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{{#Wiki_filter:REVISED BY AMENDMENT 59 FIGtfRE         2.5583 G;;:TTq BAR NUCLEAK iil'PI.IT FEMEDIAL T R E A T H i A i COR POTEN [ I A L S O I L ~ I Q U E F A ~ T I O N S T A B I L I T Y ANALYSIS SLIbIMARY LOAD     D I AGRAfq OE~GROUND BARRIER IC                                                                                                                                              ?D EARTH             EARTH
{{#Wiki_filter:REVISED BY AMENDMENT 59 FIGtfRE 2.5583 G;;:TTq BAR NUCLEAK iil'PI.IT FEMEDIAL TREATHiAi COR POTEN [ I A L S O I L ~ I Q U E F A ~ T I O N STABILITY ANALYSIS SLIbIMARY LOAD D I AGRAfq OE~GROUND BARRIER  
['RESSUR         PRESSURE PASSIVE         DY N NOTE A:                                                                                                                    EARTH           PASS1 \CE INTERFACE BETWEEN                                                                                                         PRESSURE        EARTH BAG K F I LL COFlPACTED                                                                                                                   PRES-TO 100% OF Ei'd MAX.
?D I C EARTH EARTH
AND 9% OF         rd     T-!AX.                                                 0 --   ANGLE OF F P I L U R E PLFf'E SURE.
['RESSUR PRESSURE PASSIVE DY N EARTH PASS1 \\CE PRESSURE EARTH NOTE A:
hEdA LYs I s CASES DESCRIPTION                                               FACTOR OF SAFETY CPSE E                 -            DURING E A R T ~ Q U A K EBUT PRIOR TO LIQUEFACTION (REDtiCED PASSIVE FRESSURE ASSUMED TO ACT)
INTERFACE BETWEEN BAG K F I LL COFlPACTED TO 100% OF Ei'd MAX.
II                  I             AFTER EARTHQ~AKE AND AFTER ~ I ~ U E F A ~ T I O N (NO PASSIVE PRESSURE ASSUi4ER)
PRES-SURE.
FR                 -            S L I D I N G ?ESISTANCE DUE TO THE SHEAR STRENGTH                              O F THE CDfrlPACYXl F I L L .
AND 9% OF rd T-!AX.
FR = 'ENEFF TAN 4 f- CL FW                -            H O R I Z L ~ I ~S~EL I 5 l i i FGPCE C 4 : ' X E 6';             HE hCCLLERATI0N .IF THE U ~ ~ R G R O U NBARRIER.
0 -- ANGLE OF FPILURE PLFf'E hEd A LY s I s CASES CPSE DESCRIPTION FACTOR OF SAFETY E
5 Fw =     Wag,(Fwx         = FN COS         9)
DURING EART~QUAKE BUT PRIOR TO LIQUEFACTION (REDtiCED PASSIVE FRESSURE ASSUMED TO ACT)
EARTH PRESSURE
I I I
* ifHzKa   I
AFTER EARTHQ~AKE AND AFTER ~ I ~ U E F A ~ T I O N (NO PASSIVE PRESSURE ASSUi4ER)
                                                                                                  !E,G,;~     EA COS 8)
FR F W H O R I Z L ~ I ~ ~ L SEI5lii FGPCE C4:'XE 6';
EA                *                                            =                            -f 2
HE hCCLLERATI0N.IF THE U ~ ~ R G R O U N 5 BARRIER.
EAD
SLIDING ?ESISTANCE DUE TO THE SHEAR STRENGTH OF THE CDfrlPACYXl F I L L.
                              -            5YNAftqIC EARTH PRESSURE                    * =      EA ag. (EADX = EAD COS El)
FR =
EP                  -            PASSIVE EARTH PRESSURE                       * =     8H2Kp,         (Epx = E p COS 81 2
'ENEFF TAN 4 f-CL Fw = Wag,(Fwx = FN COS 9)
