BẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNG

BẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNG

SEGMENT 166 Km21+280-21+350 CALCULATION REPORT Projetct: Central Mekong Delta Region Connectivity Project Package: CW2C Station: CW2C-166(KM21+280-KM21+350) I INPUT DATA: I.1 Embankment: 21.10m Pavement structure: Flexible pavement high grade A1 a =10.80m b = 10.30m Design speed: 80 Adjacent item: Normal embankment H=7.81m Design filling height H (m): 5.4 Compensation height Hrv (m) 2.41 Filling height including compensation Hi (m): 7.81 Layer 1aOver Addition surcharge height Hsc(m): 2.00 Layer 1a Half width of embankment b (m): 10.3 Layer 4b Length of slope (m): 10.8 Layer 4eXL Gradient of slope: 1:1.38 Layer 4e Width of counter weight berm (m): 7.00 Temporary Height of counter weight berm (m): 3.00 Density of filling soil γe (T/m3): 1.90 Cohession unit force (Kg/cm2) Internal angel φ Standard for residual settlement: I.2 Ground condition: Borehole: Elevation of ground water MNN (m): 0.00 30.00 22TCN 211-06 ! 7.00m 3.00m h = 8.00m h = 11.00m h = 13.00m h = 18.00m h = 33.00m Layer Depth γw e0 Cc Cr σp Cu (kg/cm ) (kg/cm2) m (m) (T/m ) 1aOver 8.00 1.62 1.768 0.580 0.054 0.480 0.144 0.20 1a 11.00 1.62 1.768 0.580 0.000 0.000 0.169 0.20 4b 13.00 1.71 1.358 0.350 0.000 0.000 0.176 0.20 4eXL 4e 18.00 33.00 1.98 1.98 0.717 0.717 0.180 0.180 0.000 0.000 0.000 0.000 0.495 0.495 0.20 0.20 e ~ P (kg/cm2) Cv (10-3 cm2/s) ~ P (kg/cm2) Layer 1aOver 1.768 1.706 1.656 1.568 1.427 1.255 1.069 0.881 0.659 0.549 0.485 0.417 0.345 0.278 1a 1.768 1.706 1.656 1.568 1.427 1.255 1.069 0.881 0.659 0.549 0.485 0.417 0.345 0.278 4b 1.358 1.308 1.267 1.210 1.131 1.030 0.923 0.813 1.427 1.072 0.926 0.795 0.670 0.556 4eXL 0.717 0.692 0.675 0.647 0.609 0.566 0.514 0.456 1.789 1.554 1.393 0.980 0.755 0.622 4e 0.717 0.692 0.675 0.647 0.609 0.566 0.514 0.456 1.789 1.554 1.393 0.980 0.755 0.622 - Note: γw - Density; e0 - Initial void ratio; Cc - compressive ratio; Cr - recompressive ratio; σp - preconsolidation pressure 0.275 0.275 0.654 0.691 0.691 II RESULT II.1 Untreated: Permited residual settlement (cm): 30 (In duration of 15 years after construction) Consolidated settlement Sc (m): 2.01 Total settlement S (m): 2.41 Consolidated settlement at finish of construction (cm): 22.23 Consolidated settlement after 15 years from finish of construction (cm): 72.40 Residual settlement (cm): 218.37 Conclusion: Residual settlement is outside permited values Must treat soft soil m0 -0.1 -0.2 -0.3 -0.4 -0.5 -0.6 Time - consolidated settlement curve 10 12 14 16 18 Years II.2 Treat soft soil by vertical drain II.2.1 Method of treatment: Type of vertical drain: Sand Drain Layout: Triangle Diameter of Sand Drain ds (m): 0.4 Distance between Vertical Drain (m): 2.2 Depth of treatment L (m): 18 Filling stage: Filling Filling Waiting Total Old Changing Step height time time time time time (day) (day) (day) (day) (day) (m) 40 90 348 643 -295 5.50 15 60 9.30 53 90 Filling rate (cm/day) 10 II.2.2 Settlement: Settlement of treated embankment during time is shown in following chart: Settlement of Treated embankment 10 4.5 7.68 7.68 