1. Department of Civil Engineering, Nagoya Institute of Technology, Showa-ku, Gokiso-cho, Nagoya 466-8555, Japan; 2. Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China; 3. Department of Civil Engineering, Shanghai Jiao Tong University, Shanghai 200240, China
In this paper, the mechanical behavior of sand, was systematically described and modeled with a elastoplastic model proposed by Zhang et al. [1]. Without losing the generality of the sand, a specific sand called as Toyoura sand, a typical clean sand found in Japan, has been discussed in detail. In the model, the results of conventional triaxial tests of the sand under different loading and drainage conditions were simulated with a fixed set of material parameters. The model only employs eight parameters among which five parameters are the same as those used in Cam-clay model. Once the parameters are determined with the conventional drained triaxial compression tests and undrained triaxial cyclic loading tests, then they are fixed to uniquely describe the overall mechanical behaviors of the Toyoura sand, without changing the values of the eight parameters irrespective of what kind of the loadings or the drainage conditions may be. The capability of the model is discussed in a theoretical way.
. Unified description of sand behavior[J]. Frontiers of Architecture and Civil Engineering in China, 2011, 5(2): 121-150.
Feng ZHANG, Bin YE, Guanlin YE. Unified description of sand behavior. Front Arch Civil Eng Chin, 2011, 5(2): 121-150.
degradation parameter of overconsolidation state, m
degradation parameter of structure, a
evolution parameter of anisotropy, br
0.050
0.0064
1.30
0.87
0.30
0.01
0.50
1.50
Tab.2
amplitude of shear stress ratio, q/(2p0)
initial void ratio, e0
initial mean effective stress, p/kPa
initial degree of structure, R0*
initial degree of overconsolidation, OCR (1/R0)
initial anisotropy, ζ0
0.15
0.81
98
0.75
70
0
0.20
0.81
98
0.75
70
0
0.25
0.81
98
0.75
70
0
Tab.3
e0
e0
R0*
OCR (1/R0)
ζ0
loose sand
0.81
196.0
0.90
2.0
0
dense sand
0.67
196.0
0.90
45.0
0
Tab.4
Fig.7
Fig.8
e0
P/kPa
R0*
OCR (1/R0)
ζ0
1.19
10.0
0.10
1.0
0
Tab.5
[1]
[2]
[3]
[4]
[5]
[6]
[7]
[8]
e0
1.07
1.00
0.94
0.90
0.81
0.76
0.70
0.68
p/kPa
196.0
196.0
196.0
196.0
196.0
196.0
196.0
196.0
R0*
0.101
0.112
0.124
0.131
0.147
0.158
0.17
0.177
OCR (1/R0)
1.22
5.29
23.87
56.15
350.36
969.93
3527.83
6928.
ζ0
5.11E-02
6.58E-02
7.24E-02
7.07E-02
7.70E-02
7.45E-02
7.09E-02
7.14E-02
Tab.6
[1]
[2]
[3]
[4]
[5]
[6]
[7]
[8]
e0
0.916
0.860
0.801
0.775
0.731
0.707
0.671
0.646
p/kPa
196.0
196.0
196.0
196.0
196.0
196.0
196.0
196.0
R0*
0.104
0.114
0.125
0.133
0.149
0.160
0.172
0.179
OCR (1/R0)
1.49
5.03
17.5
30.1
73.4
118.
255.
426.
ζ0
1.44E-05
1.47E-05
1.97E-05
3.42E-05
5.95E-04
3.73E-03
2.18E-02
3.79E-02
Tab.7
Fig.9
Fig.10
Fig.11
Fig.12
Fig.13
p/MPa
e0
OCR (1/R0)
R0*
ζ0
[i]
0.10
0.89
1.5
0.50
0.00
[ii]
1.0
0.88
1.1
0.05
0.00
[iii]
2.0
0.89
1.0
0.02
0.00
[iv]
0.10
0.71
85.0
0.50
0.00
[V]
1.0
0.72
8.0
0.30
0.00
[vi]
2.0
0.71
5.0
0.24
0.00
[vii]
3.0
0.72
3.5
0.18
0.00
[viii]
0.10
0.65
280.0
0.50
0.00
[ix]
1.0
0.66
30.0
0.30
0.00
[x]
2.0
0.66
20.0
0.20
0.00
[xi]
3.0
0.66
12.0
0.20
0.00
Tab.8
Fig.14
Fig.15
e0
p/kPa
R0*
OCR (1/R0)
ζ0
0.66
196
0.99
53.6
0
Tab.9
Fig.16
Fig.17
Fig.18
Fig.19
e0
p/kPa
R0*
OCR (1/R0)
ζ0
[r]
0.73
196
0.156
75.8
0.221
[s]
0.73
196
0.156
75.8
-0.221
Tab.10
e0
p/kPa
R0*
OCR(1/R0)
ζ0
br
[i]
0.67
196
0.780
60
0
1.5
[j]
0.67
196
0.70
60
0
2.5
[k]
0.67
196
0.70
60
0
5.0
Tab.11
Fig.20
e0
p/kPa
R0*
OCR(1/R0)
ζ0
[2]
0.860
196
[a]: 0.114
[e]: 1.0
5.0
1.47E-05
[4]
0.775
196
[b]: 0.133
[f]: 1.0
30.1
3.42E-05
[7]
0.671
196
[c]: 0.172
[g]: 1.0
255.0
2.18E-02
[8]
0.646
196
[d]: 0.179
[h]: 1.0
426.0
3.79E-02
Tab.12
Fig.21
Fig.22
Fig.23
item
e0
p/kPa
R0*
OCR(1/R0)
ζ0
m
a
[l]
0.69
196
0.80
35
0
0.01
0.50
[m]
0.69
196
0.80
35
0
0.02
0.30
[n]
0.69
196
0.80
35
0
0.05
0.10
[o]
0.69
196
0.80
35
0
0.03
0.05
Tab.13
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