L-89-351, Requests Approval to Use Code Case N-468 at Plants
| ML17347B603 | |
| Person / Time | |
|---|---|
| Site: | Turkey Point, Saint Lucie  |
| Issue date: | 02/27/1990 |
| From: | Goldberg J FLORIDA POWER & LIGHT CO. |
| To: | NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM) |
| References | |
| L-89-351, NUDOCS 9003140395 | |
| Download: ML17347B603 (5) | |
Text
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ACCESSION NBR~9003140395 DOC.DATE: 90/02/27 NOTARIZED:
NO DOCKET I FACIL:50 2'50 Turkey Point Plant, Unit 3, Florida Power and Light C 05000250 50-251 Turkey Point Plant, Unit 4, Florida Power and Light C 05000251 AUTH.NAME AUTHOR AFFILIATION GOLDBERG,J.H.
Florida Power
& Light Co.
RECIP.NAME RECIPIENT AFFILIATION Document Control Branch (Document Control Desk)
SUBJECT:
Requests approval to use Code Case N-468 at plants.
DISTRIBUTION CODE:
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TITLE: OR Submittal: General Distribution NOTES:
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P.O. Box14000, Juno Beach, FL 33408-0420 U. S. Nuclear Regulatory Commission Attention:
Document Control Desk Washington, D.
C.
20555 Gentlemen:
FEBRVARY. 2 7 1990 Re:
St. Lucie Units 1 and 2
Docket Nos.
50-335 and 50-389 Turkey Point Units 3 and 4
Docket Nos.
50-250 and 50-251 American Societ of Mechanical En ineers Code Case N-468 ASME The subject Code Case was approved on March 8,
1989 and was published by ASME July 1, 1989.
A copy is attached.
In accordance with Article NCA-1140 of the ASME Section III Code, Florida Power 6 Light Company (FP&L) hereby reguests approval from the Commission to use the Code Case at St. Lucie Units 1 and 2 and Turkey Point Units 3 and 4.
Very truly yours, J.
H. Goldberg Executive Vice Pre ident JHG/JNB/gmp CC:
Stewart D. Ebneter, Regional Administrator, Region II, USNRC Senior Resident Inspector, USNRC, Turkey Point Plant Senior Resident Inspector, USNRC, St. Lucie Plant I
9003140395 900227 PDR ADOCK 05000250 p
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CASES OF ASME BOILER AND PRESSURE VESSEL CODE CASE N-468 Approval Date: March 8, 1989 See Numeric Index for expiration and any reaffirmation dates.
Case N-468 Alternate Method of Earthquake Description for Class 2 and 3 Piping at Low Seismicity SitesSection III,Division 1 Inquiry: What alternatives to the Earthquake De-scription (loads) given in Section III, Division 1, Ap-pendix N, para. N-1210 are acceptable for use in earth-quake analysis ofClass 2 and 3 piping at low seismicity sites? Low seismicity sites are defined as sites which have Safe Shutdown Earthquake zero period ground accelerations equal to or less than 0.15g.
Reply: It is the opinion of the Committee that for Section III,Division 1, Class 2 and 3 construction that a simplified load coefficient method may be used to describe equivalent static earthquake loads on piping at low seismicity sites as follows:
Ept = KAW where Frt= total force applied to mass distribution of the system in the ith x, y, or z global direction.
In general, three directions ofexternal forces, one vertical and two horizontal (nominal E-W and N-S), will be used in developing the resultant forces, moments, and reactions in the local 1, 2, or 3 corrdinate system of the piping. These resultant separate forces, mo-ments, and reactions will then be combined on the SRSS basis to account for independence of seismic input directions.
A=the design basis zero period ground acceler-ation defined for the site.
W= weight of the component expressed as 1.0g m where g is the acceleration of gravity and m is the mass of the piping.
K=d K, K,= a coefficient which accounts for the shape of the applicable design ground and amplified or floor response spectra used to define a generic or site specific seismic design basis. The factor Ki on a site specific basis is chosen such that the mean values of the piping moments and support reactions are within 25 percent of the largest moment or reaction on a system using the simplified load coefficient method are equal to those determined from response spec-tra modal analysis, RSMAM, at the site.
d = 1.2 (for moments in the piping system) and 1.0 (for reaction loads)
These design margins provide at least a 20 percent additional margin for the standard problems when the simplified LCM is used.
The difference value ofd for moments versus reaction loads are due to the observed con-sistent conservatism in the ratio ofRSMAM/
LCM results for reaction loads of approxi-mate 75 percent as compared to the ratio of RSMAM/LCMmoment results in the "stan-dard" piping systems.
The equivalent static load defined herein is the inertia component of earthquake load. Earthquake loads re-sulting from seismic anchor motion are not included.
This Case number shall be shown in documentation on the Code Data Report when this method is used.
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