ML18018B479
| ML18018B479 | |
| Person / Time | |
|---|---|
| Site: | Harris  |
| Issue date: | 11/15/1983 |
| From: | Mcduffie M CAROLINA POWER & LIGHT CO. |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| LAP-83-530, NUDOCS 8311280103 | |
| Download: ML18018B479 (8) | |
Text
REGULATORY QORNATION DISTRISUTION SYQN (RIDS)
ACCESSION NBR;8311280103 DOC ~ DATE: 83/11/15 NOTARIZED:
NO DOCKET FACIL:50 000 Shear on Harris Nuclear Power Plantg Unit 1< 'Carolina 05000000
'0 401 Shearon Harris Nuclear Power Planti Unit 2~ -Carolina 05000401 AUTH~ NAME AUTHOR AFFILIATION MCDUFFIEgM.A, Car ol ina f'ower L Light Co, AEC IP ~ NAME RECIPIENT AFFILIATION DENTONzH ~ RE Office of Nuclear Reactor Regu)ationz Director SUBJECTS Forwards revised >>response to,draft SER Open Item -.303 re design loading combinations for ASME Code Cl-ass lr2 8
3 piping supports, Open stem'considered confirmatory per 831110 meeting.
DISTRIBUTION CODE'001S COPIES RECEIVED!LTR ENCL SIZE'
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NRA/OHFS/HFEB40 NRR/DHFS/PSRB NRR/DSI/AEB 26 NRR/DSl/CPB 10 NRR/DSI/ICSB 16 NRR/DSI/PS B
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ACRS 41 Dt19/OSS (AMOTS)
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Carolina Power & Light Company NOV 1S )g83 SERIAL:
LAP-83-530 Mr. Harold R. Denton, Director Office of Nuclear Reactor Regulation United States Nuclear Regulatory Commission Washington DC 20555 SHEARON HARRIS NUCLEAR POWER PLANT UNIT NOS.
1 AND 2 DOCKET NOS ~ 50-400 AND 50-401 DRAFT SAFETY EVALUATION REPORT RESPONSES TO REQUESTS FOR ADDITIONAL INFORMATION MECHANICAL ENGINEERING BRANCH
Dear Mr. Denton:
In response to the Draft Safety Evaluation Report (DSER)
Open Item Number 343 from the Mechanical Engineering
- Branch, a meeting was held in
- Bethesda, Maryland, on November 10, 1983.
As committed to in that meeting, Carolina Power
& Light Company hereby submits the attached discussion of the design of Class 1,
2, and 3 piping component supports for the Shearon Harris Nuclear Power Plant.
Based on this letter and discussions at the November 10, 1983 meeting, Open Item 343 is to be considered confirmatory.
If you have any questions on this subject or require additional clarification, please contact our staff.
Yours very truly, 8311280103 831115 PDR ADOCK 05000400 E
PDR Mo Ao McDuffie Senior Vice President Nuclear Generation JHE/pgp (8490COM)
Enclosures cct Mr. B. C. Buckley (NRC)
Mr. G. F. Maxwell (NRC-SHNPP)
Mr J.
P. O'Reilly (NRC-RII)
Mr Travis Payne (KUDZU)
Mr. Daniel F. Read (CHANGE/ELP)
Mr. R.
P. Gruber (NCUC)
Chapel Hill Public Library Wake County Public Library Mr Wells Eddleman Dr. Phyllis Lotchin Mr John D. Runkle Dr Richard D. Wilson Mr. G.
O. Bright (ASLB)
Dr. J.
H. Carpenter (ASLB)
Mr. J. L. Kelley (ASLB) 411 Fayetteville Street o P. O. Box 1551 o Raleigh, N. C. 27602
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Shearon Harris Nuclear Power PJ.ant DSER Open Item 343 Revised Res onse A tabulation of design loading combinations for ASME Code Class 1,
2, and 3
piping component supports for Shearon Harris is included as Attachment 1.
Included in Attachment 1 are footnotes defining the basis for allowable stress levels and the upper limit in terms of yield stress and the components which make up the yield stress.
This table indicates that pipe supports for Shearon Harris are designed in compliance with AISC Codes for all conditions except large LOCA plus design basis earthquake.
The design for large LOCA plus design basis earthquake giqits the allowable stress to 1.5 times the AISC allowable normal stress
~ ~.
This limit maintains the allowable stress below yield for all plant conditions.
Critical Bucklin Desi n Criteria The maximum buckling stress for supports/restraints is limited to 2/3 of the critical buckling stress for dead weight + LOCA thermal + DBE + get impingement.
Two-thirds the critical buckling stress for Shearon Harris is further defined by the attached curve labeled "Appendix F Curve
= 2/3 CRC Curve" shown on Attachment 2.
Faulted/Faulted Desi n Criteria For Shearon Harris the design stress for supports/restraints is limited to 1.5S for the Faulted/Faulted condition (large LOCA + design basis earthquake),
provided the following criteria are also met.
1.
Buckling stress is limited to 2/3 critical buckling stress (as described in the above paragraph).
2.
Material yield stress is.not exceeded.
3.
1.5S includes combined tension
+ bending stress.
4.
Loads on bolts are limited to the normal allowable loads in AISC.
5.
Loads on concrete expansion anchors are limited to a 4: 1 factor of safety of ultimate load (sleeve type and self drilling expansion anchors are not used at SHNPP).
Allowable normal stress for tension
= 0.66 x yield stress for compact sections Allowable normal stress for tension
= 0.60 x yield stress for noncompact sections Allowable normal stress for shear
= 0.40 x yield stress for shear stress
ATTACHMENT 1 SHEARON HARRIS NUCLEAR POMER PLANT DESIGN LOADING COMBINATIONS FOR ASME CODE CLASS 1, 2
AND 3 PIPING SUPPORTS (ESSENTIAL SYSTEMS)
PLANT CONDITION DESIGN NORMAL SYSTEM CONDITION DESIGN NORMAL SHNPP AISC ALLOW-STRESS PLANT A
PLANT 8 UPSET EMERGE NCY UPSET EME RGE NCY 1
33S 1 33S 1 33S 1 ~ 5S 1-6S FAULTED EMERGE NCY 1
33S 1 33S
- 1. 5S 1
6S FAULTED FAULTED 1
33S 1-5S
- 1. 5S
- 1. 6S S
=
ALLOWABLE NORMAL STRESS FOR TENSION
0 66 X YIELD STRESS FOR COMPACT SECTIONS ALLOWABLE NORMAL STRESS FOR TENSION
0 ~ 60 X YIELD STRESS FOR NONCOMPACT SECTIONS
'LLOWABLE NORMAL STRESS FOR SHEAR
= 0.40 X YIELD STRESS FOR SHEAR STRESS (8490COMccc)
ATTACHMENT 2 C
BUCKLING GURVES FOR GENTRALLY LOAOFD GOLUMNS Critical Curve 0-Yield Stren th CRC Column Strength Curve Euler Curve QI-K V)IljK I
0 Appendix XVil-22433 Equations 4,556 (Also AISC)
Eq.4.
SHNPI Appendix F Curve
= x CRC Curve 2
3 Eq.5,6 O
0.0 -
0.2 0.4 z,-f 0.6 0.8 1.0 f.2
).4 1.6 P = SLENDERNESS RATED LAMSDA=-
Kr 4.8 2.0
C
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