3.5 2.5 6.23 4.45 4.19 3.58 1.5 3.09 0.5 -0.5 0.5 50 100 150 200 250 300 350 400 450 -1 -1 -1.5 -2 -2 -3 -2.5 Lún cố kết theo thời gian Total settlement S (m): Completed consolidation settlement S (m): Consolidation settlement after construction 15 years (m): Consolidation settlement at finish of construction (m): Residual settlement Sr (cm): Conclusion: Residual settlement in permited values Lún cố kết hoàn toàn 2.41 2.01 1.81 1.56 25.56 Chiều cao đắp Cao độ Days 500 -4 (In duration of 15 years after construction) III CALCULATE SETTLEMENT OF UNTREATED GROUND: III.1 Calculate completed settlement of each sublayer (Method in aricle VI.1, VI.2 of standard 22TCN 262-2000) Hi Hb Hm C C σvz e0 At center γ' σP c r Layer (kg/cm ) (kg/cm2) σz (kg/cm2) Si (m) (cm) (m) (m) (t/m ) 1aOver 800 8.00 0.62 1.768 0.58 0.054 0.48 0.248 1.47 1.027 1a 300 11.00 9.50 0.62 1.768 0.58 0 0.589 1.37 0.359 4b 200 13.00 12.00 0.71 1.358 0.35 0 0.753 1.30 0.141 4eXL 500 18.00 15.50 0.98 0.717 0.18 0 1.069 1.20 0.185 4e 1500 33.00 25.50 0.98 0.717 0.18 0 2.049 0.93 0.293 Thick of settlement zone (m) 33 Consolidate settlement of treated zone (m) 1.71 Consolidate settlement of untreated zone (m) 0.29 Total consolidate settlement (m) 2.01 Total settlement(m) 2.41 - Note: Hb - Depth of sublayer bottom; Hm - Depth at middle of sublayer; d - Thickness of sublayer γ' - Effective density; e0, Cc, Cr, σp - as noted at section I.2; σvz - vertical effective stress due to the selfweght of soil; σz - vertical stress due to the load of embankment; x - distance from center of road to considering point; Si - settlement of sublayer III.2 Calculate consolidate settlement at times: (Method in aricle VI.3 of standard 22TCN 262-2000) CALCULATION COEFFICIENT CONSOLIDATION At center Hm Hi x = 0.00 Layer (2σvz+σz)/2 Cvi (m) (m) -3 (kg/cm ) (10 cm2/s) 1aOver 4.5 2.25 0.88 0.417 6.97 1aOver 3.5 6.25 1.11 0.345 5.96 1a 9.5 1.28 0.345 5.11 4b 12 1.41 0.67 2.44 4eXL 15.5 1.67 0.755 5.75 4e 1.5 18.75 1.94 0.755 1.73 4e 13.5 26.25 2.58 0.622 17.12 Total 33.00 45.08 Average coefficient consolidation Cvtb = 5.36E-04 tb Average coefficient of consolidation in the vertical orientaion Cv (cm2/s) Directions of drainage Consolidation drainage depth in the vertical orientation H (m) Completed consolidation settlement Sc (m) Waiting time t (days) Time factor (Tv) is calculate according to following formula: Corresponding consolidation degree Uv Consolidation settlement at time t Sct (m) m0 -0.1 -0.2 -0.3 -0.4 -0.5 -0.6 5.36E-04 16.50 2.01 547.5 0.009 11.09% 0.222 Time - consolidated settlement curve 10 11 direction 12 13 14 15 Years IV CALCULATE SETTLEMENT OF TREATED GROUND: IV.1 Calculate completed settlement cause by filling height at each step: Filling stage Dimension of embankment Step Step Step Embankment height (m): 5.5 7.81 Embankment half width (m): 15.57 13.49 10.30 Length of slope (m): 5.53 7.61 10.80 Slope of taluy: 1:1.38 1:1.38 1.38 (Method in aricle VI.1, VI.2 of standard 22TCN 262-2000) Calculate settlement of each sublayer with filling height H = 4m Layer 1aOver 1a 4b 4eXL 4e Hi Hb Hm γ' (cm) 800 300 200 500 1500 (m) 8.00 11.00 13.00 18.00 33.00 