Civil Engineering Reference
In-Depth Information
L
rigid top platen, displaced vertically
6
1
4
E'= 2.5
×
10
4
kN/m
2
u
'= 0.25
K
e
= 1 0
6
kN/m
2
2 m
2
7
f
'= 30
°
c'= 0
s
3
= 100kN/m
2
35
8
1 m
nxe nye
1 1
prop(phi,c,psi,e,v,ke)
30.0 0.0 0.0 2.5e4 0.25 1.0e6
cons
100.0
x_coords y_coords
0.0 1.0
0.0 2.0
nr,(k,nf(:,k),i=1,nr)
5
1 0 1 -2 0 1 3 0 0 5 1 0 8 1 0
fixed_freedoms,(node(i),sense(i),i=1,fixed_freedoms)
3
1 2 4 2 6 2
tol limit incs presc
0.0001 50 8 -2.0e-3
Figure 6.42
Mesh and data for Program 6.9 example
“sand” with the following properties:
φ
30
◦
=
c
=
0
E
10
4
kN/m
2
=
2
.
5
×
ν
=
0
.
25
10
6
kN/m
2
K
e
=
The triaxial specimen has been consolidated under a compressive cell pressure of
100 kN/m
2
before undrained loading commences.
The output of two analyses is presented in Figure 6.43. In analysis (a),
ψ
=
0andin
30
◦
. As expected, the inclusion of dilation has a considerable impact
on the response in this “confined” problem. The deviator stress versus vertical deflection
has been plotted for both undrained cases in Figure 6.44 together with the drained result
obtained by setting
analysis (b),
ψ
=
K
e
=
0. In case (a), where there is no plastic volume change (
ψ
=
0),
