ML20070H273
| ML20070H273 | |
| Person / Time | |
|---|---|
| Site: | Clinch River |
| Issue date: | 12/21/1982 |
| From: | Longenecker J ENERGY, DEPT. OF, CLINCH RIVER BREEDER REACTOR PLANT |
| To: | Check P Office of Nuclear Reactor Regulation |
| References | |
| HQ:S:82:160, NUDOCS 8212230300 | |
| Download: ML20070H273 (13) | |
Text
-
O Department of Energy l
Washington, D.C. 20545 Dacket No. 50-537 HQ:S:82:160 DEC 211982 l
l Mr. Paul S. Check, Director CRBR Program Office Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, D.C.
20555
Dear Mr. Check:
STRUCTURAL MARGIN BEYOND DESIGN BASE LOADS ON THE REACTOR VESSEL SUPPORT LEDGE Enclosed is the subject analysis that was requested at the December 9, 1982, meeting between the Applicant and the Nuclear Regulatory Commission staff.
If you have any questions, please call W. Pasko (FTS 626-6096) of the Project Office Public Safety Division.
Sincerely,
. On tAtt L"-
hn R. Longenecker Acting Director, Office of Breeder Demonstration Projects j
Office of Nuclear Energy l
l Enclosure I
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8 SMBDB ANALYSIS REACTOR VESSEL SUPPORT LEDGE
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1.
neauirements. Loads and Allowable stream m The SMBDB is a third level margin design loading.
The SKBDB conditions are defined by a dynamic load on the ledge from the Reactor System.
The layout of the reactor vessel ledge support is shown in Fig. 1.
The dynamic load was provided as time-histories of vertical and toroidal loads.
Figures 2 and 3 show the time-histories of the loads.
In addition to the dynamic load, dead load, live load and thermal loads due to normal operating conditions were included.
The aplicable load combination is:
1.6 S = D + L + To + A Where:
D
=
Dead Load L
Live Load
=
To Thermal Loads Due to Normal Operating Conditions
=
A
=
SMBDB Load S
=
Required section strength based on the elastic design methods and the allowable stresses defined in Part 1 of the AISC Manual of Steel Construction
-For plate elements the allowable stresses are the same as for load combinations 6, 8 or 10 of the Design Basis Conditions (Table I).
For buckling the allowable stresses are those given in Table II for load combinations 5 to 10.
Load combinations are given in Table III.
2.
Method of Analysis The analysis was performed using the computer program STARDYNE.
It consisted of two parts.
The first part was simplified dynamic analysis to obtain an equivalent dynamic load factor.
The second part consisted of an equivalent static analysis on a detailed finite element model, with a load equal to the peak of the time-history l
multiplied by the equivalent dynamic load factor.
The first part of the analysis used four different models.
The first model consisted of a two degree of freedom system representing respectively the ledge and the
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=.=.s.........m Reactor Cavity below.
Parametric studies conducted with this model showed that the ledge responses were relatively insensitive to the cavity properties.
An equivalent dynamic load factor of 1.6 was calculated from this model.
The other three models for dynamic analysis consisted of finite element representations of 100 sectors of the ledge.
100 is the typical angle between brackets.
The models represented respectively, sections'with a full bracket, with a cut-out bracket, and with a cut-out bracket with a box column.
The cavity was represented by an equivalent mass and spring.
It was found that if an equivalent dynamic factor of 2 was used, the highest stresses in all the models were enveloped.
Therefore, a dynamic load factor of 2 was adopted.
The detailed stress analysis was conducted with the same 900 model used for the design basis conditions.
The peaks of the SMBDB force time-histories were multiplied by a factor of two and applied as equivalent static forces.
In the static analysis four cases were considered.
They represented the four possible combinations of signs of the two loads.
The results of the four cases were enveloped.
3.
Results Tables IV and V summarize the calculated stresses and compare them with the allowable values.
In all cases the calculated stresses did not exceed the stress limits.
l l
For the bolt sleeves, which are not listed in the Tables, buckling was verified using the interaction equations of Section 1.6.1 of the AISC Manual of Steel Construction and the requirements were met.
The maximum compressive stress in the box column is 30.5 kai which is less than the limit, 34.6 ksi.
In the box column verification the compressive stresses due to bending were added to the axial stresses and compared with the axial allowable.
This is a conservative approach.
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/29 75 5 ggo TIME (MSEC) i SMBDB VERTICAL FORCE HISTORY FOR AEACTOR VESSEL SUPPORT LEDGE Figure 2 a.
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. TOROIDAL MOMENT HISTORY FOR REACTOR VESSEL SUPPORT LEDGE Figure 3 -
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TABLE I STRESS INTENSITY LIMITS FOR PIATE ELEMENTS Units:
ksi r may resses Load Primary Plus Secondan Stresses Combinations Membrane Membrane Plus Beriding 1 to 4 Normal 26.7 40.0 80.0 Upset (23.3)
(35.0)
(70.0) 5 to 10 Faulted 56.0 56.0 80.0 (49.0)
(4 9. 0)
(70.0)
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TABLE T_T_
j ALLOWABLE BUCKLING STRESSES (in ksi)
LOCATION OF PLATES LC 1 & 2 LC 3 & 4 LC 5 - 10 1.