0.00 (m) 9.5 12 15.5 25.5 16.5 (t/m3) 0.62 0.62 0.71 0.98 0.98 1.98 e0 1.768 1.768 1.358 0.717 0.717 0.717 At center x = 0.00 Cr Cc (kg/cm2) (kg/cm2) σz (kg/cm2) Si (m) 0.58 0.054 0.48 0.248 0.76 0.619 0.58 0 0.589 0.73 0.242 0.35 0 0.852 0.72 0.094 0.18 0 1.519 0.68 0.122 0.18 0 2.499 0.58 0.183 0.18 0 3.267 0.67 0.000 Thick of settlement zone (m) 31.50 Consolidate settlement of treated zone (m) 1.08 Consolidate settlement of untreated zonel (m) 0.18 Total consolidate settlement (m) 1.26 Total settlement (m) 1.51 σP σvz At shoulder At toe x = 15.57 x = 21.10 σz (kg/cm2) Si (m) σz (kg/cm2) Si (m) 0.63 0.535 0.42 0.300 0.59 0.206 0.45 0.170 0.57 0.079 0.45 0.065 0.55 0.102 0.44 0.084 0.48 0.123 0.40 0.078 0.54 0.000 0.43 0.000 28.00 25.00 0.92 0.62 1.05 0.70 1.05 0.70 1.25 0.84 Calculate settlement of each sublayer with filling height H = 5.5m At center x = 0.00 Cc Cr Layer e0 (t/m3) (kg/cm2) (kg/cm2) σz (kg/cm2) Si (m) (cm) (m) (m) 1aOver 800 8.00 0.62 1.768 0.58 0.054 0.48 0.248 1.04 0.809 1a 300 11.00 9.50 0.62 1.768 0.58 0 0.589 1.00 0.295 4b 200 13.00 12.00 0.71 1.358 0.35 0 0.753 0.96 0.116 4eXL 500 18.00 15.50 0.98 0.717 0.18 0 1.069 0.91 0.152 4e 1500 33.00 25.50 0.98 0.717 0.18 0 2.049 0.76 0.245 0.00 16.50 1.98 0.717 0.18 0 -0.483 0.90 0.000 Thick of settlement zone (m) 33.00 Consolidate settlement of treated zone (m) 1.37 Consolidate settlement of treated zone (m) 1.37 Total consolidate settlement (m) 1.62 Total settlement (m) 1.94 Calculate settlement of each sublayer with filling height H = 9.3m At center Hi Hb Hm σvz γ' σP x = 0.00 Cr Cc Layer e0 (t/m3) (kg/cm2) (kg/cm2) σz (kg/cm2) Si (m) (cm) (m) (m) 1aOver 800 8.00 0.62 1.768 0.58 0.054 0.48 0.248 1.76 1.140 1a 300 11.00 9.50 0.62 1.768 0.58 0 0.589 1.70 0.393 4b 200 13.00 12.00 0.71 1.358 0.35 0 0.753 1.66 0.155 4eXL 500 18.00 15.50 0.98 0.717 0.18 0 1.069 1.58 0.206 4e 1500 33.00 25.50 0.98 0.717 0.18 0 2.049 1.33 0.337 Thick of settlement zone (m) 33.00 Consolidate settlement of treated zone (m) 1.89 Consolidate settlement of treated zone (m) 0.34 Total consolidate settlement (m) 2.23 Total settlement (m) 2.68 Hi Hb Hm γ' σP σvz At shoulder At toe x = 13.49 x = 21.10 σz (kg/cm2) Si (m) σz (kg/cm2) Si (m) 0.89 0.730 0.43 0.311 0.79 0.255 0.50 0.182 0.77 0.098 0.50 0.072 0.73 0.128 0.51 0.095 0.63 0.210 0.48 0.131 0.72 0.000 0.50 0.000 33.00 29.00 1.21 0.66 1.21 0.66 1.42 0.79 1.70 0.95 At shoulder At toe x = 8.23 x = 21.10 σz (kg/cm2) Si (m) σz (kg/cm2) Si (m) 1.60 1.088 0.44 0.323 1.40 0.363 0.55 0.197 1.33 0.143 0.58 0.081 1.24 0.189 0.61 0.111 1.01 0.313 0.64 0.208 33.00 33.00 1.78 0.71 0.31 0.21 2.10 0.92 2.51 1.10 Calculate settlement of each sublayer with filling height H = 9.3m Layer 1aOver 1a 4b 4eXL 4e Hi Hb Hm (cm) 800 300 200 500 1500 (m) 8.00 11.00 13.00 18.00 33.00 (m) 9.50 12.00 15.50 25.50 γ' (t/m3) e0 0.62 0.62 0.71 0.98 0.98 1.768 1.768 1.358 0.717 0.717 without berm At center σvz σP Cc Cr x = 0.00 (kg/cm2) (kg/cm2) σz (kg/cm2) Si (m) 0.58 0.054 0.48 0.248 1.76 1.027 0.58 0 0.589 1.70 0.359 0.35 0 0.753 1.66 0.141 0.18 0 1.069 1.58 0.185 0.18 0 2.049 1.33 0.293 Thick of settlement zone (m) 33.00 Consolidate