基于应变软化理论的顺层边坡失稳机理及局部破坏范围研究
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摘要
含泥化夹层缓倾角(岩层倾角<35。)顺层路堑边坡具有局部破坏现象,存在渐进性失稳机理,但该理论一直缺少深入的理论支撑。渐进性破坏理论一般源于岩土材料的应变软化效应。本文从层间泥化夹层的应变软化效应研究入手,结合应变软化接触单元本构模型的数值实现,建立含层间应变软化效应的顺层边坡接触元模型,对顺层边坡的失稳机理及首段局部破坏范围进行深入的研究。研究过程综合采用资料统计、室内试验、数值计算、理论分析、现场监测,及现场调研等多种手段,完成的主要研究内容包括以下几方面：
(1)通过不同类型多组泥化夹层试样的反复剪剪切试验,对泥化夹层应变软化剪切强度参数进行系统研究。基于三线型剪切强度衰减模型,提出了塑性剪切位移(Lp)概念,并对该值的取值方法进行深入探讨,且据此建立了规范化的泥化夹层应变软化试验方法及步骤。
(2)通过泥岩类泥化夹层的剪切流变试验,对泥化夹层剪切强度的时间效应进行了深入研究,研究发现泥化夹层的长期强度具有时间软化／硬化的复合变化特征,该特征与其所受的恒载剪应力及法向应力特征有关。
(3)利用有限差分法(FLAC)程序语言,对接触单元的应变软化本构模型实现方法进行研究。通过含有应变软化接触单元的直剪实验数值模拟,对应变软化接触单元本构模型的有效性进行验证分析。试验表明,直剪过程存在渐进性破坏特征,且接触单元强度参数的演化对剪切应力-位移关系曲线产生线性影响,建立的应变软化接触单元本构模型合理有效。
(4)将应变软化接触单元本构模型引入至顺层边坡力学行为分析中,对应变软化接触单元对顺层边坡层间应力特征的响应过程,及应变软化效应的链式传递特征进行深入研究。结合力学行为分析结果,对顺层边坡的渐进性破坏过程进行深入探讨,提炼出顺层边坡的渐进性破坏失稳机理。
(5)采用数理统计法,对影响顺层边坡首段局部破坏范围的岩层倾角、层厚、坡长、峰值摩擦角、残余摩擦角、峰值粘聚力、残余粘聚力、塑性剪切位移等参数因子进行敏感度分析,并进行各主要因子与局部破坏范围值相关性的回归分析。基于数理统计分析结果、考虑泥化夹层极限应变软化特征,结合国内38个现场调研的已破坏顺层边坡数据样本的修正,建立了顺层边坡首段局部破坏范围计算公式及计算步骤,计算公式如下：Ljjx=5.75α+3.86d一9.06φp一3.81Cp+101.16
(6)通过对巴东车站顺层边坡、重庆湘渝高速顺层滑坡及四川简阳雷打石顺层滑坡3个典型工程实例的综合分析,对本文所建立的顺层边坡首段局部破坏范围计算公式进行验证。结果表明,本文建立的理论公式计算结果合理可靠,能够满足工程应用。
Consequent slope with low dip angle (dip angle<35°) and clayey interlayer has local failure phenomenon and progressive failure mechanism, however, the theory is lack of in-depth theoretical support. The progressive failure theory for the slope originates from the strain softening effect of geomaterials. In this paper, the strain softening effect for clayey interlayer was first studied. With creation of the contact element of the strain-softening constitutive model and consequent slope model containing strain-softening constitutive contact elements, the failure mechanism and local failure zones for the consequent slope were in-depth studied. Statistics, laboratory test, numerical calculation, theoretical analysis, field monitoring, field research and other research tools were used in the study, and the following are concluded from the study:
(1) Through repeating shear tests of different types of multigroup clayey interlayer samples, the shear strength parameters of clayey interlayer in the process of strain softening were systematically studied. On the base of attenuation model of the three-orientation shear strength, the concept "plastic shear displacement"was put forward, and the calculation method of its value was deeply studied, and standard method and procedure of the clayey interlayer strain softening tests were established.