Horizontal Plates At El. 800.33 30.0 45.0 48.0 At El. 795.21 36.0 54.0 57.6 At El. 793.67 36.0 54.0 57.6 At El. 791.67 34.0 51.0 54.4 At El. 780.83 30.0 45.0 48.0 2.
Radial Plates 3' Plate Embedded in 34.7 52.0 55.5 Concrete Above El. 795.21 34.7 52.0 55.5 Below El. 795.21*
30.8 46.2 49.3 3.
Vertical Cylindrical Plates at r = 12.125'
- 800.33 to 793.67 36.0 54.0 57.6 8
- 793.67 to 791.67 34.0 51.0 54.4
- 791.67 to 790.48 34.0 51.0 54.4 at r = 14.04' 36.0 54.0 57.6 at r = 20'
- 800.33 to 795.21 34.7 52.0 55.5
- 795.21 to 780.83 30.9 46.3 49.4 4.
Web Stiffner 30.8 46.2 49.3 5.
Linear Elements Box Columns 25.8 38.7 41.3 Bolt Sleeves 33.6 50.4 53.8 U
Abovestressesareforametaltempergture=g00 NOTE:
Inter-polate linearly from 1.0 to 0.8 for 100 to 350 for multipli-cation factor for above stresses For radial bracket elements between R = 12' and R = 14' and j
Elevatons 793.67 ft. and 795.25 ft. use the same allowable stresses as for above Elevation 795.21 ft.
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. TABLE.III LOAD COMBINATIONS A.
For Service Load Conditions 1.
S=D+L 2a.
S=D+L+E l
2b.
S=D+L-E 3a.
1:55 = D + L + To + E 3b.
1.5S = D + L + To - E 4a.
1.5S = D + L + Tu + E 4b.
1.5S = D + L + Tu -E B.
For Factored Load Conditions Sa.
1.6S = D + L + To + E' Sb.
1.6S = D + L + To - E' l
6a.
1.6S* ' D + L + Ta + Pa + E 6b.
1.6S* = D + L + Ta + Pa - E 7a.
1.7S* = 3 + L + Ta + Pa + E' 7b.
1.7S* = D + L'+ Ta + Pa - E' CN 1.6S* = D + L + Ta + Pa + E Bb.
1.6S* = D + L + Ta + Pa'~ E l
9a.
1.7S* = D + L + Ta + Pa + E'
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9b.
1.7S* = D + L + Ta + Pa - E' 10a. 1.6S = D + L + Tu + E' 10b. 1.6S = D + L + Tu - E' Notes for Load Combinations:
1.
- Plastic section modulus "Z" may be used in lieu of elastic section modulus.
2.
"S" is the required section strength based on the elastic design methods and the allowable stresses defined in Part 1 of the AISC Specification.
D u
Dead Load Live Load L
=
OBE Loads E
=
E' SSE Loads
=
Thermal Loads Due to Normal Conditions To
=
Thermal Loads Due Upset Conditions Tu
=
Thermal Loads Due to. Accident Conditions (DBA)
Ta
=
Pa Pressure Loads Due to DBA
=
3.
Load combinations 6 and 7 considered DBA conditions at 1" hours.
Load combinations 8 and 9 considered DBA conditions at 80 hours9.259259e-4 days <br />0.0222 hours <br />1.322751e-4 weeks <br />3.044e-5 months <br />.
I 9
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s TABLE T{
SMBDB Summary of Maximum Stress Intensities in Plates p
L' he Pm Pm + Pb Pm + Pb + S LOCATION Calc.
Allow.
Calc.
Allow.
Calc.
Allow.
Dracket 55.8 56.0 55.9 56.0 55.9 80.,0
~
Dracket 54.3 56.0 54.6 56.0 54.6 80.0
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a Stiffener 47.5 56.0 47.6 56.0 52.9 80.0 o
e Stiffener 46.3 56.0 46.5 56.0 52.8 80.0 Stiffener 45.2 56.0 45.5 56.0 51.8 80.0 Pl. El. 800.3' 20.0 49.0 37.9 49.0 46.0 70.0 Units:
ksi Primary membrane stress intencity Pm
=
Primary bending stress intensity Pb
=
Secondary stress intensity S
=
w 0
e
>b
(
TABLE $
SUMMARY
OF MAXIMUM PRINCIPAL MEM2stums COMPRESSIVE STRESSES IN PLATES SMBDB f
calc all (+)
LOCATION ksi ksi Radial Stiffener 49.l*
51.6 (41.3)
Bracket 43.3*
44.4 (Between R = 12 ' and (29.5)
R'
= 14')
R = 12' 37.9*
48.4 Plate El. 800.3' 26.2*
40.3 Peak Stress
() Average Stress
(+) Based on Steel temperature l _ _. _ _ _ _ _ _ _ _ _ _ _ _ _ _
- a. = =.== = : = - -
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1-t I
FRONT-LINE AND SUPPORT SYSTEM RELIABILITY PROGRAMS Quantitative measures compatible with the overall o
measures Mechanisms for reliability tradeoff at system and e
component level Appropriate reliability information transfer e
e Definition of performance requirements Assurance of continuing program continuity e
e An auditable reliability pro'Jram n
I e
i s/
l