NL-15-183, Watts Bar Nuclear Plant, Unit 2, Amendment 114 to Final Safety Analysis Report, Section 2.0 - Site Characteristics, Figure 2.5-583
Text
REVISED BY AMENDMENT 59 FIGtfRE 2.5583 G;;:TTq BAR NUCLEAK iil'PI.IT FEMEDIAL TREATHiAi COR POTEN [IAL SOIL ~IQUEFA~TION STABILITY ANALYSIS SLIbIMARY LOAD D I AGRAfq OE~GROUND BARRIER ?D IC EARTH EARTH ['RESSUR* PRESSURE PASSIVE DY N EARTH PASS1 \CE PRESSURE EARTH NOTE A: INTERFACE BETWEEN BAG KFI 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) II I AFTER EARTHQ~AKE AND AFTER ~I~UEFA~TION (NO PASSIVE PRESSURE ASSUi4ER) FR - F W - HORIZL~I~~L SEI5lii FGPCE C4:'XE 6'; HE hCCLLERATI0N .IF THE U~~*RGROUN5 BARRIER. SLIDING ?ESISTANCE DUE TO THE SHEAR STRENGTH OF THE CDfrlPACYXl FILL. 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 ai W - WEIGHT OF BARRIER, Wx = W SIN 0 .. 1 NCLUDES WI:TER PRESSURE 9 MATERIAL ?ROPERTIES UNIT WEIGHTS {PCF) bY k SAT If SUB - _c IN SITU 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 FILL (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 135 143 ai 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 15O 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 El 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 1.53 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 1-67 2.20 1.98 NOTES : 1- SEE FICURE 2.5-586 FOR A PLAN SHOWING THE LOCATIONS OF THE CROSS-SECTIONS. 2. NOT INCLUDED. SOIL 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~IAX COflPACTE2 ' !LL. SPREAD BY PANS AND ONLY C~~IPACTI0N IS BY SPREADIPIG EQUIPMENT. 8, FAILURE PLANE AT BASE OF CROSS-SECTION. 9. THE USE Of CRUSHED STONE AS WELL AS EARTHFILL ALLOWED FOR SEVERAL POTENTIAL FAILURE PLANES. THE FACTORS-OF-SAFETY GIVEN REPRESENT THE ~IINI~UM FS FOR POTENTIAL FAILURE PLANES OTHER THAN THAT ~ GIVEN IN NOTE. 8. I 10. 1;. 12. FAILURE PLANE AT IJJTERFACE BETWEEN IC12 CRUSHED STONE MATERIAL AND 95% FliitfRE PLANE AT INTERFACE BETKEN :3;2 AJD ,075 CRUSHED STCiNE [{ATERIALS. FAILURE PLANE AT INTERFACE BETMEEN 1075 CRUSHED STONE MATERIAL AND 100% SOpl~x COMP.ICTED FILL. rnfil~x CCYIPACTED FILL. 13. NA-NOT AVAr~AB~E-~~O OTHER DEFINED POTENTIAL FAILURE PLANE.
REVISED BY AMENDMENT 59 FIGtfRE 2.5583 G;;:TTq BAR NUCLEAK iil'PI.IT FEMEDIAL TREATHiAi COR POTEN [IAL SOIL ~IQUEFA~TION STABILITY ANALYSIS SLIbIMARY LOAD D I AGRAfq OE~GROUND BARRIER ?D IC EARTH EARTH ['RESSUR* PRESSURE PASSIVE DY N EARTH PASS1 \CE PRESSURE EARTH NOTE A: INTERFACE BETWEEN BAG KFI 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) II I AFTER EARTHQ~AKE AND AFTER ~I~UEFA~TION (NO PASSIVE PRESSURE ASSUi4ER) FR - F W - HORIZL~I~~L SEI5lii FGPCE C4:'XE 6'; HE hCCLLERATI0N .IF THE U~~*RGROUN5 BARRIER. SLIDING ?ESISTANCE DUE TO THE SHEAR STRENGTH OF THE CDfrlPACYXl FILL. 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 ai W - WEIGHT OF BARRIER, Wx = W SIN 0 .. 1 NCLUDES WI:TER PRESSURE 9 MATERIAL ?ROPERTIES UNIT WEIGHTS {PCF) bY k SAT If SUB - _c IN SITU 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 FILL (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 135 143 ai 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 15O 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 El 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 1.53 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 1-67 2.20 1.98 NOTES : 1- SEE FICURE 2.5-586 FOR A PLAN SHOWING THE LOCATIONS OF THE CROSS-SECTIONS. 2. NOT INCLUDED. SOIL 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~IAX COflPACTE2 ' !LL. SPREAD BY PANS AND ONLY C~~IPACTI0N IS BY SPREADIPIG EQUIPMENT. 8, FAILURE PLANE AT BASE OF CROSS-SECTION. 9. THE USE Of CRUSHED STONE AS WELL AS EARTHFILL ALLOWED FOR SEVERAL POTENTIAL FAILURE PLANES. THE FACTORS-OF-SAFETY GIVEN REPRESENT THE ~IINI~UM FS FOR POTENTIAL FAILURE PLANES OTHER THAN THAT ~ GIVEN IN NOTE. 8. I 10. 1;. 12. FAILURE PLANE AT IJJTERFACE BETWEEN IC12 CRUSHED STONE MATERIAL AND 95% FliitfRE PLANE AT INTERFACE BETKEN :3;2 AJD ,075 CRUSHED STCiNE [{ATERIALS. FAILURE PLANE AT INTERFACE BETMEEN 1075 CRUSHED STONE MATERIAL AND 100% SOpl~x COMP.ICTED FILL. rnfil~x CCYIPACTED FILL. 13. NA-NOT AVAr~AB~E-~~O OTHER DEFINED POTENTIAL FAILURE PLANE.