items were identified.
This letter forwards responses for two of those' action items.
Very Truly Yours,
)
f W
Vie da Dalwyn R. Davidson Vice President System Engineering and Construction DRD: mlb cc: Jay Silberg, Esq.
John Stefano Max Gildner i
go l a
.c
/ /
4220345 820419 A
ADOCK 05000440 PDR
.., _ ~.,.
w ITEM 11 Buckling - meeting in Bethesda With respect to buckling considerations of steel containment provide:
(a) Discuss specific methods of analysis of the containment for buckling.
(b) If buckling analysis given by Div. 1 NE was used solely, give justification why use of such analysis is sufficient.
(c) If other methods are used, describe and justify such usage.
(d) Specifically discuss the impact of opening and discontinuities of the vessel such as the equipment hatch, main steam line penetrationa, and personnel access airlock on the applicability of the analysis.
(e) Provide further justification to supplement the response of Question 220.18 on NUREG/CR-0793, and elaborate on the specific issues raised on the question.
4 In order to expedite the NRC review of these issues, NRC requests that a meeting be set up in timely fashion to discuss these issues.
Response
The responses to items (a) through (e) of this action item were presented at-a meeting at the Nuclear Regulatory Commission-Bethesda on February 11, 1982. A brief summary of our responses is provided below.
(a) The Newport News Industrial Corporation, the designer / fabricator / erector of the steel containment vessels, presented a detailed summary of buckling analyses performed on the cylinder and dome buckling. This presentation expanded on the information provided in FSAR Section 3.8.2.4.3.f and concluded that buckling was not a problem.
L
~
Item 11 (page 2) continued (b) ASME Code, Division 1, Subsection NE was not used solely. As descr,ibed by the discussion of Sub-question (a) above, computer analyses were performed to evaluate the buckling capacity of the dome, and the cpproach described in Structural Analysis of Shells by E. H. Baker, et. al., was used to evaluate the buckling capacity of the cylinder. This work has subsequently been supplemented by additional analyses described below.
(c) In addition to the buckling evaluations described above, the cylinder portion of the containment vessel above the annulus concrete at El. 598'-4" has been evaluated by the procedure of ASME Code Case N-284 (by formula).
The attached tables provide a summary of the results of this evaluation.
The terms at the top of the tables are defined in the code case. Table 3 provides a summary of the results from the intcraction equation evaluation of the combined meridional and circumferential stresses. The results obtained from the interaction evaluation are to be less than 1.0 for the vessel to satisfy the buckling requirements of the code case.
All areas of the vessel satisfy the interaction equations of Section 1713.1.1(b) of the code case by considering the seismic loads to be uniform around the circumference of the containment vessel.
(d) According to the discussion in the ASME Code Case N-284, " Studies and experience have shown that penetrations which are fully reinforced according to the Code rules, and which have an inside diameter that is rmall compared to the vessel diameter, will not reduce the buckling strength of the overall structure." It goes on to emphasize that both the buckling check by formulae or by analysis "may be used without special consideration of properly reinforced penetrations that have an inside diameter not greater than 10% of the vessel diameter." The above conclusions have been confirmed by testing performed at the Los Alamos Scientific Laboratory and are summarized in Reference 2.
The buckling
s Item 11 (page 3) continued failure of steel cylinders is dominated by fabrication imperfections rather than by small penetrations. NUREG/CR-2165 (Reference 3) states i
thatevenforacutoutsizeaslargeasr/jRt=3.64,itisnotclear that even the unreinforced cutout significantly changes the buckling load. All of the penetrations in our containment vessel except the equipment hatch have a penetration inside diameter less than 10 percent of the vessel diameter. The personnel airlocks are approximately 8.3 percent of the vessel diameter while the main steam penetrations are only 3.5 percent of the vessel diameter.
It is our conclusion, based on the above discussion, that the overall buckling capacity of the containment is not reduced by small penetrations.
The equipment hatch penetration which has an inside diameter of 240 inches does not satisfy the criteria of Code Case N-284.
- However, penetrations which have a diameter greater than 10 percent of the vessel diameter are addressed by the NUREG/CR-2165.
