考虑初始孔压非均布及起始坡降的黏土流变固结解

doi:10.13722/j.cnki.jrme.2018.1242

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Abstract The distribution of initial excess pore water pressure in clays caused by external load is usually non-uniform with depth，and the rheological characteristics of soft clays and the threshold hydraulic gradient in clays have also been recognized. However，an analytical solution for rheological consolidation of soft clays with consideration of threshold hydraulic gradient in clays and non-uniform distribution of initial excess pore water pressure has been rarely reported in the literature. In this study，the rheological characteristic of soft clays are described by Merchant three-element rheological model，and the governing equation for one-dimensional consolidation with consideration of threshold gradients and non-uniform distribution of initial excess pore water pressure with depth is developed，and analytical solutions for this consolidation model are derived by Laplace transform method. Based on the verification of analytical solutions，a large number of calculations are investigated by analytical method. The results show that：the larger the threshold hydraulic gradient is，the slower the speed of moving boundary is，and the smaller the average consolidation degree and the final settlement are. With an increase in the ratio(?) of the initial excess pore water pressure at the top surface( ) to that at the bottom surface( )，the speed of moving boundary and the final average degree of consolidation decrease，and the consolidation rate and the final settlement of clay layer increase. The ratio(a) of the elastic modulus of spring( ) in Kelvin body to the elastic modulus( ) of independent spring has little influences on the consolidation behavior in the early stage of consolidation. However，in the late consolidation stage，the greater the ratio a is，the larger the average degree of consolidation and the final settlement of the layer are. In the early stage of consolidation，the viscosity coefficient( ) has little influence on the consolidation characteristics of the soil. In the late stage of consolidation，the larger the value of ，the faster the consolidation rate and the settlement rate of the soil. But the viscosity coefficient has no influence on the final settlement of clay layer.

Key words： soil mechanics soft clay non-uniform distribution of initial excess pore water pressure threshold gradient moving boundary Merchant rheological model

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	Articles by authors
	LI Chuanxun1
	MA Haotian1
	ZHOU Enquan1
	XIE Kanghe2

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LI Chuanxun1,MA Haotian1,ZHOU Enquan1, et al. Analytical solutions for rheological consolidation of soft clays with consideration of threshold hydraulic gradients and nonuniform distribution of initial excess pore water pressure[J]. , 2019, 38(S2): 3859-3869.

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http://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2018.1242 OR http://rockmech.whrsm.ac.cn/EN/Y2019/V38/IS2/3859

