›› 2012, Vol. 33 ›› Issue (6): 1625-1630.

• Fundamental Theroy and Experimental Research • Previous Articles     Next Articles

Study of deformation and strength characteristics of coarse grained soil under K0-consolidation condition

CHU Fu-yong1, 2,ZHU Jun-gao1,WANG Ping3,DU Qing4,WEN Yan-feng5   

  1. 1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210098, China; 2. School of Civil Engineering, Lishui University, Lishui, Zhejiang 323000, China; 3. Hydro-China Chengdu Design and Research Institute, Chengdu 610072, China; 4. Jiangsu Provincial Communications Planning and Design Institute, Nanjing 210098, China; 5. Department of Geotechnical Engineering, China Institute of Water Resources and Hydropower Research, Beijing 100038, China
  • Received:2010-12-24 Online:2012-06-11 Published:2012-06-14

Abstract: Using large-scale shearing device, K0 consolidated-drained triaxial test and isotropically consolidated-drained triaxial test under different confining pressures are performed for three relative density overburden material of Shuangjiangkou earth dam. The behaviour of coarse-grained soil under K0-consolidation is investigated. The test results from K0 consolidated-drained tests are compared with those from isotropically consolidated-drained tests. The results show that the relationship between mean principal stress and volumetric strain and between deviatoric stress and deviatoric strain during the K0-consolidation can be fitted with power function. In the stage with steady pressure after K0-consolidation, the strain-time curve can be fitted with exponential function. The strength of K0 consolidated-drained triaxial shear test is slight greater than that of isotropically consolidated-drained test. The initial elastic modulus Ei and Poisson’s ratio vi obtained from K0 consolidated-drained triaxial test is larger than that from isotropically consolidated-drained test. The dilatancy K0-consolidated sample is more evident.

Key words: K0-consolidation condition, large-scale triaxial test, relative density, coarse grained soil

CLC Number: 

  • TU 411.5
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