PD                e DYNAMIC PASSIVE EARTH PRESSURE                           *   =   EP ag.     (EPDX   = EPL ccs a i W                   -            WEIGHT OF BARRIER, Wx = W SIN 0 9                  ..            1NCLUDES WI:TER PRESSURE MATERIAL ?ROPERTIES U N I T WEIGHTS { P C F )                 R TEST ( N A T ' L MOISTURE)
EARTH PRESSURE * =
                                                            -bY            k SAT
5YNAftqIC EARTH PRESSURE * =
_c If SUB               4            C(TSF)                  4          CITSF)
ifHzKa I  
I N S I T U I4ATERIALS A L L U V I A L CLAYS AND SILT5                         I20           t 23             61               28"            0.4                14"            0.2 A L L U V I A L SANDS PRIG2 TO EAHT tlr!lJE;KE                             1'9           124             62               25"            0.4                  14"            0.2 DURING EAFTHQUAKE                                   119           124             62               20"            0.2                  loo            0.1 AFTER L I Q L E F A C T I O N                        -            120              58                -              -                    0"          0 BASEL GRAVEL                                             720           7 30             68                                                   30"            0 COI4PACTED F I L L (BORROW MATERIALS)
!E,G,;~ -f EA COS 8)
            @ 95% $!$qAX TRENCH A                                           117             126             64                                                   15O            0.1 TRENCH B                                            117            126            64                                                    15"            0.1
EA ag.
            @ 100% Q ~ A X TRENCH A                                           123             130             68                                                   74.0          0.25 TRENCH 3                                           123             130             68                                                   14"          0,35 f,P0 i L   14ATER IAL                                  110             115             53                                                   24"           0 Q TEST                             R & S TEST CRUSHED STONE                                                                                              ji         C(TSF}                   9         C(TSF) 1032 SECTION MATERIAL                              135            143              81              39"            1 .o                405           0.5 1075 SECTION MATERIAL                              135            143              ai              43"            0                    40"           0 UIjEESGRONID BhRR I ER AtUXYS 1S SLPTWiY SAFETY FAC,TORS                                                                                   SAFETY FACTORS TRENCH AI                                                                                       TRENCH E l POST       ,.
(EADX = EAD COS El) 2 EA EAD PASSIVE EARTH PRESSURE * =
