饱和砂砾料液化及液化后变形与强度特性试验研究
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摘要
饱和土体在地震等动荷载作用下发生液化及液化后大变形会对液化区的各种结构产生灾难性的破坏。以往对液化及液化后变形的研究主要是针对饱和砂土和粉土进行的。由于砂砾料的颗粒较大，透水性较好，传统的观念认为砂砾料为非液化土。然而，现场震害调查表明：饱和砂砾料在地震荷载作用下也会发生液化，大多数发生液化的砾石土中同时包含砂砾和砂土。由于试验设备、技术等原因，有关砂砾土动力特性问题的研究尚不充分，尤其是饱和砂砾土的液化特性的研究更是少见。迄今，在研究砂砾土液化时，常规做法是剔除实际砂砾土中的大颗粒，用剩余的颗粒成分(本文称为模拟料)代替实际砂砾土进行试验。论文结合国家自然科学基金“饱和砂砾土的液化特性及变形、强度参数的相关性研究”(No．50578029)和大连理工大学海岸和近海工程国家重点实验室研究基金“饱和砂砾土的液化特性研究”(No．LP0505)，采用高精度中型动三轴仪对饱和砂砾料液化、液化后变形与强度特性、再固结体变特性及动强度、动剪切模量和阻尼比特性进行了深入研究。主要工作内容如下：
分别利用中型(直径200mm)和小型(直径61.8mm)动三轴仪，针对论文中选定的砂砾料和剔除砂砾料中大于5 mm粒径颗粒并采用相似级配法得到的模拟料，对比研究二者在液化过程中的孔隙水压力和轴向应变的发展规律。着重比较了砂砾料和模拟料在振动荷载作用下孔压、应变发展模式的区别。建议了饱和砂砾料在循环振动荷载作用下孔压发展的经验模型，并给出了模型参数的取值范围。
采用中型三轴仪，设计了适合研究饱和砂砾料液化后静力再加载的变形特性的试验方法，考察了相对密度、初始有效固结压力、液化安全率和循环动应力比等因素对饱和砂砾料液化后静力再加载变形特性的影响。结果表明：饱和砂砾料液化后静力再加载时其应力～应变关系与未经振动荷载作用的试样明显不同，可分为三个阶段：模量恢复段、模量稳定段和塑性流动变形阶段。相对于饱和砂土而言，砂砾料液化后不存在很大应变范围内抗剪强度近乎为零的现象。提出了确定液化后静力再加载试验曲线特征物理量的方法，该方法避免了确定特征物理量的随意性带来的主观误差，保证了物理量之间关系分析的准确性。基于试验结果，建立了可综合考虑初始有效固结压力、液化安全率和抗液化应力比等影响因素的饱和砂砾料液化后静力再加载应力～应变关系的三直线模型，并给出了参数确定方法。将模型添加到有限元程序中，对理想砂砾料坝进行了液化后变形分析，验证了模型的数值分析可行性。
对饱和砂砾料振后再固结体变特性进行了试验研究，结果表明：初始固结压力对砂砾料振后再固结体变有明显影响，但不同初始固结压力下孔压比与再固结体变归一性良好。动荷载特性对再固结体变影响不大，再固结体变与荷载引起的最大剪应变有较好的相关性。随试样相对密度增大，再固结体变呈减小趋势。根据砂砾料试验结果和Ishihara对砂土的试验结果，提出了饱和砂砾料和饱和砂土液化后再固结体变的经验关系以及应用该经验关系预测土体液化后沉降的方法。
对饱和砂砾料液化前后的动强度特性、动模量和阻尼比特性进行了试验研究。对饱和砂砾料的动强度、最大剪切模量与围压和相对密度的关系，动剪切模量和阻尼比与动剪应变的依赖关系进行了综合分析，并给出了相应的取值范围。为便于应用，建议了归一化动剪切模量和阻尼比与动剪应变依赖关系的取值范围和平均值曲线，给出了拟合公式的参数取值，并将其与Seed等和Kyle等对饱和砂砾料动力特性的研究结果进行对比。
对排水条件下经过预振荷载作用的砂砾料试样进行了动强度试验，研究了预振荷载作用对动强度的影响；对液化后的砂砾料试样进行模量阻尼试验，分析了不同动应力比和液化安全率条件下液化后再固结砂砾料动模量和阻尼比变化规律。对饱和砂砾料静动强度参数相关性进行了初步的探讨，根据试验结果建议了归一化最大等效动剪切模量G_(dmax)／[F(e)σ_0]与归一化静强度qf／σ_0的线性经验关系。
Damages of structures may be caused by liquefaction and post liequefation deformation of saturated soil due to seismic load. The former researches of liquefaction and post liquefaction mostly aimed at saturated sand or silt sand. Due to biggrain size and high hydraulic conductivity, gravels and gravelly soils were once thought to be unliquefiable. However, the results of field earthquake investigation have shown that saturated sand-gravel composites may occur liquefaction during earthquake, and most liquefied gravelly soils comprise both sand and gravel. However, the study of dynamic properties, especially the liquefaction characteristic of saturated sand-gravel composites is not sufficient partly for the reason of test apparatus and technology. The present research is supported by the National Science Foundation Project of Study on Liquefaction and Relationship Between Parameters of Deformation and Strength of Saturated Sand-gravel Composites (No. 50578029) and the State Key Lab of Coastal and Offshore Engineering Foundation Project of Study on Liquefaction Characteristics of Saturated Sand-gravel Composites (No. LP0505), the liquefaction, post-liquefaction deformation and strength, reconsolidation volumetric, modulus and damping behavior of saturated sand-gravel composites are thoroughly investigated. The main contents of the current research are as follows:
