非饱和土一维大变形固结模型
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摘要
基于分段线性差分法,建立了一种非饱和土一维大变形固结模型。该模型可考虑土性参数非线性变化,可计算与分析大变形问题,并编制了Fortran计算程序。在现有解答和试验数据的基础上,对该模型进行了验证,瞬时加载情况下模型数值解与现有解答基本吻合,考虑加载过程下的数值解与试验数据吻合。进行了大变形算例分析,对比了加荷压密与消散固结阶段土层变形,探讨了孔隙气、水渗透系数比对土层沉降量、饱和度和不同应变情况下固结度的影响规律,分析了非饱和土大、小变形固结理论计算孔隙水(气)压和沉降量的差异。
This paper presents a model developed for one-dimensional consolidation of unsaturated soil. This model uses the piece-linear finite difference approach and considers soil nonlinearity and large strain problems. Fortran programming package is used to implement the computation of the model. This model is verified by analytical solutions and experimental results. The numerical solution of this model agrees with the existing solutions in the case of instantaneous loading. In process of loading, the approximation of consolidation settlement obtained by this model is in good agreement with the test results. Then this model is implemented for a large strain consolidation. The case study compares the settlement occurred at the instantaneous deforming stage and the subsequent consolidation stage. The case study also investigates the effect of the pore air permeability to the hydraulic conductivity ratio on soil layer settlement, saturation degree, and consolidation degree of different strain. It also analyzes the difference of pore water(air) pressures and soil layer settlement on large and small deformation consolidation theory of unsaturated soil.
This paper presents a model developed for one-dimensional consolidation of unsaturated soil. This model uses the piece-linear finite difference approach and considers soil nonlinearity and large strain problems. Fortran programming package is used to implement the computation of the model. This model is verified by analytical solutions and experimental results. The numerical solution of this model agrees with the existing solutions in the case of instantaneous loading. In process of loading, the approximation of consolidation settlement obtained by this model is in good agreement with the test results. Then this model is implemented for a large strain consolidation. The case study compares the settlement occurred at the instantaneous deforming stage and the subsequent consolidation stage. The case study also investigates the effect of the pore air permeability to the hydraulic conductivity ratio on soil layer settlement, saturation degree, and consolidation degree of different strain. It also analyzes the difference of pore water(air) pressures and soil layer settlement on large and small deformation consolidation theory of unsaturated soil.
引文
[1]BARDEN L.Consolidation of compacted and unsaturated clays[J].Geotechnique,1965,15(3):267-286.
[2]FREDLUND D G,RAHARDJO H.Soil mechanics for unsaturated soils[M].New York:John Wiley&Sons Inc.,1993.
[3]陈正汉,谢定义,刘祖典.非饱和土固结的混合物理论[J].应用数学和力学,1993,14(2):127-137.CHEN Zheng-han,XIE Ding-yi,LIU Zu-dian.Consolidation theory of unsaturated soil based on the theory of mixture[J].Applied Mathematics and Mechanics,1993,14(2):127-137.
[4]殷宗泽,凌华.非饱和土一维固结简化计算[J].岩土工程学报,2007,29(5):633-637.YIN Zong-ze,LING Hua.Simplified computation of 1D consolidation for partially saturated soil[J].Chinese Journal of Geotechnical Engineering,2007,29(5):633-637.
[5]曹雪山,殷宗泽.一维非饱和土固结简化计算的改进方法[J].公路交通科技,2009,26(10):1-5.CAO Xue-shan,YIN Zong-ze.An improved method of simplified computation of 1D consolidation for unsaturated soil[J].Journal of Highway and Transportation Research and Development,2009,26(10):1-5.
[6]苏万鑫,谢康和.非饱和土一维固结混合流体方法的解析分析[J].岩土力学,2010,31(8):2661-2665.SU Wan-xin,XIE Kang-he.Analytical solution of 1D consolidation of unsaturated soil by mixed fluid method[J].Rock and Soil Mechanics,2010,31(8):2661-2665.
[7]QIN A F,SUN,D A,TAN Y W.Analytical solution to one-dimensional consolidation in unsaturated soils under loading varying exponentially with time[J].Computers and Geotechnics,2010,37(1-2):233-238.
[8]黄杰卿.非线性大应变固结理论与试验研究[D].杭州:浙江大学,2015.HUANG Jie-qing.Theoretical and experimental study on nonlinear finite strain consolidation[D].Hangzhou:Zhejiang University,2015.
[9]YONG R N,SIU S K H,SHEERAN D E.On the stability and settling of suspended solids in settling ponds.I:Piece-wise linear consolidation analysis of sediment layer[J].Canadian Geotechnical Journal,1983,20:817-826.
[10]FOX P J,BERLES J D.CS2:A piecewise-linear model for large strain consolidation[J].International Journal for Numerical and Analytical Methods in Geomechanics,1997,21(7):453-475.
