›› 2018, Vol. 39 ›› Issue (6): 1991-1998.doi: 10.16285/j.rsm.2016.1760

• Fundamental Theroy and Experimental Research • Previous Articles     Next Articles

Dynamic shear behavior of interface for clay reinforced with geogrid encapsulated in thin layers of sand

LIU Fei-yu1, SHI Jing1, WANG Jun2, 3, 4, CAI Yuan-qiang5   

  1. 1. Department of Civil Engineering, Shanghai University, Shanghai 200444, China; 2. College of Architecture and Civil Engineering, Wenzhou University, Wenzhou, Zhejiang 325035, China; 3. Key Laboratory of Engineering and Technology for Soft Soil Foundation and Tideland Reclamation of Zhejiang Province, Wenzhou University, Wenzhou, Zhejiang 325035, China; 4. Innovation Center of Tideland Reclamation and Ecological Protection, Wenzhou University, Wenzhou, Zhejiang 325035, China; 5. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou, Zhejiang 310000, China
  • Received:2016-07-21 Online:2018-06-11 Published:2018-07-03
  • Supported by:

    This work was supported by the National Natural Science Foundation of China (51478255, 51678352, 51622810, 51278383), the Natural Science Foundation of Shanghai (14ZR1416100), the National Key R & D Program of Ministry of Science and Technology (2016YFC0800203) and the Program of International Science and Technology Cooperation (2015DFA71550).

Abstract: A new-style sandwich reinforced soil is clay reinforced with geogrid encapsulated in thin layers of sand. To investigate the interfacial shear behavior of sandwich reinforced soil, a series of cyclic shear tests was performed through a large-scale direct shear device. The influence of thickness of sand layer, shear amplitude and normal stress on the interface shear behavior were investigated. Results indicated that the peak shear stress of the interface increased with the increase of cycle number. When the thickness of sand layers were 5, 6, 7, 8, 9 mm in the last cycle number, the corresponding peak shear stresses of the interface were 24.84, 27.4, 27.94, 26.33, 24.68 kPa, respectively, showing the maximum peak shear stress of the interface occurred with 7 mm of the thickness of thin sand layer. The ultimate vertical displacement increased with the increase of cyclic shear amplitude, and shear stiffness and damping ratio of the interface decreased with the increase of cyclic shear amplitude at the same cycle number. When the normal stresses were 30, 60, 90 kPa, in the last cycle number, the corresponding peak shear stresses of the interface were 20.4, 25.14, 32.96 kPa, respectively, showing the peak shear stress increased with the increase of normal stress, and the shear stiffness increased with the increase of normal stress at the same cycle number.

Key words: reinforced soil, cyclic direct shear test, shear stiffness, damping ratio

CLC Number: 

  • TU 472

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