ML20101D406
| ML20101D406 | |
| Person / Time | |
|---|---|
| Site: | 05000447 |
| Issue date: | 12/10/1984 |
| From: | Sherwood G GENERAL ELECTRIC CO. |
| To: | Eisenhut D Office of Nuclear Reactor Regulation |
| References | |
| MFN-172-84, NUDOCS 8412240046 | |
| Download: ML20101D406 (12) | |
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o GENERAL $ ELECTRIC NUCLEAR ENERGY BUSINESS OPERATIONS GENERM ELECTRIC COMPANY e 175 CURTNER AVENUE e SAN JOSE, CAUFORNIA 95125 MFN 172-84 December 10, 1984 U.S. Nuclear Regulatory Connaission.
Office of Nuclear Reactor Regulation Washington D.C.
20555 Attention:
Mr. D. G. Eisenhut, Director Division of Licensing
SUBJECT:
IN THE MATTER OF 238 NUCLEAR ISLAND GENERAL ELECTRIC STANDARD SAFETY ANALYSIS REPORT (CESSAR) DOCKET NO. STN 50-447 Sliding Stability Analyses Attached please find revised responses to NRC requests for additional information concerning GESSAR II sliding stability analyses.
The information is provided at the request of Nilesh Chokshi and Dinesh Gupta, SGEB.
Sincerely, Glenn G Sherwood, Manager Nuclear Safety and Licensing Operation Attachments cc:
M. Chokshi, NRC D. Gupta, NRC D. C. Scaletti, NRC 3
L. S. Gifford, GE-Bethesda (w/o att)
F. J. Miraglia (w/o att)
C. O. Thomas (w/o att)
R. M.-Ketchel (w/o att)
D. L. Foreman 8412240046 841210 PDR ADOCK 05000447 PDR 3
1i;l
GESSAR II Rev.'21 238 NUCLEAR' ISLAND APPENDIX A TO RESPONSE 3.84 CALCULATIONS AND ASSUMPTIONS FOR AUXILIARY AND CONTROL BUILDING 1
SLIDING STABILITY ANALYSES i
l l
ERS: cal: rm/K11078*-1 11/13/84
GESSAR II Rev. 21 238 NUCLEAR ISLAND
-AUXILIARY BUILDING Soil Cases Case No.
Description 2
GE-75-A:
75-ft soil with average properties 3
GE-75-U:
75-ft soil with upper bound properties 9
GE-150-U:
150-ft soil with upper bound properties 7
GE-FB:
Fixed Base Case Story Shea'r for OBE V = shear force along the 0-deg axis l
y V = shear force along the 90-deg axis l
x Units in kips Shears noted are peak values By inspection, Case 9 is the governing case; Case 7 will also be checked.
f ERS: cal:rm/K11078*-2 11/13/84
GESSAR II Rev. 21 238 NUCLEAR ISLAND Total Sotry Shears for OBE (Continued)
Elevation Case 2 Case 3 Case 9 Case 7 4
50.00 ft m
4,400 4,550 7,220 3,140 y
1,830 2,130 1,930 4,080 x
Axial 2,030 2,000 2,020 1,520 28.50 ft m,
V-7.J20 7,760 12,100 5,435 3
V 3,160 3,710 3,320 6 930 x
Axial 3,685 3,660 3,700 2,710 11.00 ft m,
10,510 11,760 17,610 8,250 y
4,820 5,810 5,010 10,210 x
Axial 6,075 6,010 6,100 4,300
(-)6.83 ft m
13,130 15,710 22,440 11,030 y
V 6,620 8,040 6,675 12,220 x
Axial 9,230 9,130 9,170 6,100 0J (Vy
(-)32.00 ft
,170
- T H
o y h
Y J
124 FT a
}
/
ERS: cal:rm/K11078*-3 AU AL 11/13/84
GESSAR II Rev. '21 238 NUCLEAR ISLAND Seismic Forces Used in Sliding Stability Analysis All forces listed are peak values for the various elevations and directions.
Sliding Resistance at Base Mat The friction coefficient p will be used as follows:
for OBE p = 0.60 for SSE p = 0.64 (80% of 0.8)
A review of the technical literature indicates that a typical value for " skin friction" between rough concrete and the soils under consideration is a friction coefficient'of 0.8.
This value was established on the basis of carrying out several hundred experiments in which a number of applicable variables were considered.
The references are as follows:
1.
J. P. Potyondy, " Skin Friction between Various Soils and Construction Materials," Geotechnique, Vol. 11, No. 4, December 1961.
2.
G. B. Sowers and G. F. Sowers, " Introductory Soil Mechanics and
" Foundations" (Chapter 6.3, page 149)
In order to obtain a conservative margin, values reduced from p = 0.8 will be used, with the greater margin selected for OBE.