[11]FOX P J,DI NICOLA M,QUIGLEY D W.Piecewiselinear model for large strain radial consolidation[J].Journal of Geotechnical and Geoenvironmental Engineering,2003,129(10):940-950.
[12]ZHOU Y D,DENG A,WANG C.Finite-difference model for one-dimensional electro-osmotic consolidation[J].Computers and Geotechnics,2013,54:152-165.
[13]DENG A,ZHOU Y D.Modeling electroosmosis and surcharge preloading consolidation.I:model formulation[J].Journal of Geotechnical and Geoenvironmental Engineering,2016,4:04015093.
[14]BISHOP A W,ALPAN I,BLIGHT G E,et al.Factors controlling the shear-strength of partly saturated cohesive soils[C]//ASCE Conference on Shear Strength of Cohesive Soils.Boulder:[s.n.],1960:503-532.
[15]AITCHISON G D.Relationship of moisture and effective stress functions in unsaturated soils[C]//Conference of Pore Pressure and Suction in Soils.London:Butterworths,1961:47-52.
[16]BROOKS R H,COREY A T.Hydraulic properties of porous media[R].Fort Collins:Colorado State University,1964.
[2]FREDLUND D G,RAHARDJO H.Soil mechanics for unsaturated soils[M].New York:John Wiley&Sons Inc.,1993.
[3]陈正汉,谢定义,刘祖典.非饱和土固结的混合物理论[J].应用数学和力学,1993,14(2):127-137.CHEN Zheng-han,XIE Ding-yi,LIU Zu-dian.Consolidation theory of unsaturated soil based on the theory of mixture[J].Applied Mathematics and Mechanics,1993,14(2):127-137.
[4]殷宗泽,凌华.非饱和土一维固结简化计算[J].岩土工程学报,2007,29(5):633-637.YIN Zong-ze,LING Hua.Simplified computation of 1D consolidation for partially saturated soil[J].Chinese Journal of Geotechnical Engineering,2007,29(5):633-637.
[5]曹雪山,殷宗泽.一维非饱和土固结简化计算的改进方法[J].公路交通科技,2009,26(10):1-5.CAO Xue-shan,YIN Zong-ze.An improved method of simplified computation of 1D consolidation for unsaturated soil[J].Journal of Highway and Transportation Research and Development,2009,26(10):1-5.
[6]苏万鑫,谢康和.非饱和土一维固结混合流体方法的解析分析[J].岩土力学,2010,31(8):2661-2665.SU Wan-xin,XIE Kang-he.Analytical solution of 1D consolidation of unsaturated soil by mixed fluid method[J].Rock and Soil Mechanics,2010,31(8):2661-2665.
[7]QIN A F,SUN,D A,TAN Y W.Analytical solution to one-dimensional consolidation in unsaturated soils under loading varying exponentially with time[J].Computers and Geotechnics,2010,37(1-2):233-238.
[8]黄杰卿.非线性大应变固结理论与试验研究[D].杭州:浙江大学,2015.HUANG Jie-qing.Theoretical and experimental study on nonlinear finite strain consolidation[D].Hangzhou:Zhejiang University,2015.
[9]YONG R N,SIU S K H,SHEERAN D E.On the stability and settling of suspended solids in settling ponds.I:Piece-wise linear consolidation analysis of sediment layer[J].Canadian Geotechnical Journal,1983,20:817-826.
[10]FOX P J,BERLES J D.CS2:A piecewise-linear model for large strain consolidation[J].International Journal for Numerical and Analytical Methods in Geomechanics,1997,21(7):453-475.
[11]FOX P J,DI NICOLA M,QUIGLEY D W.Piecewiselinear model for large strain radial consolidation[J].Journal of Geotechnical and Geoenvironmental Engineering,2003,129(10):940-950.
[12]ZHOU Y D,DENG A,WANG C.Finite-difference model for one-dimensional electro-osmotic consolidation[J].Computers and Geotechnics,2013,54:152-165.
[13]DENG A,ZHOU Y D.Modeling electroosmosis and surcharge preloading consolidation.I:model formulation[J].Journal of Geotechnical and Geoenvironmental Engineering,2016,4:04015093.
[14]BISHOP A W,ALPAN I,BLIGHT G E,et al.Factors controlling the shear-strength of partly saturated cohesive soils[C]//ASCE Conference on Shear Strength of Cohesive Soils.Boulder:[s.n.],1960:503-532.
[15]AITCHISON G D.Relationship of moisture and effective stress functions in unsaturated soils[C]//Conference of Pore Pressure and Suction in Soils.London:Butterworths,1961:47-52.
[16]BROOKS R H,COREY A T.Hydraulic properties of porous media[R].Fort Collins:Colorado State University,1964.