The development of axial strain and pore water pressure in sand-gravel composites and substituted sand during liquefaction is studied contrastively, by using of medium-scale and small-sacal DS-2T dynamic triaxial apparatus respectively, and scalping the oversized gravel particles in sand-gravel composites and taking similar gradation method to get substituted sand. The development of shear strain and pore water pressure in sand-gravel composites and substituted sand specimens due to cyclic loading are compared principally. A pore pressure model of sand-gravel composites is suggested based on test results, and the range of parameters of the model is given.
A static reloading on liquefied specimens test method is put forward and a series tests are processed. In this study, the effects of relative density, initial consolidated pressure, liquefaction safety and cyclic stress ratio are thoroughly investigated. The results show that liquefied sand-gravel specimens reloading behavior is distinctly different from those without dynamic loading. The reloading stress-strain curve is composed of three parts approximately, which is stiffness-recovering part, stiffness-stabilising part and plastic flow part. The phenomenon of zero stiffness in a relatively large strain range, which often occurs in liquefied sand, is not observed for sand-gravel specimens. A method is given to define the characteristic parameters, which avoids the uncertainty of the method by Yasuda and assures the accuracy of parameters analysis. A three-linear static stress-strain model of liquefied sand-gravel composites is established based on test results, in which initial consolidated pressure, liquefaction safety and cyclic stress ratio can be concerned synthetically. The method of defining model parameters is presented. This model is added into an FEM program and is used to analyze the deformation behavior of a simple sand-gravel dam after earthquake and liquifaction. The numerical results show that this model is competent.
A series of tests are performed to illustrate the reconsolidation volumetric behavior of sand-gravel composites after dynamic loading. The results show that, there is a good correlativity between the reconsolidation volumetric strain, the pore water pressure ratio, and the maximal double amplitude shear strain induced by dynamic loading, though the initial effective consolidation pressure has a great effect on the reconsolidation volumetric strain. The reconsolidation volumetric strain is not affected by the characteristic of dynamic loading and reduces with the increase of specimen relative density. Based on the test results of sand-gravel and sand by Ishihara, an experiential relation of reconsolidation volumetric strain of sand-gravel and sand is suggested. The application method of the experiential relation is given for predicting the ground settlement.
A number of tests are progressed to investigate the modulus and damping characteristics of saturated sand-gravel composites, and the effect factors such as relative density and initial consolidated pressure are studied. The varying ranges and average curves of the normalized dynamic shear modulus and damping ratio versus dynamic shear strain are proposed, which are compared with those of Seed and Kyle. The parameters range of formula for evaluating the dynamic shear modulus is proposed on the basis of experimental results.
