ML20209B893
| ML20209B893 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Diablo Canyon |
| Issue date: | 01/06/1983 |
| From: | Polk H Office of Nuclear Reactor Regulation |
| To: | Schierling H Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML20209B155 | List:
|
| References | |
| FOIA-86-151 NUDOCS 8302010014 | |
| Download: ML20209B893 (1) | |
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UNITED STATES E 'y 3 cq ; 'g NUCLEAR REGULATORY COMMISSION
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JAN 6 1903 MEMORANDUM FOR: Hans Schierling, Project Manager Licensing Branch No. 3 Division of Licensing FROM:
Harold Polk, Structural Engineer Structural Engineering Branch Division of Engineering
SUBJECT:
RESPONSE TO TELEDYNE REQUEST FOR INFORMATION CONTROL NUMBER 5511-0151 Attached is our response to Teledyne request for information, control number 5511-0151. The first part of the response addresses the questions about the nodes used in making the envelope floor response spectra for the Elev.140 floor. The second part addresses the question of the location of the maximum response in.the concrete for fan cooler section 5 whereas the maximum response for the other fan sections is in the structural steel.
This information is to be transmitted to Teledyne to close the Request for Information 5511-0151.
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r-Harold Polk, Structural Engineer Structural Engineering Branch Division of Engineering
Enclosure:
As stated cc:
J. Knight P. Kuo G. Knighton
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BROOKHAVEN NATIONAL LABORATORY
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Upton. Long Island. New York 11973 Structural. Analysis Division (516) 282s Department of Nuclear Energy FTS 666' 2448 Building 129 Decemb'er 22,1982 Dr. P.T. Kuo Structural Engineering Branch Room No. 550 Phillips Building 7920 Norfolk Avenue US Nuclear Regulatory Commission Bethesda, MD 20014
SUBJECT:
REQUEST FOR INFORMATION BY TES.
REFERENCES:
(1) NUREG/CR-2834, " Independent Seismic Evaluation of the Diablo Canyon Unit 1 Containing Annulus Structure and Selected Piping Systems.
(2) TES RFI Control No. 5511-0151.
(3) TES RFI Control No. 5511-0152.
Gentl eman:
This leter is in response to four questions raised in Ref. 2 regarding the work reported in Ref.1.
The answers regarding the questions raised in Ref. 2 are:
(1) Spectra at the following nodes are used to calculate the fourth floor spectra:
(a) Section 1 (page 91 of Ref.1) 366; 369; 373; 377; 380; 383.
(b) Section 2 (page 92 of Ref.1) 386; 389; 392; 395; 398.
(c) Section 3 (page 93 of Re.f.1) 401; 404; 407; 410.
(d) Section 4 (page 94 of Ref.1) 319; 322; 326; 330.
(e) Section 5 (page 95 of Ref.1) 334; 335; 338; 342; 348; 354; 359; 363.
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w (2) The spectra for fan cooler locations four and five show a signifi-cant peak around 10-15 cps while the other three locations have no such peak.
The peak at fan cooler location five is due to the re-sponse of node 342 which is a concrete slab node.
The peak at lo-cation 4 is due to the response at node 330 which is in the steel framing. The question was raised as to why node 342 was the only one of the concrete nodes exhibiting such a peak.
An investigation of the mode shapes indicate that the 342 peak.
is due to mode 8 (see page 35 of Ref.1).
This mode is associated with an axial extension of the columns attached to nodes 344 and 337.
If the mass acting in the concrete slabs is assumed to be uniformly distributed over the slab the modes associated with colunn extensi.on can be shown to have a frequency of about 20-25 cps.
A more detailed review of the nodal masseg/ inch while the largest show that node 342 has an attached equipment mass of 104.8 lb sec associated with the fourth section of the slab is 81.8 lb masg/ inch.
sec In addition, the column at node 318 is only 406.8 inches long, while all of the columns around fan cooler five are 592.8 inches long.
Both of these factors will tend to reduce the frequency of the column mode around fan cooler location five. This is probably the reason that the spectral peak at this location occurs around 13 cps. The other concrete locations would be ex-pected to have peaks closer to 20-25 cps.
l In closing the discussions dealing with this item, it is worth-while to mention that this particular behavior of the fourth floor was pointed out in the NUREG in a brief discussion dealing with the modes (see Ref.1, page 27, end of second paragraph).
The response to the questions raised in Ref. 3 require code modifications so that modal masses and participation factors may be obtained as output and modification of the model so that the elevation 140 slab may be pinned at the cranewal l. The results will be made available to you as soon as the work is completed.
Y Sinc r ly yours.
ll rf' Head
))0 is Reich, Structural Analysis Division MR/dv
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