ML17258A190
| ML17258A190 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 09/24/1981 |
| From: | Maier J ROCHESTER GAS & ELECTRIC CORP. |
| To: | Crutchfield D Office of Nuclear Reactor Regulation |
| References | |
| TASK-03-06, TASK-3-6, TASK-RR NUDOCS 8109290528 | |
| Download: ML17258A190 (8) | |
Text
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REGULAlTOR'Y INFORMATION DISTRIBUTION SYSTEM (RIDS)
SUBJECT:
- Forwards results of seismic analysis L proposed mod for component cooling water surge tanks Results arel based, on criteria presented in Reg Guides 1.60 L 1.61-for 2g 2e'ro period acceler'ation earthquake, COPIES RECK'ED: LITR ENCL SIZE":
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A035S TITLEt:
SEP Topi cs ACCESSION NSR ~ 8109290528 DOC Q DATEi: 81/09/24 NOTARI'ZKD:
NO DOCKEtT FACIL~50 244 Robert Element Ginna Nuclear" PlantE Unit ii Rocheste'r G
05000244
'AUTH',NAMKl AUTHOR AFFILIAT'ION MAIERgJ,K ~
Rochester Gas 8 Electric Corp.
REC IP ~ VAMKI REClIPIENl AFF ILlIATIOiV CRUTCHF IELO'g D ~
Operating Reactors Branch 5
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S9 EAST AVENUE, ROCHESTER, N.Y. 14649 JOHN E.
ISA IER VICE PRESIOENT TELERMONE AREA CODE Tld 546-2700 September 24, 1981 Director of Nuclear Reactor Regulation Attention:
Mr. Dennis M. Crutohfield, Chief
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5 8-U. S. Nuclear Regulatory Commission Washington, D.C.
20555 tq
Subject:
SEP Topic III-6, "Seismic Consideration R.
E. Ginna Nuclear Power Plant Docket No. 50-244
Dear Mr. Crutchfield:
In our March 23, 1981 response to NUREG/CR-1821, "Seismic Review of the Robert E. Ginna Nuclear Power Plant as Part of the Systematic Evaluation Program", transmitted by letter dated January 7, 1981, RGGE noted that the seismic analysis for the Component Cooling'ater surge tank would be completed by August 1, 1981.
This analysis was completed, and reviewed during the September 9,
1981 visit to the RG&E offices by Dr. John Stevenson of the Seismic Review Team and Dr.
Tom Cheng of the NRC staff.
The results of this analysis, and a proposed modification, are attached.
It was determined that under the analyzed loading conditions, the conclusions made in NUREG/CR-1821 were correct.
.I The attached analysis results are based on criteria presented in Regulatory Guides 1.60 and 1.61, for a 0.2g zero-period acceleration earthquake.
This is substantially in excess of the requirements for the Ginna design, as given in NUREG/CR-1821, NUREG/CR-0098, and the site specific response spectra transmitted in the June 17, 1981 letter from Dennis M. Crutchfield to the SEP licensees.
An analysis of the surge tank to these latter criteria might indicate the lack of necessity for performing the recommended modifications.
- However, due td the relative simplicity of the modification, it is expected to be made during our next scheduled refueling outage, in the Spring of 1982.
The conceptual modifica-tion discussed in the attachment will be finalized to ensure that the seismic capability of the surge tank is acceptable.
Very truly yours, Po3S S
((I Attachment I 8109290M8 8i0924I I. P PDR PDR ADQCK 05000244
r Gilbel'C/COAlmOllWIalCh engineers and consultants GILBERT ASSOCIATES, INC., P. 0. Box 1498, Reading, PA 19603/Tel. 215-775-2600/Cable Gilasoc/Telex 836-431 July 17, 1981 Rochester Gas 6 Electric Corporation 89 East Avenue !"
Rochester, New, York 14649 Attn:
T.R. Weis JUL Q 0 RECO RE:
REF'inna Station Unit 1 CCWST Support Evaluation EWR 3315 RG&E P.O.
//N-55852 GAI W.O. //04-4824-021
- 1) 13N1-GR-T3018, 3-20-81
- 2) 13Nl-GR-T3168, 7-14-81
Dear Terry:
We have completed the evaluation of the Component Cooling Water Surge Tank Supports (items 5.
and 6. of reference
- 1) in accordance with the Design Criteria-.(reference 2).
The attached Analysis Report (item
- 7. of reference
- 1) presents a summary of the results.
As can be seen from the attachment, there are two components of the supports where Act-ual Stresses exceed the Stress Limits of the Design Criteria.