According to the conclusions section of this publication, when a cutout is made in a fabricated steel shell of poor quality (low P/Pei or low value of knockdown factor), the buckling load may be reduced only slightly or not at all by the cutout, and reinforcement will have little or no effect.
In this case, the margin to failure is ensured by the conservative knockdown factor required by the ASME Code Case N-284.
It goes on to add that reinforcement of cutouts, according to the ASME area replacement method (ARM), should ensure that if the buckling strength of the shell is not governed by initial imperfections, the effect of the cutout will be reduced by the reinforcement and the margin to failure will be increased above the value ensured by the use of a conservative knockdown factor.
(e) As requested by the NRC, NUREG/CR-0793 (Reference 4) was reviewed and compared with the method used here. The major concern raised by
m 9
Item 11 (page 4) continued) l NUREG/CR-0793 in Section 5 of that report which applies to the Perry containment vessel is restated below:
4 "The criteria of part (b) of the current ASME Pressure Vessel Code (3b) are conservative for the loading conditions for which they are defined. As presently defined, however, they are not applicable to combined loading _ of stiffened structures."
(Reference 3b is NE-3222.)
The criteria-for the design of the Perry containment vessel, the approach described in Structural Analysis of Shells, is developed for stiffened
)
cylinders.
In addition, as described for Subquestion (c) above, the i
containment vessel also satisfies the interaction equations of Section 1713.1.1(b) of ASME Code Case N-284.
This provision of the code case is developed for stiffened cylinders and combined loads, since the equation applies for cases where the meridional stress, 6 is greater than or equal to one-half of the circumferential stress, 60s(0$s#.560s)*
Therefore, if the maximum compressive stresses are assumed to be uniformly distributed over the shell, conservative results are obtained from the buckling evaluation. Also, it is important to note that the above uniform e
compressive stresses are based on a dynamic stress analysis for all dynamic loadings including earthquake, steam relief valve actuation,
{
condensation oscillation, chugging, and pool swell.
Section 4.5.1.5 of l
NUREG/CR-0793 concludes that the use of these dynamic stress results as a static uniform stress in the structure is a conservative approach in evaluating dynamic buckling.
l'
References:
+
i j
j 1.
Cases of the ASME Boiler and Pressure Vessel Code, Case N-284, " Metal
[
Containment Shell, Buckling Design Methods,Section III, Division 1, I
Class MC."
d at
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n
+
Item 11 (page 5) continued 2.
" Containment Buckling Program," by Anderson, C.A.; Bennett, J.G.;
Los Alamos Scientific Laboratory, as submitted to the Ninth Water Reactor Safety Research Information Meeting, October 26-28, 1981, Washington, D.C.
3.
NUREG/CR-2165, "An Investigation of Buckling of Steel Cylinders with Circular Cutouts Reinforced in Accordance with ASME Rules," Los Alamos Scientific Laboratory.
4.
NUREG/CR-0793, " Buckling Criteria and Application of Criteria to Design of Steel Containment Shell," Final Report January 1978 -
March 1979, by Seide, P.; Weingarten, V.; and Masri, S.,
International Structural Engineers.
1 I
t Item 11'(page 6) continued TABLE 1 LOCAL BUCKLING - AXIAL COMPRESSION ELEVATION M.
o.
f I
"$L
$eL o FS rt g
(PSI)
(PSI)
(219) 592'-610' 6.66 0.265 3290.
0.605 35066.
24830.
(653) 610'-655' 19.86 0.252 2535.
0.605 35066.
20119.
l (606) 4 665'-715' 18.43 0.252 1858.
0.605 35066.
14746.
(140) 715'-727' 4.26 0.346 1016.
0.605 35066.
5873.
1 TABLE 2 LOCAL BUCKLING - EXTERNAL PRESSURE ELEVATION a0L g
C 6
0r "hel Os (PSI)
(PSI) 0 FS 0
I
+
592'-610' O.8 1331.
0.153 8868.
3328.
610'-665' O.8 384.
0.048 2782.
960.
665'-715' O.8 415.
0.052 3014.
1038.
l 715'-727' O.8 415.
0.254 14722.
1038.
t F
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Item 11 (page 7) continued TABLE 3 INTERACTION EQUATION ELEVATION VALUE 592'-610' O.81 610'-665' O.68 665'-715' O.51 I
715'-727'
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