0+78                     1.36       1.62               3.09          4.79                            Ot50              1 .85    1.4810            7.00 18.32l 1j-28                    1.53        7.56                5.44          7.20                              1+oo            1.93    1.43"            6.00 18.1311 1+78                    1.42        1.44                5.54          8.37                              14-50            1.83    1.61"            4.57 29.71 l1 2 E28                    1.35        1.35              10.32         78.43                             2+00            1.78      1.741°          5.24 24.03''
: 8H2Kp, (Epx = Ep COS 81 EP PD 2
2+78                    1.42        1.45                6.98         8.14                             2+50              1.00    1 .8811          2.28 70.0212 3+28                    1.25        1.20                4.55          4.65                              3+00              1.39    1 .064          2.57  4.14" 3t78                    1.22        1.21              4.05          4.21                            3+50             2.21    1.094            8.73  4.374 4+28                    1.23        1.16              4.07          4:63                            41-00            1.7s         NA        f 6.57    NA 44-78                   1.17        1.12              3.05          3.31                            4+50              1.78        NA        17.50      NA 5+28                    1.11        1.10              2.69          2.90                            54-00            1 .e2        NA         18.49      NA 5+78                    1.03        5.77              7.63          2.34                            54-50             2.26        NA        34.39     NA 6+28                    7.05        1.11                1.66          2.02                            6+00              2.15        NA         32.65      NA 6+782 7+28                    1-20         1.23               1.79          1.87 71-78                  1.16         1.11               1.66          1.62 et28                    1.22         1.17               1.64          1.76 3+78                    1.22        1.17                1.66         1-67 9+78                    1.41        1.32                2.20         1.98 NOTES :
e DYNAMIC PASSIVE EARTH PRESSURE * =
1-     SEE FICURE 2.5-586 FOR A PLAN SHOWING THE LOCATIONS OF THE CROSS-SECTIONS.
EP ag. (EPDX = EPL ccs a i W
: 2. NOT INCLUDED.                 S O I L PROFILE NOT I D E N T I F I E D .
WEIGHT OF BARRIER, Wx = W SIN 0 1 NCLUDES WI:TER PRESSURE 9
3 . FAILURE PLAN 114 COMPACTED F I L L IMMEDIATELY ABOVE CRUSHED STONE.
MATERIAL ?ROPERTIES UNIT WEIGHTS {PCF) b Y k SAT If SUB
: 4. F A I L U R E PLANE A T INTERFACE OF 95%/100;' ~ D ~ I A X COflPACTE2 ' !LL.
_c I N S I T U I4ATERIALS ALLUVIAL CLAYS AND SILT5 I20 t 23 61 ALLUVIAL SANDS PRIG2 TO EAHT tlr!lJE;KE 1'9 124 62 DURING EAFTHQUAKE 119 124 62 BASEL GRAVEL 720 7 30 68 COI4PACTED F I L L (BORROW MATERIALS)
: 5. S T A B I L I T Y DURING EARTHQUAKE INGLURING PASSIVE PRESSURE CALCULATED USING REDUCER STRENGTHS.
AFTER LIQLEFACTION 120 58
: 6. S T A B I L I T Y AFTER E A R T ~ Q U A K ASSUMING NO PASSIVE PRESSURE.
@ 95% $!$qAX TRENCH A 117 126 64  
: 7. MATERIAL FROM ORIGINAL POWERH~US EXCAVATION, INCLJDES BASEL GRAVEL AND SHALE BLASTED FROfil EXCAVATION.                 SPREAD BY PANS AND ONLY C ~ ~ I P A C T I 0 IS                   N BY SPREADIPIG EQUIPMENT.
