Geoscience Reference
In-Depth Information
310
Multiscale Geomechanics
800
1,200
Q=200 kN
Q=400 kN
Q=900 kN
Q=1,100 kN
Q=1,300 kN
Q=200 kN
Q=400 kN
Q=900 kN
Q=1,100 kN
Q=1,300 kN
700
1,000
600
800
500
400
600
300
400
200
100
200
0
0
100
200
200
0
20
40
60
80
100
120
140
0
20
40
60
80
100
120
140
s/d (%)
s/d (%)
(a)
(b)
8
0.02
7
0
6
5
0.02
4
0.04
3
simulated
CSL
2
0.06
Q
T
=200 kN, N=5
Q
T
=400 kN, N=5
Q
T
=1,300 kN, N=5
1
0.08
0
1
0.1
0
1
2
3
1.4
1.5
10
10
10
10
10
10
p(kPa)
p(kPa)
(c)
(d)
Figure 9.32.
Comparison of cyclic load-settlement curves for different levels of load (
Q
T
equal
to
200
,
400
,
900
,
1,100
and
1,300
kN) [DAG 08]: a) shaft resistance; b) base resistance; c)
evolution in (e - log p') plane; and d) evolution in (e - log p')plane - zoom for Q = 200 kN
- for high loads (900 1,100 and 1,300 kN), a reduction of friction peak (fatigue) is
obtained.
On the other hand, the basic strength does not seem to be affected from one cycle
to another.
We can conclude that changes in lateral stresses applied on the pile are governed
by the volume changes in the shear zone. Therefore, if the mechanisms that control
the volume variation are clarified, the mechanisms of load transfer will be better
understood, enabling us to understand the mechanisms governing the friction fatigue
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