(2) Through the shear rheological tests of mudstone clayey interlayer, the time effect for the shear strength of the clayey interlayer was deeply studied. It is found that the composite variation of the long-term strength of the clayey interlayer has a softening/hardening effect over time, and the long-term strength values depend on the dead load shear stress and normal stress characteristics applying to clayey interlayer.
(3) The contact element containing the strain-softening constitutive model was studied by the FLAC. Through numerical simulation of direct shear tests with the contact elements, the validity of the contact elements was confirmatory analyzed. It is found that the direct shear test has a process of progressive failure, and evolutions of strength parameters of the contact elements have a linear influence for shear stress-displacement curve. The contact elements model is reasonably effective.
(4) The contact elements of strain-softening constitutive model was introduced to mechanical behavior analysis of the consequent slope, the response procedure of the interlaminar stress characteristics of the consequent slope and the chain transfer characteristics of the strain softening effect was in-depth studied. Based on the results of mechanical behavior analysis, the progressive failure process of the consequent slope was in-depth studied, the progressive failure mechanism of the consequent slope was proposed.
(5) Using mathematical statistics method, the sensitivity analysis of the parameter factors and regression analysis of the correlation between each major factor and local failure zones were carried out. The toe segment local failure zones of the consequent slope is affected by the parameter factors, such as rock layers dip, layer thickness, slope length, peak friction angle, residual friction angle, peak cohesion, residual cohesion, plastic shear displacement. Basing on the mathematical statistics analysis result, considering the ultimate strain softening characteristics of the clayey interlayer, combing the correction of38data samples in field survey, calculation formula and calculation steps of the toe segment local failure zones of the consequent slope were established, the calculation formula are as follows: Ljjx=5.75a+3.86d-9.06φp-3.81Cp+101.16
(6) Through comprehensive analysis of the following three typical projects, the consequent slope of Badong station, Hunan-Chongqing high-speed consequent landslide and Jianyang Leidashi consequent landslide, the calculation formula established in this paper was verified. It shows that the calculation results of the theoretical formula are reasonable and reliable, and it meets the engineering applications.
(1)通过不同类型多组泥化夹层试样的反复剪剪切试验,对泥化夹层应变软化剪切强度参数进行系统研究。基于三线型剪切强度衰减模型,提出了塑性剪切位移(Lp)概念,并对该值的取值方法进行深入探讨,且据此建立了规范化的泥化夹层应变软化试验方法及步骤。
(2)通过泥岩类泥化夹层的剪切流变试验,对泥化夹层剪切强度的时间效应进行了深入研究,研究发现泥化夹层的长期强度具有时间软化／硬化的复合变化特征,该特征与其所受的恒载剪应力及法向应力特征有关。
(3)利用有限差分法(FLAC)程序语言,对接触单元的应变软化本构模型实现方法进行研究。通过含有应变软化接触单元的直剪实验数值模拟,对应变软化接触单元本构模型的有效性进行验证分析。试验表明,直剪过程存在渐进性破坏特征,且接触单元强度参数的演化对剪切应力-位移关系曲线产生线性影响,建立的应变软化接触单元本构模型合理有效。
(4)将应变软化接触单元本构模型引入至顺层边坡力学行为分析中,对应变软化接触单元对顺层边坡层间应力特征的响应过程,及应变软化效应的链式传递特征进行深入研究。结合力学行为分析结果,对顺层边坡的渐进性破坏过程进行深入探讨,提炼出顺层边坡的渐进性破坏失稳机理。
(5)采用数理统计法,对影响顺层边坡首段局部破坏范围的岩层倾角、层厚、坡长、峰值摩擦角、残余摩擦角、峰值粘聚力、残余粘聚力、塑性剪切位移等参数因子进行敏感度分析,并进行各主要因子与局部破坏范围值相关性的回归分析。基于数理统计分析结果、考虑泥化夹层极限应变软化特征,结合国内38个现场调研的已破坏顺层边坡数据样本的修正,建立了顺层边坡首段局部破坏范围计算公式及计算步骤,计算公式如下：Ljjx=5.75α+3.86d一9.06φp一3.81Cp+101.16
(6)通过对巴东车站顺层边坡、重庆湘渝高速顺层滑坡及四川简阳雷打石顺层滑坡3个典型工程实例的综合分析,对本文所建立的顺层边坡首段局部破坏范围计算公式进行验证。结果表明,本文建立的理论公式计算结果合理可靠,能够满足工程应用。
