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Volume 36 Issue 8
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WEI Xing, WANG Gang. Modeling swell-shrink behavior of compacted expansive clays subjected to cyclic drying and wetting[J]. Chinese Journal of Geotechnical Engineering, 2014, 36(8): 1423-1431. DOI: 10.11779/CJGE201408007
Citation: WEI Xing, WANG Gang. Modeling swell-shrink behavior of compacted expansive clays subjected to cyclic drying and wetting[J]. Chinese Journal of Geotechnical Engineering, 2014, 36(8): 1423-1431. DOI: 10.11779/CJGE201408007
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Modeling swell-shrink behavior of compacted expansive clays subjected to cyclic drying and wetting

  • 1. School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China; 2. School of Civil Engineering, Chongqing University, Chongqing 400044, China

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  • Received Date: November 10, 2013
  • Published Date: August 18, 2014
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    • Abstract
  • The volumetric strain of compacted expansive clays induced by cyclic wetting and drying can be decomposed into a reversible component, which changes synchronously with the suction or water content, and an irreversible component with mainly generated at the early stage of wetting-drying process. The reversible component is derived from the reversible deformation behavior of the microstructure of clay aggregates that form the soil skeleton, and depends mainly on the current suction. The irreversible component is derived from the irreversible change of the macrostructure of the soil skeleton, and is associated with the difference of macrostructure between the current and equilibrium states. The mathematical descriptions of the two components are given according to the analysis of the physical mechanism and by fitting the experimental results. A practical constitutive model is proposed for compacted expansive clays by combining the mathematical description with the BBM model proposed by Alonso et al. The proposed model has a small number of material parameters that can be easily determined. Its predictive capabilities are better than that of the BExM model through comparative simulation of comprehensive experimental data set.
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    • References (19)
  • [1]
    AL-HOMOND A S, BASMA A A, MALKAWI A I H, et al. Cyclic swelling behavior of clays[J]. Journal of Geotechnical Engineering, 1995, 121(7): 562-565.
    [2]
    刘松玉, 季 鹏, 方 磊. 击实膨胀土的循环膨胀特性研究[J]. 岩土工程学报, 1999, 21(1): 9-13. (LIU Song-yu, JI Peng, FANG Lei. Approach to cyclic swelling behavior of compacted expansive clays[J]. Chinese Journal of Geotechnical Engineering, 1999, 21(1): 9-13. (in Chinese))
    [3]
    ALONSO E E, ROMERO E, HOFFMANN C, et al. Expansive bentonite-sand mixtures in cyclic controlled-suction drying and wetting[J]. Engineering Geology, 2005, 81(3): 213-226.
    [4]
    TRIPATHY S, SUBBA RAO K S, FREDLUND D G. Water content-void ratio swell-shrink paths of compacted expansive soils[J]. Canadian Geotechnical Journal, 2002, 39(4): 938-959.
    [5]
    TRIPATHY S, SUBBA RAO K S. Cyclic swell-shrink behaviour of a compacted expansive soil[J]. Geotechnical and Geological Engineering, 2009, 27(1): 89-103.
    [6]
    NOWAMOOZ H, MRAD M, ABDALLAH A, et al. Experimental and numerical studies of the hydromechanical behaviour of a natural unsaturated swelling soil[J]. Canadian Geotechnical Journal, 2009, 46: 393-410.
    [7]
    AIRÒ FARULLA C, FERRARI A, ROMERO E. Volume change behaviour of a compacted scaly clay during cyclic suction changes[J]. Canadian Geotechnical Journal, 2010, 47: 688-703.
    [8]
    唐朝生, 施 斌. 干湿循环过程中膨胀土的胀缩变形特征[J]. 岩土工程学报, 2011, 33(9): 1376-1384. (TANG Chao-sheng, SHI Bin. Swelling and shrinkage behavior of expansive soil during wetting-drying cycles[J]. Chinese Journal of Geotechnical Engineering, 2011, 33(9): 1376-1384. (in Chinese))
    [9]
    GEN A, ALONSO E E. A framework for the behavior of unsaturated expansive clays[J]. Canadian Geotechnical Journal, 1992, 29: 1013-1032.
    [10]
    ALONSO E E, VAUNAT J, GENS A. Modelling the mechanical behaviour of expansive clays[J]. Engineering Geology, 1999, 54: 173-183.
    [11]
    ALONSO E E, GENS A, JOSA A. A constitutive model for partially saturated soils[J]. Géotechnique, 1990, 40(3): 405-430.
    [12]
    SIVAKUMAR V, TAN W C, MURRAY E J, et al. Wetting, drying and compression characteristics of compacted clay[J]. Géotechnique, 2006, 56(1): 57-62.
    [13]
    MIAO L, HOUSTON S L, CUI Y, et al. Relationship between soil structure and mechanical behavior for an expansive unsaturated clay[J]. Canadian Geotechnical Journal, 2007, 44: 126-137.
    [14]
    THOM R, SIVAKUMAR R, SIVAKUMAR V, et al. Pore size distribution of unsaturated compacted kaolin: the initial states and final states following saturation[J]. Géotechnique, 2007, 57(5): 469-474.
    [15]
    ROMERO E, SIMMS P H. Microstructure investigation in unsaturated soils: A review with special attention to contribution of mercury intrusion porosimetry and environmental scanning electron microscopy[J]. Geotechnical and Geological Engineering, 2008, 26: 705-727.
    [16]
    MONROY R, ZDRAVKOVIC L, RIDLEY A. Evolution of microstructure in compacted London Clay during wetting and loading[J]. Géotechnique, 2010, 60(2): 105-119.
    [17]
    ROMERO E, DELLA VECCHIA G, JOMMI C. An insight into the water retention properties of compacted clayey soils[J]. Géotechnique, 2011, 61(4): 313-328.
    [18]
    KATTI D R, SHANMUGASUNDARAM V. Influence of swelling on the microstructure of expansive clays[J]. Canadian Geotechnical Journal, 2001, 38: 175-182.
    [19]
    BASMA A A, AL-HOMOUD A S, HUSEIN MALKAWI A I, et al. Swelling-shrinkage behavior of natural expansive clays[J]. Applied Clay Science, 1996, 11(2): 211-227.
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