›› 2015, Vol. 36 ›› Issue (S2): 157-163.doi: 10.16285/j.rsm.2015.S2.020

• Fundamental Theroy and Experimental Research • Previous Articles     Next Articles

An experimental study of shear yield characteristics of structured granite residual soil

ZHOU Xiao-wen1, 2, LIU Pan1, 2, HU Li-ming3, HE Yong-bin1, 2, ZHAO Shi-wei1, 2   

  1. 1. School of Civil Engineering and Transportation, South China University of Technology, Guangzhou, Guangdong 510640, China; 2. State Key Laboratory of Subtropical Building Science, South China University of Technology, Guangzhou, Guangdong 510640, China; 3. School of Hydraulic and Civil Engineering, Tsinghua University, Beijing 100084, China
  • Received:2015-01-21 Online:2015-08-31 Published:2018-06-14

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Abstract: In order to investigate the shear yield characteristics of structured granite residual soil, a series of conventional triaxial drained tests are conducted on the undisturbed granite residual soil, remolded soil and cemented residual soil. From the test results, some insights can be obtained as follows. For undisturbed granite residual soil and cemented residual soil, the bond yield point during shearing could be identified on the curve of the normalized tangential stiffness versus axial strain in log-log scale. The consolidation pressure has a significant influence on the shear yield characteristics of undisturbed granite residual soil and cemented residual soil during shearing; the bonds inside structured soil tend to be damaged relatively more seriously as is higher; accordingly the initial normalized stiffness will be smaller at the beginning of the shearing process; and the axial strain at the bond yield point will also be smaller. Besides, it can be concluded that once excesses a critical value, the bonds inside soil will be damaged totally; in this case, there will be no bond yield occurring during shearing; and the curves will be coincided with the ones of remolded soil. For remolded soil, no bond yielding is observed during shearing, the curve is nearly constant with no dependence of the value of .

Key words: granite residual soil, yield stress, particle bonding, structured soil, mechanical testing

CLC Number: 

  • TU 452
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