1 ERS: cal: rm/K11078*-4 11/13/84 s
GESSAR II Rev. 21 238 NUCLEAR ISLAND f(
Acceptance Criteria per SRP For the load combinations in SRP 3.8.5 Item II.3 the minimum factor of safety against sliding for the OBE load combination is 1.5 and for the SSE load combination it is 1.1.
Load combinations for seismic loads are:
D + H + E for OBE
.D + H + E' for SSE where D = dead load H = lateral earth pressure E = OBE E' = SSE L
F T
ERS: cal:rm/K11078*-5 11/13/84
GESSAR II Rev.21-238 NUCLEAR ISLAND Case 9 Sliding Stability OBE Along the 0-deg axis (V),)
E V = 7220 y
o K
-12,100 o
17,610 o
22,440 o
E Dase shear V for OBE = 22,440 y
OBE along the 90-deg axis (V )
x E
V = 1,930 x
o E
3,320 o
K 5,010 K
6,675 E
Base shear V for OBE = 6,675 x
i ERS: cal:rm/K11078*-6 11/13/84 i
GESSAR II Rev. 21 L..
238 NUCLEAR ISLAND Case 9 Sliding Stability (Continued)
OBE - Axial Loads K
Axial = 2,020 4,
K 3,700 q p K
6,100 4,
E 9,170 d i K
Total axial load at the base for OBE = 9,170 l
Lateral Earth Pressure on 170-ft Wall, Hy 3
Retaining height = 34 ft; soil weight = 130 lb/ft Active earth pressure at bottom of foundation = 0.3(0.13)(34)
Resultant force for 170-ft wall H = 170x0.3(0.13)(34)2 = 3832K y
2 Available passive pressure due to eccentric application of load (torque) on 124 ft. wall.
K Q = (3x0.13)(34)2(h)(124) = 27,952 ERS: cal:rm/K11078*-7 11/13/84
GESSAR II R:v. 21 238 NUCLEAR ISLAND Case 9 Sliding Stability (Continued)
For coefficient of friction p = 0.6 Friction resisting force = 2pQ = (2)(0.6)(27,952) =
K F = 33,542 y
Summary of Loads for Sliding Stability Analysis OBE Seismic Loads K
V = 22,440 5
V = 6,675 K
Axial Load = 9,170 Lateral earth pressure on 170-ft wall K
H = 3832 y
K Total Lateral Force = V
+H
= 26,272 y
y Resisting Lateral Force due to friction on walls K
F = 33,542 y
K Building Weight = 55,986 K
Effective Downward Load = 55,986 - Axial Load K
= 55,986 - 9,170K = 46,816K K
Total Sliding Resistance = 0.6 (46,816) + 33,542 = 61,632 1
ERS: cal: rm/K11078*-8
{
11/13/84
GESSAR II Rev. 21
..L 238 NUCLEAR ISLAND Summary of Loads for Sliding Stability Analysis (Continued) l l
l Factor of Safety against Sliding for OBE I
l l
= 61,632 K = 2.35 > 1.50
- 0. K.
]
I 26,272 SSE Seismic Loads Conservatively taken as 2 x OBE loads K
V = 2 (22,240 )
y K
Axial Load = 2 (9,170 )
K H = 3,832 y
K Total Lateral Force = 2V
+H
= 48,312 y
y Resisting Lateral Force due to friction on Walls K
F = 33,542 y
K Building Weight = 55,986 K
Effective Downward Load = 55,986 - 2(9,17,0 )
K
= 37,650 K
Total Sliding Resistance = 0.64(37,650) + 33,542 = 57,638 ERS: cal:rm/K11078*-9 11/13/84
GESSAR II R v. 21 238 NUCLEAR ISLAND I
i
- 1. Factor of Safety Against Sliding for SSE l
l l
l I
g I
= 57,638 I
l
= 1.19 > 1.10
- 0. K.
l K
48,312 I
ERS: cal:rm/K11078*-10 11/13/84
1
~
GESSAR II Rev. 21 238 NUCLEAR ISLAND
. Check on Sliding Stability for Case 7 - Fixed Base Utilizing the same method used for Case 9, the results are as follows:
OBE load combination F.0.5. = 4.27 > 1.50 OK SSE load combination F.0.S..= 2.38 > 1.10 OK Case 9 is the governing case for sliding stability.
CONTROL BUILDING Stability Analysis against Sliding The method used is the same one that was used for the Auxiliary Building.
Results are as follows:
Case 9 OBE load combination FOSsliding = 3.5 > 1.50 OK SSE load combination FOS 2.67 > 1.10 OK sliding =
Case 7 - Fixed Base OBE load combination FOSsliding = 9.05 > 1.50 OK SSE load combination FOSsliding = 6.97 > 1.10 OK Case 9 is the governing case for sliding stability.
ERS: cal: rm/K11078*-11 11/13/84