›› 2013, Vol. 34 ›› Issue (1): 13-22.

• Fundamental Theroy and Experimental Research • Previous Articles     Next Articles

Particle crushing and shear behaviour of an infilled joint soil under different conditions

ZHAO Yang1, 2，ZHOU Hui1，FENG Xia-ting1，SHAO Jian-fu1, 3，JIANG Quan1， MIN Hong1，JIANG Ya-li4，HUANG Ke4   

  1. 1. State Key Laboratory of Geomechanics and Geotechnical Engineering, Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China; 2. School of Resources and Environment, North China Institute of Water Conservancy and Hydroelectric Power, Zhengzhou 450011, China; 3. Laboratory of Mechanics of Lille, Lille University of Sciences and Technology, Lille 59655, France; 4. Hydrochina Huadong Engineering Corporation, Hangzhou 310014, China
  • Received:2011-09-30 Online:2013-01-10 Published:2013-01-10

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Abstract: The results of the samples with three different types of infilled joint soils (mud with fragment, mud with sand and muddy) and the ones with three different water contents (10% ,7% and 3%)around the in-situ water content by the reversal direct shear tests (normal stress is between 2 MPa and 10 MPa) and particle size distribution (PSD) tests (around the shear zones) were compared to get the effects of the different initial particle size distributions and water contents on the infilled joint soil. Some conclusions are drawn as follows. ①The degree of particle crushing is higher quantified by Br index (relative particle crushing potential) for the coarser particles (d60 is greater). ② Dry particles (lower water content) tend to crush to tiny particles due to abrasion and wet particles (higher water content) generate more relative large particles due to fracture or attribution. ③ Coarse particles have limited effect on the peak strength; besides nonlinearity of residual strength envelope is higher for coarser particles(d60 is greater). ④ Cohesion and friction angle decrease linearly with water content; moreover the samples with lower contents have a higher nonlinear residual strength envelope. ⑤ The residual friction angle decreases linearly with clay fraction; in addition, the equation proposed could be used to estimate the residual friction angle of the infilled joint soils preliminarily in practice.

Key words: infilled joint soil, multi-reversal direct shear, residual shear strength, high pressure, particle crushing, particle size distribution

CLC Number: 

  • TU 452
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