胶结砂土强度特性的真三轴试验离散元分析

doi:10.13722/j.cnki.jrme.2017.1464

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Abstract This paper presented three-dimensional(3D) distinct element method(DEM) at the micro- and macro- scale to investigate the strength behaviour of cemented sands in true triaxial tests. A DEM program incorporating a 3D bond contact model was used to simulate the true triaxial tests on cemented specimens under two mean stresses(i.e.，pre-yield and post-yield stresses，100 and 800 kPa，respectively)，and the DEM results were compared with the available experimental data. The underlying mechanism of the strength behaviour was discussed at the microscopic scale. The results show that，when the applied mean stress is lower than the structural yield stress，the stress-strain relationships exhibit obvious strain softening，and that，when the applied mean stress exceeds the structural yield stress，the strain hardening occurs. The stress-strain relationships are affected by the intermediate stress ratio. As the intermediate stress ratio increases，the normalized peak strength decreases gradually，which is in agreement with the experimental data. The modified Lade-Duncan failure criterion can predict the peak strength under p = 100 kPa and 800 kPa，while the extended SMP failure criterion can predict the peak strength under p = 100 kPa，but overestimate the peak strength under p = 800 kPa. At the microscopic scale，the macroscopic mechanical responses of cemented sands are primarily controlled by the contacts transmitting greater-than-average forces within the whole specimen. As the intermediate stress ratio increases，the distribution of the normal contact forces tends to be non-uniform，which leads to lower strength.

Key words： soil mechanics cemented sands strength distinct element method true triaxial test fabric

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	ZHANG Fuguang1
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	JIANG Mingjing3
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Cite this article:

ZHANG Fuguang1,2,3, et al. Analysis of the strength behaviour of cemented sands in true triaxial test with distinct element method[J]. , 2018, 37(6): 1530-1539.

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http://www.rockmech.org/EN/10.13722/j.cnki.jrme.2017.1464 OR http://www.rockmech.org/EN/Y2018/V37/I6/1530

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