Environmental Engineering Reference
In-Depth Information
10
−
4
10
−
5
10
−
6
10
−
7
10
−
8
10
−
9
10
−
10
Decomposed granite
Colluvium
10
−
11
10
−
12
10
−
13
1
10
100
1000
Matric suction, (
u
a
-
u
w
), kPa
Figure 12.99
Permeability functions for decomposed granite and colluvium using the Fredlund
et al. (1994) estimation procedure.
Table 12.12 Summary of Shear Strength Parameters
and Total Unit Weights for Soils in Example 2
Effective
Angle of Total Unit
Internal Weight,
Cohesion,
Friction,
γ
c
φ
(kN/m
3
)
Soil Type
(kPa)
(deg)
Colluvium
10
35
19.6
Completely
decomposed granite
10
38
19.6
Completely to highly
decomposed granite
29
33
19.6
Highly decomposed
granite
24
41.5
19.6
parameters and the unit weights for the soils involved are
summarized in Table 12.12. The
φ
b
angle for each material
was assumed to be a percentage of the effective angle of
internal friction,
φ
. The percentage of the
φ
b
angle varied
during the parametric slope stability study (i.e.,
φ
b
Figure 12.100
Finite element mesh of the steep cut slope and the
initial boundary conditions.
is 0, 25,
50, 75, and 100% of
φ
).
of the slope. A zero flux condition was imposed along the
bottom boundary,
BC.
The left- and right-hand boundaries
(i.e.,
AB
and
DC
, respectively) had a constant head boundary
below thewater table and a zero flux boundary above thewater
table. The constant head boundary below the water table was
equal to the initial elevation of the water table.
12.7.2.2 Initial Conditions for Seepage Analysis
Steady-state and transient seepage finite element analyses
were conducted on the discretized geometry as shown in
Fig. 12.100. Initial conditions were assigned at the boundaries
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