settlement of treated zone (m) 1.71 Consolidate settlement of untreated zon (m) 0.29 Total consolidate settlement (m) 2.01 Total settlement (m) 2.41 At shoulder At toe x = 8.23 x = 21.10 σz (kg/cm2) Si (m) σz (kg/cm2) Si (m) 1.60 0.962 0.44 0.348 1.40 0.319 0.55 0.210 1.33 0.123 0.58 0.086 1.24 0.160 0.61 0.119 1.01 0.257 0.64 0.220 33.00 33.00 1.56 0.76 0.26 0.22 1.82 0.98 2.19 1.18 Hi C Hi C v i Hi C v i v i IV.2 Calculate consolidated settlement at times: Calculation coefficient consolidation at filling step At center x = 0.00 Hi Hi C C v i Hi C v i Hi C v i (Method in aricle VI.3 of standard 22TCN 262-2000) Hi C v i Hi C v i v i At shoulder x = 15.57 Layer Hi (m) Hm (m) (2σvz+σz)/2 (kg/cm ) (10 cm /s) 1aOver 1aOver 1a 1a 4b 4eXL 4e 4e 4e 2 9.5 1.5 10.5 12 15.5 20 26.75 32.25 0.44 0.69 0.93 1.01 1.11 1.41 1.83 2.46 0.485 0.417 0.417 0.345 0.67 0.755 0.755 0.622 2.87 9.29 3.10 1.70 2.44 5.75 4.60 12.05 31.50 41.81 5.68E-04 Total Average coefficient consolidation Cvtb = Cvi -3 Layer Hi (m) Hm (m) (2σvz+σz)/2 (kg/cm ) (10 cm /s) 1aOver 1aOver 1a 4b 4b 4eXL 4e 4e 4e 0.5 1.5 4.5 5.5 1.5 5.5 9.5 11.25 12.25 15.5 20.25 25.25 30.5 0.44 0.65 0.88 0.99 1.05 1.34 1.79 2.26 0.485 0.417 0.417 0.795 0.67 0.755 0.755 0.622 4.31 7.74 4.65 0.56 1.83 5.75 5.18 6.97 28.00 37.00 5.73E-04 Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1a 4b 4eXL 4e 4e 12 9.5 12 15.5 19.5 27 0.77 1.09 1.24 1.52 1.88 2.56 0.417 0.345 0.67 0.755 0.755 0.622 Total Average coefficient consolidation Cvtb = 0 33.00 Total Average coefficient consolidation Cvtb = Calculation coefficient consolidation at filling step At center x = 0.00 Layer At toe x = 21.10 Cvi -3 Layer Hi (m) 1aOver 1aOver 1aOver 1a 4b 4b 4eXL 4e 4e 4e 1.5 3.5 1.5 0.5 5 Hm (m) 44.36 5.53E-04 (kg/cm ) Cvi -3 (10 cm /s) 0.549 0.485 0.417 0.417 0.795 0.67 0.755 0.755 0.622 2.02 4.31 5.42 4.65 1.68 0.61 5.75 5.75 2.54 25.00 32.74 5.83E-04 At toe x = 21.10 Layer Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1a 1a 4b 4eXL 4e 4e 1.5 1.5 3.5 11.5 8.75 10.25 12 15.5 19.75 27.25 0.70 0.94 1.03 1.14 1.43 1.83 2.53 0.417 0.417 0.345 0.67 0.755 0.755 0.622 Total Average coefficient consolidation Cvtb = 0.75 0.21 0.38 6.25 0.61 9.5 0.82 11.75 0.96 12.75 1.03 15.5 1.29 20.5 1.77 24 2.10 29 Total Average coefficient consolidation Cvtb = At shoulder x = 13.49 12.39 5.11 2.44 5.75 3.45 15.22 (2σvz+σz)/2 0 33.00 12.39 2.32 2.55 2.44 5.75 4.03 14.58 44.07 5.61E-04 Layer Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1aOver 1aOver 1a 4b 4b 4eXL 4e 4e 4e 1.5 3.5 1 4.5 6.5 0.75 6.25 9.5 11.5 12.5 15.5 0.21 0.39 0.62 0.84 0.97 1.04 1.32 1.78 2.32 0.549 0.485 0.417 0.417 0.795 0.67 0.755 0.755 0.622 2.02 4.31 5.42 4.65 1.12 1.22 5.75 5.18 8.24 29.00 37.92 5.85E-04 Total Average coefficient consolidation Cvtb = Calculation coefficient consolidation at filling step At center x = 0.00 Layer Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1aOver 1a 4b 4eXL 4e 4e 0.5 14.5 9.5 12 15.5 18.25 25.75 0.95 1.17 1.40 1.52 1.77 2.00 2.63 0.417 0.345 0.345 0.67 0.755 0.755 0.622 Total Average coefficient consolidation Cvtb = 33.00 Calculation coefficient consolidation at filling step At