@ 100% Q~AX TRENCH A 123 130 68 TRENCH 3 123 130 68 TRENCH B 117 126 64 f, P 0 i L 14ATE R I AL 110 115 53 CRUSHED STONE 1032 SECTION MATERIAL 135 143 81 1075 SECTION MATERIAL 135 1 4 3 a i R TEST (NAT'L MOISTURE) 4 C(TSF) 28" 0.4 25" 0.4 20" 0.2 Q TEST 39" 1.o 43" 0
ji C(TSF}
4 CITSF) 14" 0.2 14" 0.2 loo 0.1 0"
0 30" 0
1 5 O 0.1 15" 0.1 74.0 0.25 14" 0,35 24" 0
R & S TEST 9
C(TSF) 405 0.5 40" 0
UIjEESG RONID BhRR I ER AtUXYS 1 S SLPTWiY SAFETY FAC,TORS SAFETY FACTORS TRENCH AI TRENCH E l POST 0+78 1j-28 1+78 2 E28 2+78 3+28 3t78 4+2 8 44-78 5+28 5+78 6+28 6+782 7+28 71-78 et28 3+78 9+78 1.36 1.62 1. 5 3 7.56 1.42 1.44 1.35 1.35 1.42 1.45 1.25 1.20 1.22 1.21 1.23 1.16 1.17 1.12 1.11 1.10 1.03 5.77 7.05 1.11 3.09 4.79 5.44 7.20 5.54 8.37 10.32 78.43 6.98 8.14 4.55 4.65 4.05 4.21 4.07 4:63 3.05 3.31 2.69 2.90 7.63 2.34 1.66 2.02 Ot50 1 +oo 14-50 2+00 2+50 3+0 0 3+50 41-00 4+50 54-00 54-50 6+00 1.85 1.93 1.83 1.78 1.00 1.39 2.21 1.7s 1.78 1.e2 2.26 2.15 1.4810 1.43" 1.61" 1.741° 1.8811 1.064 1.094 NA NA NA NA NA 7.00 6.00 4.57 5.24 2.28 2.57 8.73 f 6.57 17.50 18.49 34.39 32.65 18.32l 18.1311 29.71 l1 24.03''
4.14" 70.0212 4.374 NA NA NA NA NA 1-20 1.23 1.16 1.11 1.22 1.17 1.22 1.17 1.41 1.32 1.79 1.87 1.66 1.62 1.64 1.76 1.66 1 - 6 7 2.20 1.98 NOTES :
1 - SEE FICURE 2.5-586 FOR A PLAN SHOWING THE LOCATIONS OF THE CROSS-SECTIONS.
: 2.
NOT INCLUDED.
S O I L PROFILE NOT IDENTIFIED.
3.
: 4.
: 5.
: 6.
: 7.
FAILURE PLAN 114 COMPACTED FILL IMMEDIATELY ABOVE CRUSHED STONE.
FAILURE PLANE AT INTERFACE OF 95%/100;'
STABILITY DURING EARTHQUAKE INGLURING PASSIVE PRESSURE CALCULATED USING REDUCER STRENGTHS.
STABILITY AFTER EART~QUAK ASSUMING NO PASSIVE PRESSURE.
MATERIAL FROM ORIGINAL POWERH~US EXCAVATION, INCLJDES BASEL GRAVEL AND SHALE BLASTED FROfil EXCAVATION.  
~ D ~ I A X COflPACTE2 ' !LL.
SPREAD BY PANS AND ONLY C ~ ~ I P A C T I 0 N IS BY SPREADIPIG EQUIPMENT.
8, FAILURE PLANE AT BASE OF CROSS-SECTION.
8, FAILURE PLANE AT BASE OF CROSS-SECTION.
: 9. THE USE O f CRUSHED STONE AS WELL AS EARTHFILL ALLOWED FOR SEVERAL POTENTIAL FAILURE PLANES. THE FACTORS-OF-SAFETY GIVEN REPRESENT THE ~ I I N I ~ UFS                                  M FOR POTENTIAL FAILURE PLANES OTHER THAN THAT I
: 9. THE USE O f CRUSHED STONE AS WELL AS EARTHFILL ALLOWED FOR SEVERAL POTENTIAL FAILURE PLANES.
                                                              ~
THE FACTORS-OF-SAFETY GIVEN REPRESENT THE ~ I I N I ~ U M FS FOR POTENTIAL FAILURE PLANES OTHER THAN THAT  
~
GIVEN I N NOTE. 8.
GIVEN I N NOTE. 8.
: 10. FAILURE PLANE AT IJJTERFACE BETWEEN IC12 CRUSHED STONE MATERIAL AND 95% r n f i l ~ xCCYIPACTED F I L L .
I
1;.      F l i i t f R E PLANE AT INTERFACE B E T K E N :3;2 AJD ,075 CRUSHED STCiNE [{ATERIALS.
: 10.
: 12. FAILURE PLANE AT INTERFACE BETMEEN 1075 CRUSHED STONE MATERIAL AND 100% SOpl~xCOMP.ICTED F I L L .
1;.
: 13. NA-NOT A V A r ~ A B ~ E - OTHER            ~ ~ O DEFINED POTENTIAL FAILURE PLANE.}}
: 12.
FAILURE PLANE AT IJJTERFACE BETWEEN IC12 CRUSHED STONE MATERIAL AND 95%
F l i i t f R E PLANE AT INTERFACE B E T K E N :3;2 AJD,075 CRUSHED STCiNE [{ATERIALS.
FAILURE PLANE AT INTERFACE BETMEEN 1075 CRUSHED STONE MATERIAL AND 100% SOpl~x COMP.ICTED F I L L.
rnfil~x CCYIPACTED F I L L.
: 13.
NA-NOT A V A r ~ A B ~ E - ~ ~ O OTHER DEFINED POTENTIAL FAILURE PLANE.}}

