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Sciences in Cold and Arid Regions ›› 2019, Vol. 11 ›› Issue (6): 428-434.doi: 10.3724/SP.J.1226.2019.00428.

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Definition of failure criterion for frozen soil under directional shear-stress path

Dun Chen1,2,3,Wei Ma1,GuoYu Li1,3(),ZhiWei Zhou1,YanHu Mu1,ShiJie Chen1   

  1. 1. State Key Laboratory of Frozen Soils Engineering, Northwest Institute of Eco-Environment and Resources, CAS, Lanzhou, Gansu 730000, China
    2. State Key Laboratory for GeoMechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou, Jiangsu 221116, China
    3. Da Xing'anling Observation and Research Station of Frozen-Ground Engineering and Environment, Northwest Institute of Eco-Environment and Resources, Chinese Academy of Sciences, Jiagedaqi, Heilongjiang 165000, China
  • Received:2019-07-17 Accepted:2019-09-22 Online:2019-12-31 Published:2020-01-08
  • Contact: GuoYu Li E-mail:guoyuli@lzb.ac.cn

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Abstract:

A series of directional shear tests on remolded frozen soil was carried out at -10 °C by using a hollow cylinder apparatus to study failure criterion under a directional shear-stress path. Directional shear tests were conducted at five shear rates (10, 20, 30, 40, and 50 kPa/min) and five intermediate principal stress coefficients (b=0, 0.25, 0.5, 0.75, and 1), with the mean principal stress (p=4.5 MPa) kept constant. The results show that the torsional strength and the generalized strength both increase with the increase of the shear rates. According to the failure modes of frozen soil under different shear rates, the specimens present obvious plastic failure and shear band; and the torsional shear component dominates the failure modes of hollow cylindrical specimens. A shear rate of 30 kPa/min is chosen as the loading rate in the directional shear tests of frozen soil. The shape of the failure curve in the π plane is dependent on the directional angles α of the major principal stress. It is reasonable to use the strain-hardening curves to define the deviatoric stress value at γg =15% (generalized shear strain) as the failure criterion of frozen soil under a directional shear-stress path.

Key words: frozen soil, hollow cylinder apparatus, intermediate principal stress coefficient, failure criterion, directional shear-stress path

Figure 1

Stress path of directional shear tests"

Figure 2

Axial stress-strain curves under different shear rates"

Figure 3

Torsional stress-strain curves under different shear rates"

Figure 4

Generalized shear stress-strain curves under different shear rates"

Figure 5

Failure modes of specimens of frozen soil under different shear rates. (a) q · s =10 kPa/min; (b) q · s =20 kPa/min; (c) q · s =30 kPa/min; (d) q · s =40 kPa/min; (e) q · s =50 kPa/min"

Table 1

Failure time of hollow cylindrical specimens of frozen soil in the directional shear tests"

Shear rate (kPa/min) 10 20 30 40 50
Failure time (min) 133.52 93.18 46.54 21.39 13.52

Figure 6

Axial stress-strain curves under different intermediate principal stress coefficients at α=30°"

Figure 7

Torsional stress-strain curves under different intermediate principal stress coefficients at α=30°"

Figure 8

Generalized shear stress-strain curves under different intermediate principal stress coefficients at α=30°"

Figure 9

Stress Lode angles in the π plane"

Figure 10

Failure curves of frozen soil under α=0° with different failure criteria in the π plane"

Figure 11

Failure curves of frozen soil under α=30° with different failure criteria in the π plane (Chen et al., 2019)"

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