center x = 0.00 At shoulder With berm 3.10 10.22 5.11 2.44 5.75 0.58 18.39 45.58 5.24E-04 without berm Layer Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1aOver 1a 4b 4eXL 4e 4e 5 14 1.5 5.5 9.5 12 15.5 18.5 26 0.94 1.11 1.29 1.42 1.69 1.94 2.60 0.417 0.345 0.345 0.67 0.755 0.755 0.622 4.65 8.51 5.11 2.44 5.75 1.15 17.75 33.00 45.37 5.29E-04 Total Average coefficient consolidation Cvtb = Layer Hi (m) 1aOver 1aOver 1aOver 1a 4b 4b 4eXL 4e 4e 1.5 3.5 0.5 1.5 11 Hm (m) Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1aOver 1a 4b 4eXL 4e 4e 4.5 3.5 1.5 13.5 2.25 6.25 9.5 12 15.5 18.75 26.25 0.88 1.11 1.28 1.41 1.67 1.94 2.58 0.417 0.345 0.345 0.67 0.755 0.755 0.622 6.97 5.96 5.11 2.44 5.75 1.73 17.12 33.00 45.08 5.36E-04 Cvi (kg/cm2) (10-3 cm2/s) 0.549 0.485 0.417 0.417 0.795 0.67 0.755 0.755 0.622 33.00 2.02 4.31 5.42 4.65 0.56 1.83 5.75 4.60 13.95 43.10 5.86E-04 At toe x = 0.00 Layer Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 1aOver 1aOver 1a 4b 4eXL 4e 4e 2.5 12.5 9.5 12 15.5 19.25 26.75 0.86 1.04 1.15 1.28 1.56 1.89 2.56 0.417 0.345 0.345 0.67 0.755 0.755 0.622 9.29 3.41 5.11 2.44 5.75 2.88 15.85 33.00 44.73 5.44E-04 Total Average coefficient consolidation Cvtb = (2σvz+σz)/2 0.75 0.21 0.39 6.25 0.63 9.5 0.87 11.25 0.99 12.25 1.06 15.5 1.38 20 1.83 27.5 2.56 Total Average coefficient consolidation Cvtb = At shoulder x = 0.00 Layer Total Average coefficient consolidation Cvtb = At toe x = 0.00 Layer 1aOver 1aOver 1aOver 1a 4b 4eXL 4e 4e Hi (m) Hm (m) (2σvz+σz)/2 Cvi (kg/cm2) (10-3 cm2/s) 0.5 0.19 2.5 0.36 0.64 9.5 0.89 12 1.07 15.5 1.40 3.5 19.75 1.83 11.5 27.25 2.56 Total Average coefficient consolidation Cvtb = 0.549 0.485 0.417 0.417 0.67 0.755 0.755 0.622 33.00 1.35 4.31 6.19 4.65 2.44 5.75 4.03 14.58 43.30 5.81E-04 (Method in aricle VI.4, VI.5 of standard 22TCN 262-2000) - Ratio between coefficient of permeability in horison and in vertical Kh/Kv = 2.00 - Length of VD L= 1800 cm - Thickness of PVD a= 0.33 cm - Width of PVD b= 10 cm dw= - Diameter of VD 40.0 cm ds/dw= - Ratio of smear zone 2.00 Kh/qw = 1.00E-08 cm-2 - VD spacing D 220 cm - Shape of layout VD Triangle De - Equivalent spacing of VD 231 cm - Spacing ratio n 5.78 - Factor of spacing impaction VD F(n) 1.07 Fs - Factor of smeal zone impaction 0.69 Fr - Factor of permeability resistance 0.07 - Factor of hydraulics resistance F 1.83 Calculate factors of vertical drain Consolidate degree at center * Procedure: No of step Filling height H (m) Difference in height ∆H (m) Filling rate (cm/day): Filling time (days) Waiting time (days) Total time of step (days) Final consolidate settlement in treated zone Sct (m) Final consolidate settlement in untreated zone Scn (m) outside sevicable settlement zone (m) inside sevicable settlement zone S'cn (m) Final consolidate settlement Sc (m) * Consolidation after filling time of step Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone (m) Consolidate settlement in untreated zone (m) Con Settle untreated zone outside sevicable settlement zone (m) Consolidate settlement (m) Consolidation ratio in treated zone Consolidation ratio Step Step 1: 4.00 10 40 90 130 1.08 0.18 0.00 0.18 