Undrained dynamic strength tests are performed on sand-gravel specimens after cyclic preloading under drained condition. The results show that the liquefaction resistance of sand-gravel increases with cyclic preloading. A number of tests are accomplished to investigate the modulus and damping characteristics of liquefied sand-gravel composites. The correlation of dynamic and static parameters of sand-gravel is discussed briefly. An experiential linear relationship between G_(dmax)/[F(e)σ_0] and q_f/σ_0 is suggested.
分别利用中型(直径200mm)和小型(直径61.8mm)动三轴仪，针对论文中选定的砂砾料和剔除砂砾料中大于5 mm粒径颗粒并采用相似级配法得到的模拟料，对比研究二者在液化过程中的孔隙水压力和轴向应变的发展规律。着重比较了砂砾料和模拟料在振动荷载作用下孔压、应变发展模式的区别。建议了饱和砂砾料在循环振动荷载作用下孔压发展的经验模型，并给出了模型参数的取值范围。
采用中型三轴仪，设计了适合研究饱和砂砾料液化后静力再加载的变形特性的试验方法，考察了相对密度、初始有效固结压力、液化安全率和循环动应力比等因素对饱和砂砾料液化后静力再加载变形特性的影响。结果表明：饱和砂砾料液化后静力再加载时其应力～应变关系与未经振动荷载作用的试样明显不同，可分为三个阶段：模量恢复段、模量稳定段和塑性流动变形阶段。相对于饱和砂土而言，砂砾料液化后不存在很大应变范围内抗剪强度近乎为零的现象。提出了确定液化后静力再加载试验曲线特征物理量的方法，该方法避免了确定特征物理量的随意性带来的主观误差，保证了物理量之间关系分析的准确性。基于试验结果，建立了可综合考虑初始有效固结压力、液化安全率和抗液化应力比等影响因素的饱和砂砾料液化后静力再加载应力～应变关系的三直线模型，并给出了参数确定方法。将模型添加到有限元程序中，对理想砂砾料坝进行了液化后变形分析，验证了模型的数值分析可行性。
对饱和砂砾料振后再固结体变特性进行了试验研究，结果表明：初始固结压力对砂砾料振后再固结体变有明显影响，但不同初始固结压力下孔压比与再固结体变归一性良好。动荷载特性对再固结体变影响不大，再固结体变与荷载引起的最大剪应变有较好的相关性。随试样相对密度增大，再固结体变呈减小趋势。根据砂砾料试验结果和Ishihara对砂土的试验结果，提出了饱和砂砾料和饱和砂土液化后再固结体变的经验关系以及应用该经验关系预测土体液化后沉降的方法。
对饱和砂砾料液化前后的动强度特性、动模量和阻尼比特性进行了试验研究。对饱和砂砾料的动强度、最大剪切模量与围压和相对密度的关系，动剪切模量和阻尼比与动剪应变的依赖关系进行了综合分析，并给出了相应的取值范围。为便于应用，建议了归一化动剪切模量和阻尼比与动剪应变依赖关系的取值范围和平均值曲线，给出了拟合公式的参数取值，并将其与Seed等和Kyle等对饱和砂砾料动力特性的研究结果进行对比。
对排水条件下经过预振荷载作用的砂砾料试样进行了动强度试验，研究了预振荷载作用对动强度的影响；对液化后的砂砾料试样进行模量阻尼试验，分析了不同动应力比和液化安全率条件下液化后再固结砂砾料动模量和阻尼比变化规律。对饱和砂砾料静动强度参数相关性进行了初步的探讨，根据试验结果建议了归一化最大等效动剪切模量G_(dmax)／[F(e)σ_0]与归一化静强度qf／σ_0的线性经验关系。
Damages of structures may be caused by liquefaction and post liequefation deformation of saturated soil due to seismic load. The former researches of liquefaction and post liquefaction mostly aimed at saturated sand or silt sand. Due to biggrain size and high hydraulic conductivity, gravels and gravelly soils were once thought to be unliquefiable. However, the results of field earthquake investigation have shown that saturated sand-gravel composites may occur liquefaction during earthquake, and most liquefied gravelly soils comprise both sand and gravel. However, the study of dynamic properties, especially the liquefaction characteristic of saturated sand-gravel composites is not sufficient partly for the reason of test apparatus and technology. The present research is supported by the National Science Foundation Project of Study on Liquefaction and Relationship Between Parameters of Deformation and Strength of Saturated Sand-gravel Composites (No. 50578029) and the State Key Lab of Coastal and Offshore Engineering Foundation Project of Study on Liquefaction Characteristics of Saturated Sand-gravel Composites (No. LP0505), the liquefaction, post-liquefaction deformation and strength, reconsolidation volumetric, modulus and damping behavior of saturated sand-gravel composites are thoroughly investigated. The main contents of the current research are as follows:
The development of axial strain and pore water pressure in sand-gravel composites and substituted sand during liquefaction is studied contrastively, by using of medium-scale and small-sacal DS-2T dynamic triaxial apparatus respectively, and scalping the oversized gravel particles in sand-gravel composites and taking similar gradation method to get substituted sand. The development of shear strain and pore water pressure in sand-gravel composites and substituted sand specimens due to cyclic loading are compared principally. A pore pressure model of sand-gravel composites is suggested based on test results, and the range of parameters of the model is given.