Latest revision as of 07:57, 14 January 2025

Final Safety Analysis Report, Amendment 95, Figure 2.5-583, Remedial Treatment for Potential Soil Liquefaction Stability Analysis Summary
ML093370542
Person / Time
Site: Watts Bar Tennessee Valley Authority icon.png
Issue date: 11/24/2009
From:
Tennessee Valley Authority
To:
Office of Nuclear Reactor Regulation
References
Download: ML093370542 (1)
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Text

REVISED BY AMENDMENT 59 FIGtfRE 2.5583 G;;:TTq BAR NUCLEAK iil'PI.IT FEMEDIAL TREATHiAi COR POTEN [ I A L S O I L ~ I Q U E F A ~ T I O N STABILITY ANALYSIS SLIbIMARY LOAD D I AGRAfq OE~GROUND BARRIER

?D I C EARTH EARTH

['RESSUR PRESSURE PASSIVE DY N EARTH PASS1 \\CE PRESSURE EARTH NOTE A:

INTERFACE BETWEEN BAG K F I LL COFlPACTED TO 100% OF Ei'd MAX.

PRES-SURE.

AND 9% OF rd T-!AX.

0 -- ANGLE OF FPILURE PLFf'E hEd A LY s I s CASES CPSE DESCRIPTION FACTOR OF SAFETY E

DURING EART~QUAKE BUT PRIOR TO LIQUEFACTION (REDtiCED PASSIVE FRESSURE ASSUMED TO ACT)

I I I

AFTER EARTHQ~AKE AND AFTER ~ I ~ U E F A ~ T I O N (NO PASSIVE PRESSURE ASSUi4ER)

FR F W H O R I Z L ~ I ~ ~ L SEI5lii FGPCE C4:'XE 6';

HE hCCLLERATI0N.IF THE U ~ ~ R G R O U N 5 BARRIER.

SLIDING ?ESISTANCE DUE TO THE SHEAR STRENGTH OF THE CDfrlPACYXl F I L L.

FR =

'ENEFF TAN 4 f-CL Fw = Wag,(Fwx = FN COS 9)

EARTH PRESSURE * =

5YNAftqIC EARTH PRESSURE * =

ifHzKa I

!E,G,;~ -f EA COS 8)

EA ag.

(EADX = EAD COS El) 2 EA EAD PASSIVE EARTH PRESSURE * =

8H2Kp, (Epx = Ep COS 81 EP PD 2

e DYNAMIC PASSIVE EARTH PRESSURE * =

EP ag. (EPDX = EPL ccs a i W

WEIGHT OF BARRIER, Wx = W SIN 0 1 NCLUDES WI:TER PRESSURE 9

MATERIAL ?ROPERTIES UNIT WEIGHTS {PCF) b Y k SAT If SUB

_c I N S I T U I4ATERIALS ALLUVIAL CLAYS AND SILT5 I20 t 23 61 ALLUVIAL SANDS PRIG2 TO EAHT tlr!lJE;KE 1'9 124 62 DURING EAFTHQUAKE 119 124 62 BASEL GRAVEL 720 7 30 68 COI4PACTED F I L L (BORROW MATERIALS)

AFTER LIQLEFACTION 120 58

@ 95% $!$qAX TRENCH A 117 126 64

@ 100% Q~AX TRENCH A 123 130 68 TRENCH 3 123 130 68 TRENCH B 117 126 64 f, P 0 i L 14ATE R I AL 110 115 53 CRUSHED STONE 1032 SECTION MATERIAL 135 143 81 1075 SECTION MATERIAL 135 1 4 3 a i R TEST (NAT'L MOISTURE) 4 C(TSF) 28" 0.4 25" 0.4 20" 0.2 Q TEST 39" 1.o 43" 0