1.26 ∆H1 5.68E-04 15.75 20.00 3.95E-04 0.008 1.14E-03 0.04 0.15 0.16 0.17 0.00 0.00 0.17 0.16 0.08 Step 2: 5.5 1.50 10 15 60 75 0.30 0.06 0.00 0.06 0.36 Service 7.805752 0.00 0.00 0.00 0.00 * Consolidation after waiting time of step Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone at the end of step Sct1 (m) Consolidate settlement in untreated zone at the end of step Scn1 (m) Con Settle untreated zone inside sevicable settlement zone S'cn1 (m) Consolidate settlement at the end of step Sc1 (m) Consolidation ratio in treated zone at the end of step Ut1 Consolidation ratio at the end of step U1 * Consolidation after filling time of step Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone (m) Consolidate settlement in untreated zone (m) Con Settle untreated zone inside sevicable settlement zone (m) Consolidate settlement (m) Consolidation ratio in treated zone Consolidation ratio * Consolidation after waiting time of step Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone at the end of step Sct2 (m) Consolidate settlement in untreated zone at the end of step Scn2 (m) Con Settle untreated zone inside sevicable settlement zone S'cn2 (m) Consolidate settlement at the end of step Sc2 (m) Consolidation ratio in treated zone at the end of step Ut2 Consolidation ratio at the end of step U2 ∆H1 5.68E-04 15.75 110.00 2.17E-03 0.04 1.14E-03 0.20 0.59 0.61 0.65 0.01 0.01 0.66 0.61 0.30 ∆H1 ∆H2 5.68E-04 5.53E-04 15.75 16.50 125.00 7.50 2.47E-03 1.32E-04 0.05 0.00 1.14E-03 1.11E-03 0.23 0.63 0.65 0.70 0.01 0.01 0.71 0.52 0.33 0.01 0.06 0.06 0.02 0.00 0.00 0.02 ∆H1 ∆H2 5.68E-04 5.53E-04 15.75 16.50 185.00 67.50 3.66E-03 1.19E-03 0.073 0.024 1.14E-03 1.11E-03 0.34 0.77 0.79 0.85 0.01 0.01 0.86 0.71 0.44 0.12 0.41 0.43 0.13 0.00 0.00 0.13 * Consolidation after filling time of step Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone at the end of step Sct3 (m) Consolidate settlement in untreated zone at the end of step Scn3 (m) Con Settle untreated zone inside sevicable settlement zone S'cn3 (m) Consolidate settlement at the end of step Sc3 (m) Consolidation ratio in treated zone at the end of step Ut3 Consolidation ratio at the end of step U3 * Consolidation after waiting time of step Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone at the end of step Sct3 (m) Consolidate settlement in untreated zone at the end of step Scn3 (m) Con Settle untreated zone inside sevicable settlement zone S'cn3 (m) Consolidate settlement at the end of step Sc3 (m) Consolidation ratio in treated zone at the end of step Ut3 Consolidation ratio at the end of step U3 * Consolidation after construction 15 years Filling height Average vertical consolidation coefficient Cvtb (cm2/s) H is the consolidation drainage depth in the vertical orientation H (m) Consolidation time t (days)= Vertical time factor Tv= Vertical consolidation ratio Uv Average horizontal consolidation coefficient Chtb (cm2/s) Horizontal time factor Th Horizontal consolidation ratio Uh Consolidation ratio in treated zone due to each filling height Ui Consolidate settlement in treated zone at the end of step Sct (m) Consolidate settlement in untreated