1)
The 7/8 inch diameter anchor bolts t'hat attach the tank saddles to the structural steel at El. 284'-3 have Actual Tension Stresses equal to 21.31 KSI, compared to a Stress Limit of 12.97 KSI.
2)
The 1/2 inch thick saddle base plates have Actual Bending Stresses equal to 76.73 KSI (considering an elastic an-alysis) in the local vicinity of the anchor bolts,. com-pared to a Stress Limit of 32.63 KSI.
In reality, yielding of the material would occur before these stress levels are achieved.
To lower these stresses, we propose the following relatively simple conceptual modification (item 8. of reference 1).
Additional anchor bolts could be installed between the saddle base plates and structural steel at El. 284'-3".
We estimate. that approximately two 1 inch diameter bolts 0
525 anneastcr Avcnoe. Reading. PA/Morgantown Roa4 Greco Nls. Rcasreg. PA 215 775.28M 209 East washington Avenue. Jackson, Ml 517 788300/80 pine street, HNr Yortr, 7tY 212 4124480
Gilbert/Commonwealth ~ sv ccnseaao P.0. 6ex 14% Rcafey. PA S83/Td. 25 715.2600/QA Gdasoc/Mex E$45 Rochester Gas 6 Electric Corp.
Attn:
T.R. Weis July 17, 1981 Page. per saddle would be required.
We would recommend in-stalling these bolts in round holes on the same side of the saddles as the existing bolts.
These bolts would provide longitudinal restraint for the tank, in addition to reducing the tensile and shear stresses on the existing bolts.
They may also be sufficient to reduce the bending stresses in the saddle base plates.
Xf they are not sufficient for that purpose, either an increased quantity of bolts (to further distribute the load) or local stiffening of the base plates may be required.
The increased quantity of bolts (if proven acceptable) might preclude having to do any welding on the saddles.
We believe the design of the above noted modification can be accom-plished for a relatively small change in budget and in a relatively short time frame.
Please review our proposal and advise if there is any further action you wish us to take.
Also, please call if you have any questions.
Very truly yours, ScR?
L.A. Sucheski Structural Engineer D.R. Campbell Project Structural Engineer LAS:DRC:gap cc:
R.E. Smith H.M. Mack J.L. Price F.L. Moreadith C.
Chen J.C. Herr S.S.
Hsieh N.R. Parikh 13N1-GR-L0832
r ANALYSIS REPORT Com onent Coolin Water Sur e Tank CCWST Su orts A.
Models The CCWST was considered to be an idealized single degree-of freedom rigid body supported by two saddle supports.
The saddle supports were considered to be fixed at the top at the weld joint connecting them to the tank body, and pin connected at the base at the anchor bolts connecting them to the supporting structural steel beams.
B.
Loads The three orthogonal components of SSE seismic loads were de-termined by 1) considering the support system (combined saddle and beam) frequency in each direction, respectively,
- 2) using damping equal to 3% of critical damping, and 3) interpolating between floor response curves at elevations 271'-0" and 315'-0".
Pressure and temperature loads were determined considering the tank design conditions (section 7.0 of the Design Criteria) and the lateral stiffness of the supporting structural steel beams.
C.
Stresses Stresses were calculated by hand using conventional formulas for stress and strain.
II.
Anal sis Results Nomenclature is consistent with the definitions given in section 8.0 of the Design Criteria (unles's noted).
Only maximum Actual Stresses resulting from the load combinations specified in the Design Criteria are presented below.
Also, only controling Stress Limits are defined.
Com onent/Location Actual Stress KSI Stress Limit KSI A.
Saddle 1.
All Vertical Plates 2.
Corner of Outside Vertical Flange Plate
= 1.16 5,+ a~
= 32.23 1.5S'= 21.75 2.25S
= 32.63 3.
Shear Stress in Vert-ical Flange Plates T
= 2.30 Not defined by ASME code for Class III plate and shell structures, consid-ered acceptable
Com onent/Location Actual Stress KSI Stress Limit (KSI 4.
Shear Stress in Vert-ical Web Plate
= 0.39 5.
Horizontal Base Plate
<,+<, = 76 ~ 73
= 33 17 V = 16.14 2.25S
32.63 S
F
= 2.25S
= 36.90 v
Anchor Bolts 1.
Shear Stress 2.
Tension Stress
~v = 15.90 Zt = 21.31 Fv = 1.6S' 16.00 Ft = 1.6(26)-1.8'E
= 12.97
0