A static reloading on liquefied specimens test method is put forward and a series tests are processed. In this study, the effects of relative density, initial consolidated pressure, liquefaction safety and cyclic stress ratio are thoroughly investigated. The results show that liquefied sand-gravel specimens reloading behavior is distinctly different from those without dynamic loading. The reloading stress-strain curve is composed of three parts approximately, which is stiffness-recovering part, stiffness-stabilising part and plastic flow part. The phenomenon of zero stiffness in a relatively large strain range, which often occurs in liquefied sand, is not observed for sand-gravel specimens. A method is given to define the characteristic parameters, which avoids the uncertainty of the method by Yasuda and assures the accuracy of parameters analysis. A three-linear static stress-strain model of liquefied sand-gravel composites is established based on test results, in which initial consolidated pressure, liquefaction safety and cyclic stress ratio can be concerned synthetically. The method of defining model parameters is presented. This model is added into an FEM program and is used to analyze the deformation behavior of a simple sand-gravel dam after earthquake and liquifaction. The numerical results show that this model is competent.
A series of tests are performed to illustrate the reconsolidation volumetric behavior of sand-gravel composites after dynamic loading. The results show that, there is a good correlativity between the reconsolidation volumetric strain, the pore water pressure ratio, and the maximal double amplitude shear strain induced by dynamic loading, though the initial effective consolidation pressure has a great effect on the reconsolidation volumetric strain. The reconsolidation volumetric strain is not affected by the characteristic of dynamic loading and reduces with the increase of specimen relative density. Based on the test results of sand-gravel and sand by Ishihara, an experiential relation of reconsolidation volumetric strain of sand-gravel and sand is suggested. The application method of the experiential relation is given for predicting the ground settlement.
A number of tests are progressed to investigate the modulus and damping characteristics of saturated sand-gravel composites, and the effect factors such as relative density and initial consolidated pressure are studied. The varying ranges and average curves of the normalized dynamic shear modulus and damping ratio versus dynamic shear strain are proposed, which are compared with those of Seed and Kyle. The parameters range of formula for evaluating the dynamic shear modulus is proposed on the basis of experimental results.
Undrained dynamic strength tests are performed on sand-gravel specimens after cyclic preloading under drained condition. The results show that the liquefaction resistance of sand-gravel increases with cyclic preloading. A number of tests are accomplished to investigate the modulus and damping characteristics of liquefied sand-gravel composites. The correlation of dynamic and static parameters of sand-gravel is discussed briefly. An experiential linear relationship between G_(dmax)/[F(e)σ_0] and q_f/σ_0 is suggested.
引文
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