Improvement of fine-grained and cohesive soils 161
The analysis is performed using a standard stability analysis program
and applying a division into 50 slices. The groundwater table was set equal
to the ground surface. An additional loading of 20 kN/m 2 was applied on
top of the embankment.
According to Eurocode 7, partial safety factors on loads and resistances are necessary to be applied and it needs to be proven that the
design value of the loads or actions E d is smaller than the design value of
the resistances R d , or:
E
R
d
d
≤ 1
(4.73)
Table 4.8 Depth-dependent shear strength of the improved ground in sections A to E
Depth
(m)
Layer
′
m 1
Q top /
Q total
′′
m 1
φ avg
(°)
c avg
(kPa) Layer
′
m 1
Q top /
Q total
′′
m 1
φ avg
(°)
c avg
(kPa)
A
B
−2.0
2 0.58 0.96 0.57 27.00 17.36 10 0.70 0.95 0.68 31.56 12.71
−4.0
3 0.58 0.93 0.55 26.47 17.88 11 0.70 0.91 0.67 30.95 13.36
−5.5
4 0.59 0.91 0.56 26.63 2.66 12 0.72 0.89 0.68 31.41 1.93
−7.0
5 0.59 0.89 0.55 26.39 2.69 13 0.72 0.87 0.67 31.14 1.97
−9.0
6 0.59 0.87 0.54 26.07 2.74 14 0.72 0.85 0.66 30.79 2.03
−10.5
7 0.59 0.86 0.54 25.84 3.70 15 0.72 0.83 0.66 30.54 2.76
−12.0
8 0.59 0.84 0.53 25.62 3.74 16 0.72 0.82 0.65 30.29 2.81
−14.0
9 0.59 0.83 0.53 25.34 3.79 17 0.72 0.80 0.64 29.98 2.87
C
D
−2.0
18 0.70 0.92 0.67 31.08 13.22 26 0.70 0.78 0.62 29.01 15.37
−4.0
19 0.70 0.86 0.64 30.09 14.26 27 0.70 0.64 0.56 26.82 17.54
−5.5
20 0.72 0.83 0.65 30.41 2.09 28 0.72 0.59 0.56 26.80 2.63
−7.0
21 0.72 0.80 0.64 29.99 2.15 29 0.72 0.55 0.54 26.08 2.74
−9.0
22 0.72 0.76 0.63 29.47 2.23 30 0.72 0.50 0.52 25.26 2.86
−10.5
23 0.72 0.74 0.62 29.10 3.05 31 0.72 0.47 0.51 24.74 3.91
−12.0
24 0.72 0.72 0.61 28.76 3.12 32 0.72 0.44 0.50 24.27 3.99
−14.0
25 0.72 0.69 0.60 28.33 3.21 33 0.72 0.41 0.49 23.72 4.10
E
−2.0
34 0.70 0.00 0.31 15.60 27.60
−4.0
35 0.70 0.00 0.31 15.60 27.60
−5.5
36 0.72 0.00 0.33 16.55 4.02
−7.0
37 0.72 0.00 0.33 16.55 4.02
−9.0
38 0.72 0.00 0.33 16.55 4.02
−10.5
39 0.72 0.00 0.33 16.55 5.36
−12.0
40 0.72 0.00 0.33 16.55 5.36
−14.0
41 0.72 0.00 0.33 16.55 5.36
The analysis is performed using a standard stability analysis program
and applying a division into 50 slices. The groundwater table was set equal
to the ground surface. An additional loading of 20 kN/m 2 was applied on
top of the embankment.
According to Eurocode 7, partial safety factors on loads and resistances are necessary to be applied and it needs to be proven that the
design value of the loads or actions E d is smaller than the design value of
the resistances R d , or:
E
R
d
d
≤ 1
(4.73)
Table 4.8 Depth-dependent shear strength of the improved ground in sections A to E
Depth
(m)
Layer
′
m 1
Q top /
Q total
′′
m 1
φ avg
(°)
c avg
(kPa) Layer
′
m 1
Q top /
Q total
′′
m 1
φ avg
(°)
c avg
(kPa)
A
B
−2.0
2 0.58 0.96 0.57 27.00 17.36 10 0.70 0.95 0.68 31.56 12.71
−4.0
3 0.58 0.93 0.55 26.47 17.88 11 0.70 0.91 0.67 30.95 13.36
−5.5
4 0.59 0.91 0.56 26.63 2.66 12 0.72 0.89 0.68 31.41 1.93
−7.0
5 0.59 0.89 0.55 26.39 2.69 13 0.72 0.87 0.67 31.14 1.97
−9.0
6 0.59 0.87 0.54 26.07 2.74 14 0.72 0.85 0.66 30.79 2.03
−10.5
7 0.59 0.86 0.54 25.84 3.70 15 0.72 0.83 0.66 30.54 2.76
−12.0
8 0.59 0.84 0.53 25.62 3.74 16 0.72 0.82 0.65 30.29 2.81
−14.0
9 0.59 0.83 0.53 25.34 3.79 17 0.72 0.80 0.64 29.98 2.87
C
D
−2.0
18 0.70 0.92 0.67 31.08 13.22 26 0.70 0.78 0.62 29.01 15.37
−4.0
19 0.70 0.86 0.64 30.09 14.26 27 0.70 0.64 0.56 26.82 17.54
−5.5
20 0.72 0.83 0.65 30.41 2.09 28 0.72 0.59 0.56 26.80 2.63
−7.0
21 0.72 0.80 0.64 29.99 2.15 29 0.72 0.55 0.54 26.08 2.74
−9.0
22 0.72 0.76 0.63 29.47 2.23 30 0.72 0.50 0.52 25.26 2.86
−10.5
23 0.72 0.74 0.62 29.10 3.05 31 0.72 0.47 0.51 24.74 3.91
−12.0
24 0.72 0.72 0.61 28.76 3.12 32 0.72 0.44 0.50 24.27 3.99
−14.0
25 0.72 0.69 0.60 28.33 3.21 33 0.72 0.41 0.49 23.72 4.10
E
−2.0
34 0.70 0.00 0.31 15.60 27.60
−4.0
35 0.70 0.00 0.31 15.60 27.60
−5.5
36 0.72 0.00 0.33 16.55 4.02
−7.0
37 0.72 0.00 0.33 16.55 4.02
−9.0
38 0.72 0.00 0.33 16.55 4.02
−10.5
39 0.72 0.00 0.33 16.55 5.36
−12.0
40 0.72 0.00 0.33 16.55 5.36
−14.0
41 0.72 0.00 0.33 16.55 5.36