Unified description of sand behavior

doi:10.1007/s11709-011-0104-z

Front Arch Civil Eng Chin

2011, Vol. 5

Issue (2) : 121-150 https://doi.org/10.1007/s11709-011-0104-z

REVIEW

Unified description of sand behavior

Feng ZHANG¹(

), Bin YE², Guanlin YE³

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

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Abstract

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.

Keywords constitutive model sand stress-induced anisotropy density structure

Corresponding Author(s): ZHANG Feng,Email:cho.ho@nitech.ac.jp

Issue Date: 05 June 2011

Cite this article:

Feng ZHANG,Bin YE,Guanlin YE. Unified description of sand behavior[J]. Front Arch Civil Eng Chin, 2011, 5(2): 121-150.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-011-0104-z
https://academic.hep.com.cn/fsce/EN/Y2011/V5/I2/121

Fig.1 Subloading, normal and superloading yield surfaces in plane adopted in the present model

Fig.2 Changes in the subloading yielding surfaces at different anisotropy . (a) Modified cam-clay model; (b) SYS Cam-clay model; (c) proposed model

Fig.3 Changes in the subloading yielding surface in the cyclic mobility stage

Fig.4 Changes in , and in or away from the cyclic mobility region

Tab.1 Test conditions of Toyoura Sand samples

Fig.5 Test results of undrained triaxial cyclic loading test with different shearing ratios. (a) Effective stress paths; (b) stress-strain relations

Fig.6 Theoretical simulation of undrained triaxial cyclic loading test with different cyclic loading ratios. (a) Effective stress paths; (b) stress-strain relations

Tab.2 Material parameters of Toyoura Sand

Tab.3 State variables of Toyoura Sand samples in Fig. 6

Tab.4 State variables of Toyoura Sand samples in Fig. 7

Fig.7 Experimental and theoretical results of triaxial compression tests. (a) Loose sand; (b) dense sand

Fig.8 Set of sands with different densities prepared from loose sand by vibration compaction and isotropic compression

Tab.5 State variables of Toyoura Sand sample before compaction

Tab.6 State variables of Toyoura Sand samples after compaction

Tab.7 State variables of Toyoura Sand samples after isotropic consolidation

Fig.9

Fig.10 Stress paths, stress-strain relations of the sand specimens with different densities subjected to cyclic triaxial test under undrained condition

Fig.11 Effective stress paths and relation of the loose sand specimen [] subjected to cyclic triaxial loading under drained condition. (a) Effective stress path; (b) relation

Fig.12 Simulation of undrained triaxial compression tests. (a) Effective stress paths; (b) stress-strain relation; (c) -ln relation

Fig.13 Simulation of drained triaxial compression tests. (a) Dilatancy; (b) stress-strain relation; (c) e- relation

Tab.8 State variables of Toyoura Sand samples in Fig. 14

Fig.14 Test results of stress paths and stress-strain relations of Toyoura Sand with the same void ratio but different confining stress in undrained triaxial compression test []. (a) stress-strain relations; (b) effective stress paths

Fig.15 Simulation of the test results in Fig. 13. (a) stress-strain relations; (b) effective stress paths

Tab.9 State variables of Toyoura Sand sample in Fig. 16

Fig.16 Test results of dense sand in drained cyclic loading tests []. (a) loading; (b) volumetric strain-stress ratio relation; (c) stress-strain relation

Fig.17 Simulation of the test results in Fig. 15. (a) loading; (b) volumetric strain-stress ratio relation; (c) stress-strain relation; (d) change of anisotropy; (e) change of with stress ratio; (f) change of with volumetric strain

Fig.18 Prescribed loading path under drained condition

Fig.19 Influence of initial anisotropic condition. (a) Effective stress paths under undrained condition; (b) stress-strain relations under undrained condition

Tab.10 State variables of Toyoura Sand samples in Fig. 18

Tab.11 State variables and changed material parameter of samples in Fig. 19

Fig.20 Influence of the evolution rate of anisotropy. (a) Effective stress paths; (b) stress-strain relations

Tab.12 State variables of Toyoura Sand sample in Fig. 20

Fig.21

Fig.22 Influence of the structure. (a) Considering the structure effect; (b) without the structure effect

Fig.23 Difference between clay and sand. (a) Effective stress paths; (b) stress-strain relations

Tab.13 State variables and changed material parameters of samples in Fig. 21

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