Geoscience Reference
In-Depth Information
c
equal to 0.0367. Figure 7.12c shows the experimental and calibrated isotropic
compression and critical state lines in the
e
- log
p
plane. The other parameters,
presented in Table 7.2, were calibrated from a triaxial test on a normally
consolidated specimen.
e
ref
p
ref
(MPa)
λ
φ
μ
（
˚
）
φ
0
（
˚
）
m
c
e
k
p0
/k
n0
1.39
0.01
0.53
20.70
20.70
2.00
0.03
0.20
Table 7.2.
Model parameters for the black kaolinite clay
q(MPa)
EXP
MODEL
q(MPa)
EXP
MODEL
1.3
1.3
OCR=8
OCR=8
1.2
1.2
1.1
OCR=4
1.1
OCR=4
1
1
OCR=2
OCR=2
0.9
0.9
0.8
0.8
OCR=1
OCR=1
0.7
0.7
0
5
10
15
20
25
0
5
10
15
20
25
ε
1
(%)
ε
1
(%)
(a) stress
−
strain relationship
(b) evolution of void ratio
q(MPa)
1
e
M=0.804
1.6
0.8
1.4
isotropic
consolidation
0.6
α=20.9
˚
1.2
0.4
perfect plasticity
1.0
P
ic
0.2
0.8
0
0.6
0.2
0
0.2
0.4
0.6
0.8
1 1.2
P(MPa)
0.1
0.4 0.8
log p' (MPa)
1
(c) relationship between mean stress and void ratio
(d) effective stress path
Figure 7.12.
Comparison between experimental results and numerical simulations of drained
triaxial tests on black clay for various overconsolidation ratios
Tests on black kaolinite clay samples were performed by Zervoyanis and Bard
[ZER 82] and analyzed by Biarez and Hicher [BIA 94]. The tests began with an
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