NRC Generic Letter 1979-04
| ML031290521 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley, Hatch, Monticello, Dresden, Peach Bottom, Browns Ferry, Salem, Nine Mile Point, Indian Point, Kewaunee, Point Beach, Cooper, Pilgrim, Prairie Island, Brunswick, Surry, Turkey Point, Vermont Yankee, Duane Arnold, Farley, Robinson, Cook, Quad Cities, Humboldt Bay, Zion, FitzPatrick, 05000000, Trojan |
| Issue date: | 01/18/1979 |
| From: | Grimes B Office of Nuclear Reactor Regulation |
| To: | |
| References | |
| NUDOCS 7903080173, GL-79-004 | |
| Download: ML031290521 (4) | |
06-S4 S16-3 (o .UNITED STATES
At NUCLEAR REGULATORY COMMISSION
j 1J 0 WASHINGTON, D. C. 20555 January 18, 1979 To All Power Reactor Licensees oe~--z- 79- V
Gentlemen:
Our letter of April 14, 1978, provided NRC Guidance entitled,
"Review and Acceptance of Spent Fuel Storage and Handling Applications." Enclosed are modifications to this document for your information and use. These involve pages IV-5 and IV-6 of the document and comprise modified rationale and corrections.
Sincerely,
_ 2-7 Brian K. Grimes, Assistant Director for Engineering and Projects Division of Operating Reactors Enclosure:
Pages IV-5 and IV-6 cc w/enclosure:
Service List
2903080173 9
In order to determine the flexibility of the pool wall it is acceptable for the licensee to use equivalent mass and stiffness properties obtained from calculations similar to those described in
"Introduction to Structural Dynamics" by J. M. Biggs published by McGraw Hill Book Company. Should the fundamental frequency of the pool wall model be higher than or equal to 33 Hertz, it may be assumed that the response of the pool wall and the corres- ponding lateral support to the new rack system are identical to those of the base slab, for which appropriate floor response spectra or ground response spectra may already exist.
(6) Structural Acceptance Criteria When AISC Code procedures are adopted, the structural acceptance criteria are those given in Section 3.8.4.I.5 of the Standard Review Plan for steel and concrete structures. For stainless steel the acceptance criteria expressed as a percentage of yield stress should satisfy Section 3.8.4.Il.5 of the Standard Review Plan. When subsection NF,Section III, of the ASME B&PV Code is used for the racks, the structural acceptance criteria are those given in the Table below. When buckling loads are considered in the design, the structural acceptance criteria shall be limited by the requirements of Appendix XVII-2110(b) of the ASME Boiler and Pressure Vessel Code.
For impact loading the ductility ratios utilized to absorb kinetic energy in the tensile, flexural, compressive, and shearing modes should be quantified. When considering the effects of seismic loads, factors of safety against gross sliding and overturning of racks and rack modules under all probable service conditions shall be in accordance with the Section 3.8.5.II-5 of the Standard Review Plan. This position on factors of safety against sliding and tilting need not be met provided any one of the following conditions is met:
(a) it can be shown by detailed nonlinear dynamic analyses that the amplitudes of sliding motion are minimal, and impact between adjacent rack modules or between a rack module and the pool walls is prevented provided that the factors of safety against tilting are within the values permitted by Section 3.8.5.Il.5 of the Standard Review Plan.
(b) it can be shown that any sliding and tilting motion will be contained within suitable geometric constraints such as thermal clearances, and that any impact due to the clear- ances is incorporated.
(7) Materials, Quality Control, and Special Construction Techniques:
The materials, quality control procedures, and any special con- struction techniques should be described. The sequence of in- stallation of the new fuel racks, and a description of the pre- cautions to be taken to prevent damage to the stored fuel during IV-5
TABLE
Load Combination Elastic Analysis Acceptance Limit D+ L Normal limits of NF 3231 .a D+L+E Normal limits of NF 3231 .1a D + L + To Lesser of 2Sy or Su stress range D + L + To + E Lesser of 2Sy or Su stress range D + L + Ta + E Lesser of 2Sy or Su stress range D + L + Ta + E Faulted condition limits of NF 3231.1c Limit Analysis
1.7 (D + L) Limits of XVII-4000 of Appendix XVII
of ASME Code Section III
1.7 (D + L + E)
1.3 (D + L + To)
1.3 (D + L + E + To)
1.1 (D + L + Ta + E)
Notes: 1. The abbreviations in the table above are those used in Section 3.8.4 of the Standard Review Plan where each term is defined except for Ta which is defined as the highest temperature associated with the postulated abnormal design conditions.
2. Deformation limits specified by the Design Specification limits shall be satisfied, and such deformation limits should preclude damage to the fuel assemblies.
3. The provisions of NF 3231.1 shall be amended by the requirements of the paragraphs c.2, 3, and 4 of the Regulatory Guide 1.124 entitled "Design Limits and Load Combinations for Class 1 Linear-Type Component Supports."
IV-6
J
Consolidated Edison Company - -
of New York, Inc.
cc: White Plains Public Library
100 Martine Avenue White Plains, New York 10601 Joseph D. Block, Esq.
Executive Vice President -
Administration Consolidated Edison Company of New York, Inc.
4 Irving Place New York, New York 10003 Edward J. Sack, Esq.
Law Department Consolidated Edison Company of New York, Inc.
4 Irving Place New York, Hew York 10003 Anthony Z. Roisman Natural Resources Defense Council
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-Natural Resources Defense Council
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