Consequent slope with low dip angle (dip angle<35°) and clayey interlayer has local failure phenomenon and progressive failure mechanism, however, the theory is lack of in-depth theoretical support. The progressive failure theory for the slope originates from the strain softening effect of geomaterials. In this paper, the strain softening effect for clayey interlayer was first studied. With creation of the contact element of the strain-softening constitutive model and consequent slope model containing strain-softening constitutive contact elements, the failure mechanism and local failure zones for the consequent slope were in-depth studied. Statistics, laboratory test, numerical calculation, theoretical analysis, field monitoring, field research and other research tools were used in the study, and the following are concluded from the study:
(1) Through repeating shear tests of different types of multigroup clayey interlayer samples, the shear strength parameters of clayey interlayer in the process of strain softening were systematically studied. On the base of attenuation model of the three-orientation shear strength, the concept "plastic shear displacement"was put forward, and the calculation method of its value was deeply studied, and standard method and procedure of the clayey interlayer strain softening tests were established.
(2) Through the shear rheological tests of mudstone clayey interlayer, the time effect for the shear strength of the clayey interlayer was deeply studied. It is found that the composite variation of the long-term strength of the clayey interlayer has a softening/hardening effect over time, and the long-term strength values depend on the dead load shear stress and normal stress characteristics applying to clayey interlayer.
(3) The contact element containing the strain-softening constitutive model was studied by the FLAC. Through numerical simulation of direct shear tests with the contact elements, the validity of the contact elements was confirmatory analyzed. It is found that the direct shear test has a process of progressive failure, and evolutions of strength parameters of the contact elements have a linear influence for shear stress-displacement curve. The contact elements model is reasonably effective.
(4) The contact elements of strain-softening constitutive model was introduced to mechanical behavior analysis of the consequent slope, the response procedure of the interlaminar stress characteristics of the consequent slope and the chain transfer characteristics of the strain softening effect was in-depth studied. Based on the results of mechanical behavior analysis, the progressive failure process of the consequent slope was in-depth studied, the progressive failure mechanism of the consequent slope was proposed.
(5) Using mathematical statistics method, the sensitivity analysis of the parameter factors and regression analysis of the correlation between each major factor and local failure zones were carried out. The toe segment local failure zones of the consequent slope is affected by the parameter factors, such as rock layers dip, layer thickness, slope length, peak friction angle, residual friction angle, peak cohesion, residual cohesion, plastic shear displacement. Basing on the mathematical statistics analysis result, considering the ultimate strain softening characteristics of the clayey interlayer, combing the correction of38data samples in field survey, calculation formula and calculation steps of the toe segment local failure zones of the consequent slope were established, the calculation formula are as follows: Ljjx=5.75a+3.86d-9.06φp-3.81Cp+101.16
(6) Through comprehensive analysis of the following three typical projects, the consequent slope of Badong station, Hunan-Chongqing high-speed consequent landslide and Jianyang Leidashi consequent landslide, the calculation formula established in this paper was verified. It shows that the calculation results of the theoretical formula are reasonable and reliable, and it meets the engineering applications.
引文
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