[7]	殷宗泽. 土工原理[M]. 北京：中国水利水电出版社，2007：152–153.(YIN Zongze. Geotechnical principlelMl．Beijing：China Water Power Press，2007：152–153.(in Chinese))
[18]	YIN J H，GRAHAM J. Elastic visco-plastic modelling of one- dimensional consolidation[J]. Géotechnique，1996，46(3)：515–527.
[5]	MILLER R J，LOW P F. Threshold gradient for water flow in clay systems[J]. Soil Science Society of America Journal，1963，27(6)：605–609.
[15]	罗庆姿，陈晓平，王盛，等. 软黏土变形时效性的试验及经验模型研究[J]. 岩土力学，2016，37(1)：66–75.(LUO Qingzi，CHEN Xiaoping，WANG Sheng，et al. An experimental study of time- dependent deformation behaviour of soft soil and its empirical model[J]. Chinese Journal of Geotechnical Engineering，2016，37(1)：66–75.(in Chinese))
[24]	谢康和. 双层地基一维固结理论与应用[J]. 岩土工程学报，1994，16(5)：24–35.(XIE Kanghe. Theory of one-dimensional consolidation of double-layered ground and its application[J]. Chinese Journal of Geotechnical Engineering，1994，16(5)：24–35.(in Chinese))
[25]	江唯伟，张军辉. 初始孔压非均布双层地基一维固结性状分析[J]. 长江科学院院报，2013，30(9)：80–84.(JIANG Weiwei，ZHANG Junhui. One-dimensional consolidation behavior of double-layered ground with non-uniform distribution of initial pore water pressure[J]. Journal of Yangtze River Scientific Research Institute，2013，30(9)：80–84.(in Chinese))
[1]	DUBIN B，MOULIN G. Influence of a critical gradient on the consolidation of clays[J]. Astm Special Technical Publication，1986，892：354–377.
[4]	齐添，谢康和，胡安峰，等. 萧山黏土非达西渗流性状的试验研究[J]. 浙江大学学报：工学版，2007，41(6)：1 023–1 028.(QI Tian，XIE Kanghe，HU Anfeng，et al. Laboratorial study on non-Darcy seepage in Xiaoshan clay[J]. Journal of Zhejiang University：Engineering Science，2007，41(6)：1 023–1 028.(in Chinese))
[6]	李广信，张丙印，于玉贞. 土力学[M]. 2版. 北京：清华大学出版社2014：51–52.(LI Guangxin，ZHANG Bingyin，YU Yuzhen. Soil mechanics[M]. 2nd ed. Beijing：Tsinghua University Press，2013：51–52.(in Chinese))
[9]	WANG S，ZHU W，QIAN X，et al. Study of threshold gradient for compacted clays based on effective aperture[J]. Environmental Earth Sciences，2016，75(8)：1–9.
[11]	刘慈群. 有起始比降固结问题的近似解[J]. 岩土工程学报，1982，4(3)：107–109.(LIU Ciqun. The approximate solution of consolidation problem with threshold gradients[J]. Chinese Journal of Geotechnical Engineering，1982，4(3)：107–109.(in Chinese))
[12]	XIE K H，WANG K，WANG Y L，et al. Analytical solution for one-dimensional consolidation of clayey soils with a threshold gradient[J]. Computers and Geotechnics，2010，37(4)：487–493.
[10]	PASCAL F，PASCAL H，MURRAY D W. Consolidation with threshold gradients[J]. International Journal for Numerical and Analytical Methods in Geomechanics，1981，5(3)：247–261.
[13]	ZHOU Y Z，BU W K，LU M M. One-dimensional consolidation with a threshold gradient：a Stefan problem with rate-dependent latent heat[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2013，37(16)：2 825–2 832.
[20]	XIE K H，XIE X Y，LI X B. Analytical theory for one-dimensional consolidation of clayey soils exhibiting rheological characteristics under time dependent loading[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2010，32(14)：1 833– 1 855.
[8]	赵成刚，白冰，土力学原理[M]. 修订本. 北京：清华大学出版社，2009：78–79.(ZHAO Chenggang，BAI Bing. Fundamentals of soil mechanics[M]. Modified Edition. Beijing：Tsinghua University Press，2009：78–79.(in Chinese))
[16]	张冬梅，黄宏伟，王箭明. 软土隧道地表长期沉降的黏弹性流变与固结耦合分析[J]. 岩石力学与工程学报，2003，22(增1)：2 359–2 362. (ZHANG Dongmei，HUANG Hongwei，WANG Jianming. analysis of long-term settlements over tunnels using visco-elastic constitutive model coupled with consolidaion theory[J]. Chinese Journal of Rock Mechanics and Engineering，2003，22(Supp.1)：2 359–2 362.(in Chinese))
[26]	王坤，谢康和，刘兴旺，等初始孔压非均布考虑起始比降的一维固结解[J]. 岩土工程学报，2011，33(9)：1 419–1 424.(WANG Kun，XIE Kanghe，LIU Xingwang，et al. Solution for one-dimensional consolidation with threshold gradient subjected to non-uniformly distributed initial pore water pressure[J]. Chinese Journal of Geotechnical Engineering，2011，33(9)：1 419–1 424.(in Chinese))
[14]	TAYLOR D W，MERCHANT W. A theory of clay consolidation accounting for secondary compression[J]. Studies in Applied Mathematics，1940，19(1/4)：167–185.
[17]	刘忠玉，闫富有，王喜军. 基于非达西渗流的饱和黏土一维流变固结分析[J]. 岩石力学与工程学报，2013，32(9)：1 937–1 944.(LIU Zhongyu，YAN Fuyou，WANG Xijun. One-dimensional rheological consolidation analysis of saturated clay considering on non-Darcy flow[J]. Chinese Journal of Rock Mechanics and Engineering，2013，32(9)：1 937–1 944.(in Chinese))
[19]	蓝柳和. 成层软黏土地基非线性流变固结性状研究[博士学位论文][D]. 杭州：浙江大学，2002.(LAN Liuhe．Studies on the non-linear rheological consolidation behavior of layered soft clayey soils[Ph. D. Thesis][D]. Hangzhou：Zhejiang University，2002.(in Chinese))
[21]	谢新宇，李金柱，刘开富. 考虑流变效应的软黏土地基大应变固结研究[J]. 中南大学学报：自然科学版，2011，42(11)：3 472–3 477. (XIE Xinyu，LI Jinzhu，LIU Kaifu. Study on large strain consolidation properties of soft soil considering rheological effect[J]. Journal of Central South University：Science and Technology，2011，42(11)： 3 472–3 477.(in Chinese))
[22]	ZHU G F，YIN J H. Consolidation of soil under depth-dependent ramp load[J]. Canadian Geotechnical Journal，1998，35(2)：344–350.
[3]	HANSBO S. Deviation from Darcy's law observed in one-dimensional consolidation[J]. Geotechnique，2003，53(6)：601–605.
[23]	TERZAGHI K，PECK R B. Soil mechanics in engineering practice[M]. 3rd ed. [S. l.]：J. Wiley，1996：229–231.
[2]	OLSEN H W. Osmosis：a cause of apparent deviations from Darcy?s law[J]. Canadian Geotechnical Journal，1985，22(2)：238–241.