ji C(TSF}

4 CITSF) 14" 0.2 14" 0.2 loo 0.1 0"

0 30" 0

1 5 O 0.1 15" 0.1 74.0 0.25 14" 0,35 24" 0

R & S TEST 9

C(TSF) 405 0.5 40" 0

UIjEESG RONID BhRR I ER AtUXYS 1 S SLPTWiY SAFETY FAC,TORS SAFETY FACTORS TRENCH AI TRENCH E l POST 0+78 1j-28 1+78 2 E28 2+78 3+28 3t78 4+2 8 44-78 5+28 5+78 6+28 6+782 7+28 71-78 et28 3+78 9+78 1.36 1.62 1. 5 3 7.56 1.42 1.44 1.35 1.35 1.42 1.45 1.25 1.20 1.22 1.21 1.23 1.16 1.17 1.12 1.11 1.10 1.03 5.77 7.05 1.11 3.09 4.79 5.44 7.20 5.54 8.37 10.32 78.43 6.98 8.14 4.55 4.65 4.05 4.21 4.07 4:63 3.05 3.31 2.69 2.90 7.63 2.34 1.66 2.02 Ot50 1 +oo 14-50 2+00 2+50 3+0 0 3+50 41-00 4+50 54-00 54-50 6+00 1.85 1.93 1.83 1.78 1.00 1.39 2.21 1.7s 1.78 1.e2 2.26 2.15 1.4810 1.43" 1.61" 1.741° 1.8811 1.064 1.094 NA NA NA NA NA 7.00 6.00 4.57 5.24 2.28 2.57 8.73 f 6.57 17.50 18.49 34.39 32.65 18.32l 18.1311 29.71 l1 24.03

4.14" 70.0212 4.374 NA NA NA NA NA 1-20 1.23 1.16 1.11 1.22 1.17 1.22 1.17 1.41 1.32 1.79 1.87 1.66 1.62 1.64 1.76 1.66 1 - 6 7 2.20 1.98 NOTES :

1 - SEE FICURE 2.5-586 FOR A PLAN SHOWING THE LOCATIONS OF THE CROSS-SECTIONS.

2.

NOT INCLUDED.

S O I L PROFILE NOT IDENTIFIED.

3.

4.
5.
6.
7.

FAILURE PLAN 114 COMPACTED FILL IMMEDIATELY ABOVE CRUSHED STONE.

FAILURE PLANE AT INTERFACE OF 95%/100;'

STABILITY DURING EARTHQUAKE INGLURING PASSIVE PRESSURE CALCULATED USING REDUCER STRENGTHS.

STABILITY AFTER EART~QUAK ASSUMING NO PASSIVE PRESSURE.

MATERIAL FROM ORIGINAL POWERH~US EXCAVATION, INCLJDES BASEL GRAVEL AND SHALE BLASTED FROfil EXCAVATION.

~ D ~ I A X COflPACTE2 ' !LL.

SPREAD BY PANS AND ONLY C ~ ~ I P A C T I 0 N IS BY SPREADIPIG EQUIPMENT.

8, FAILURE PLANE AT BASE OF CROSS-SECTION.

9. THE USE O f CRUSHED STONE AS WELL AS EARTHFILL ALLOWED FOR SEVERAL POTENTIAL FAILURE PLANES.

THE FACTORS-OF-SAFETY GIVEN REPRESENT THE ~ I I N I ~ U M FS FOR POTENTIAL FAILURE PLANES OTHER THAN THAT

~

GIVEN I N NOTE. 8.

I

10.

1;.

12.

FAILURE PLANE AT IJJTERFACE BETWEEN IC12 CRUSHED STONE MATERIAL AND 95%

F l i i t f R E PLANE AT INTERFACE B E T K E N :3;2 AJD,075 CRUSHED STCiNE [{ATERIALS.

FAILURE PLANE AT INTERFACE BETMEEN 1075 CRUSHED STONE MATERIAL AND 100% SOpl~x COMP.ICTED F I L L.

rnfil~x CCYIPACTED F I L L.

13.

NA-NOT A V A r ~ A B ~ E - ~ ~ O OTHER DEFINED POTENTIAL FAILURE PLANE.

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