zone at the end of step Scn (m) Con Settle untreated zone inside sevicable settlement zone S'cn (m) Consolidate settlement at the end of step Sc (m) Consolidation ratio in treated zone at the end of step Ut3 Consolidation ratio at the end of step U3 ∆H1 ∆H2 5.68E-04 5.53E-04 15.75 16.50 223.00 105.50 4.41E-03 1.85E-03 0.08 0.04 1.14E-03 1.11E-03 0.41 0.83 0.85 0.91 0.02 0.02 0.93 0.61 0.53 0.19 0.56 0.58 0.17 0.00 0.00 0.17 ∆H1 ∆H2 5.68E-04 5.53E-04 15.75 16.50 313.00 195.50 6.19E-03 3.43E-03 0.09 0.07 1.14E-03 1.11E-03 0.58 0.92 0.93 1.00 0.02 0.02 1.01 0.81 0.70 0.35 0.78 0.80 0.24 0.00 0.00 0.24 Service ∆H1 ∆H2 5.68E-04 5.53E-04 5.36E-04 15.75 16.50 16.50 313.00 195.50 5475.00 6.19E-03 3.43E-03 9.31E-02 0.09 0.07 0.34 1.14E-03 1.11E-03 1.07E-03 0.58 0.92 0.93 1.00 0.02 0.02 1.01 0.90 0.81 0.35 0.78 0.80 0.24 0.00 0.00 0.24 9.50 1.00 1.00 0.18 0.08 0.08 0.26 After waiting of step After filling After waiting of step of step After filling of step After waiting of step After filling of step (Method in appendix F3 of Detailed Design) IV.3 Calculate development of undrainded strength through consolidation Cui σp σvz At center At shoulder At toe Step Layer m Depth (m) 2 2 2 2 (T/m2) (T/m ) (T/m ) σz (T/m ) U (%) Cu (T/m ) σz (T/m ) U (%) Cu (T/m ) σz (T/m ) U (%) Cu (T/m ) 1aOver 1.44 4.8 0.20 8.00 2.33 7.58 16% 1.60 6.37 16% 1.56 4.15 16% 1.49 1a 1.69 5.735 0.20 11.00 5.74 7.36 16% 1.92 5.87 16% 1.88 4.53 16% 1.84 4b 1.76 7.3525 0.20 13.00 7.35 7.18 16% 1.98 5.71 16% 1.94 4.48 16% 1.91 4eXL 4.95 10.445 0.20 18.00 10.45 6.87 16% 5.16 5.48 16% 5.12 4.36 16% 5.09 1aOver 1.44 4.8 0.20 8.00 2.33 7.58 61% 2.06 6.37 61% 1.92 4.15 63% 1.65 1a 1.69 5.735 0.20 11.00 5.74 7.36 61% 2.58 5.87 61% 2.41 4.53 63% 2.26 4b 1.76 7.3525 0.20 13.00 7.35 7.18 61% 2.63 5.71 61% 2.46 4.48 63% 2.32 4eXL 4.95 10.445 0.20 18.00 10.45 6.87 61% 5.78 5.48 61% 5.62 4.36 63% 5.50 1aOver 1.44 4.8 0.20 8.00 2.33 10.41 52% 2.27 9.02 52% 2.12 4.23 63% 1.66 1a 1.69 5.735 0.20 11.00 5.74 10.01 52% 2.74 7.97 52% 2.52 4.96 63% 2.32 4b 1.76 7.3525 0.20 13.00 7.35 9.68 52% 2.78 7.68 52% 2.56 5.04 63% 2.40 4eXL 4.95 10.445 0.20 18.00 10.45 9.15 52% 5.91 7.31 52% 5.71 5.05 63% 5.59 1aOver 1.44 4.8 0.20 8.00 2.33 10.41 71% 2.57 9.02 71% 2.37 4.23 78% 1.71 1a 1.69 5.735 0.20 11.00 5.74 10.01 71% 3.12 7.97 71% 2.82 4.96 78% 2.46 4b 1.76 7.3525 0.20 13.00 7.35 9.68 71% 3.14 7.68 71% 2.85 5.04 78% 2.55 18.00 10.45 9.15 71% 6.25 7.31 71% 5.99 5.05 78% 5.74 4eXL 4.95 10.445 0.20 1aOver 1.44 4.8 0.20 8.00 2.33 17.51 61% 3.27 16.08 58% 3.01 4.30 79% 1.73 1a 1.69 5.735 0.20 11.00 5.74 16.21 61% 3.67 14.12 58% 3.32 5.49 79% 2.56 4b 1.76 7.3525 0.20 13.00 7.35 15.36 61% 3.63 13.38 58% 3.31 5.82 79% 2.68 18.00 10.45 14.13 61% 6.67 12.43 58% 6.39 6.13 79% 5.92 4eXL 4.95 10.445 0.20 1aOver 1.44 4.8 0.20 8.00 2.33 17.51 81% 3.87 16.08 79% 3.59 4.30 90% 1.77 1a 1.69 5.735 0.20 11.00 5.74 16.21 81% 4.31 14.12 79% 3.93 5.49 90% 2.68 4b 1.76 7.3525 0.20 13.00 7.35 15.36 81% 4.25 13.38 79% 3.88 5.82 90% 2.81 18.00 10.45 14.13 81% 7.24 12.43 79% 6.92 6.13 90% 6.06 4eXL 4.95 10.445 0.20 CALCULATE SAFETY FACTOR AT SEGMENT CW2C-166(KM21+280-KM21+350) Ground is improved by Triangle filling step Method Bishop Height of filling embankment: 4.45m Width of filling upperbase: 26.98m Height of design embankment: 5.4m Width of designed upperbase: 20.6m Width of lowerbase: 42.2m 10 Name: 1aOver Unit Weight: 16.2 kN/m³ Cohesion': 14.4 kPa Name: 1a Unit Weight: 16.2 kN/m³ Cohesion': 16.9 kPa Name: 4b Unit Weight: 17.1 kN/m³ Cohesion': 17.6 kPa Name: 4eXL Unit Weight: 19.8 kN/m³ Cohesion': 49.5 kPa Name: 1aOver Side Unit Weight: 16.2 kN/m³ Cohesion': 18.900912 kPa Name: 1a Side Unit Weight: 16.2 kN/m³ Cohesion': 24.173439 kPa Name: 4b Side Unit Weight: 17.1 kN/m³ Cohesion': 24.771878 kPa 1.388 Name: 1aOver Cen Unit Weight: 16.2 kN/m³ Cohesion': 22.731569 kPa Name: 1a Cen Unit Weight: 16.2 kN/m³ Cohesion': 27.405272 kPa Name: 4b Cen Unit Weight: 17.1 kN/m³ Cohesion': 27.767099 kPa Name: 4eXL Cen Unit Weight: 19.8 kN/m³ Cohesion': 59.111631 kPa Name: EB Unit Weight: 19 kN/m³ Cohesion': kPa Phi': 30 ° Phi-B: ° Name: 4eXL Side Unit Weight: 19.8 kN/m³ Cohesion': 56.491396 kPa Fabric Capacity: 200 kN layers EB Elevation (m) EB EB -5 -10 -15 -20 -80 -70 -60 -50 -40 1aOver 1aOver Side 1aOver Cen 1aOver Side 1aOver 1a 1a Side 1a Cen 1a Side 1a 4b 4b Side 4b Cen 4b Side 4b 4eXL 4eXL Side 4eXL Cen 4eXL Side 4eXL -30 -20 -10 Distance (m) 10 20 30 40 50 CALCULATE SAFETY FACTOR AT SEGMENT CW2C-165(KM21+178-KM21+280) Ground is improved by Triangle filling step Method Bishop Height of filling embankment: 6.08m Width of filling upperbase: 16.76m Height of design embankment: 4m Width of designed upperbase: 20.6m Width of lowerbase: 36.6m 10 Name: 1aOver Unit Weight: 16.2 kN/m³ Cohesion': 14.4 kPa Name: 1a Unit Weight: 16.2 kN/m³ Cohesion': 16.9 kPa Name: 4b Unit Weight: 17.1 kN/m³ Cohesion': 17.6 kPa Name: 4e Unit Weight: 19.8 kN/m³ Cohesion': 49.5 kPa Name: 1aOver Side Unit Weight: 16.2 kN/m³ Cohesion': 21.843383 kPa Name: 1a Side Unit Weight: 16.2 kN/m³ Cohesion': 27.660563 kPa Name: 4b Side Unit Weight: 17.1 kN/m³ Cohesion': 28.146131 kPa Name: 4e Unit Weight: 19.8 kN/m³ Cohesion': 49.5 kPa Name: 1aOver Cen Unit Weight: 16.2 kN/m³ Cohesion': 28.753401 kPa Name: 1a Cen Unit Weight: 16.2 kN/m³ Cohesion': 32.932319 kPa Name: 4b Cen Unit Weight: 17.1 kN/m³ Cohesion': 32.542568 kPa Fabric Capacity: 200 kN layers 1.111 EB EB EB Elevation (m) -5 -10 1aOver 1aOver Side 1aOver Cen 1aOver Side 1aOver 1a 1a Side 1a Cen 1a Side 1a 4b 4b Side 4b Cen 4b Side 4b 4e 4e 4e 4e 4e -15 -20 -25 -30 -35 -40 -80 -70 -60 -50 -40 -30 -20 -10 Distance (m) 10 20 30 40 50 ... 1.69 5. 735 0.20 11.00 5.74 16.21 61% 3. 67 14.12 58% 3. 32 5.49 79% 2.56 4b 1.76 7 .35 25 0.20 13. 00 7 .35 15 .36 61% 3. 63 13. 38 58% 3. 31 5.82 79% 2.68 18.00 10.45 14. 13 61% 6.67 12. 43 58% 6 .39 6. 13 79%... 8.00 2 .33 17.51 81% 3. 87 16.08 79% 3. 59 4 .30 90% 1.77 1a 1.69 5. 735 0.20 11.00 5.74 16.21 81% 4 .31 14.12 79% 3. 93 5.49 90% 2.68 4b 1.76 7 .35 25 0.20 13. 00 7 .35 15 .36 81% 4.25 13. 38 79% 3. 88 5.82... 5.68E-04 5.53E-04 5 .36 E-04 15.75 16.50 16.50 31 3.00 195.50 5475.00 6.19E- 03 3.43E- 03 9 .31 E-02 0.09 0.07 0 .34 1.14E- 03 1.11E- 03 1.07E- 03 0.58 0.92 0. 93 1.00 0.02 0.02 1.01 0.90 0.81 0 .35 0.78 0.80 0.24