长期竖向循环荷载作用下桩的变形特性试验及理论研究
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摘要
随着国民经济的持续快速发展,风力发电、海上石油平台及高速铁路等新型能源及高速交通工程陆续兴建。在这些工程中,桩基础在其服役期内不但要承受上部结构自重所产生的静荷载,还要长期承担由风、浪或列车等所引起的具有显著周期性的竖向循环荷载的作用。竖向循环荷载作用下桩的承载及变形特性愈发受到设计人员的关注,特别是对于高速交通、风力发电机等这些对基础不均匀沉降较敏感的结构,长期循环荷载作用下的桩基累积沉降已成为此类工程设计中最需控制的关键参数。然而目前循环下桩基的受荷性状及控制方法尚未明确,因而开展对竖向循环荷载作用下桩基承载及变形性状的研究具有重要的现实及理论意义。
本文通过大比尺模型试验、数值模拟等方法系统研究了长期竖向循环荷载作用下桩的承载及变形性状及累积沉降调控方法,提出了基于服役性能设计的循环下桩基设计方法。本文研究受到国家自然科学基金(50878193、51225804及U1234204)的资助。本文所做的主要工作和研究成果如下：
(1)建立了竖向荷载作用下单桩有限元分析模型,研究了单次加卸载过程中的桩身荷载传递及变形规律。研究结果表明,桩顶卸载回弹下的桩身上部会产生负摩阻力,负摩阻力的分布深度主要受卸载幅值、长径比、桩土刚度比及桩端土体模量的影响。负摩阻范围随卸载幅值的增大而变大；相同卸载幅值下,负摩阻范围随桩长的增加、桩土刚度比的增大、桩端土体模量的减小而减小。
(2)设计并制作了大比例模型试验桩,提出了孔压、土压及轴力传感器的桩身安装、测试及标定技术,基于浙江大学大型土工物理模型试验系统开展了25组刚性单桩循环加载试验,对饱和粉土地基中的刚性单桩在静力及循环加载条件下的承载及变形性状进行了系统试验研究。
(3)基于模型试验,获得了不同循环荷载加载条件下,粉土地基中刚性桩的承载及变形性状、桩-土界面应力变化规律及荷载传递变化规律；分析了单桩循环承载弱化及累积沉降产生的机理；提出了考虑组合循环荷载特性的桩基长期累积沉降预测公式。研究结果显示,累积沉降随振次的增加而增大,随循环荷载幅值的增大而变大；循环加载将导致桩-土界面土体发生剪缩,引起界面超静孔压的累积及法向有效应力的下降,孔压及有效应力的变化幅度随剪切幅值的增大而变大；循环下侧摩阻的弱化是由于界面法向有效应力的降低所引起的。
(4)利用通用有限元软件ABAQUS所提供的二次开发平台,开发了基于Mortara静力/循环界面弹塑性模型的用户界面子例程序UINTER.通过与砂-钢界面剪切模型试验结果的对比,验证了本文UINTER的正确性。利用有限元模型,对界面循环加载性状及影响因素进行了分析,提出了基于法向应力降低的界面剪切循环弱化简化分析模型。
(5)基于理想塑性模型,采用幂函数描述法向应力随循环次数的弱化规律,建立了桩土界面循环弱化模型；基于双曲线型模型建立了桩端循环滞回模型。建立了基于荷载传递法的竖向循环加载条件下单桩的一维分析模型,编写计算程序ACLPAP。采用该模型对竖向循环加载下的桩-土相互作用问题进行了分析,研究了长径比、桩土刚度比、下卧层性质、桩周土模量分布等因素对桩基循环加载性状的影响。研究结果显示,循环下桩基的竖向荷载传递规律、承载及变形性状主要决定于桩顶循环荷载幅值水平,桩基的循环加载效应随循环荷载比的增大而变大,存在一最小循环荷载比,当荷载比小于MCLR时,桩基性状不会因循环加载而受到影响；相同循环荷载幅值下,桩基的循环加载效应随桩长的增加而减小,随桩土刚度比的增大而变大,随桩端土体模量的增大而减小。
(6)分析了循环下桩基设计中的关键问题,提出了基于界限循环荷载比控制的基本设计思想。讨论了组合循环荷载下桩基的变形及承载性状,提出了循环稳定沉降分析图的概念。提出了循环下桩基的基本设计方法及一般流程。采用该设计方法对一个实例工程进行了验算分析,并与实际监测结果进行了对比,验证了该方法的有效性。
本文研究采用模型试验及理论研究手段对竖向循环下桩基性状进行了较为细致的研究,所得结果对于考虑循环荷载影响的桩基设计具有重要的参考意义。本文研究结果丰富了桩基研究内容,为循环下桩基的优化设计奠定了理论基础。
In China, there are many energy facilities and high-speed transportation systems, like wind turbine, offshore platform and high-speed railway etc., are being built as the nation's economy grows rapidly. In these projects, piles that support the superstructures are exposed not only to the dead load from superstructure self-weight, but also to the cyclic loading induced by winds, waves or trains in their service. Pile capacity and accumulative deformation are the two major aspects of the behavior that are of great interest to the foundation designer. Especially for the structures which are very sensitive to the uneven settlement, controlling of the long-term settlement caused by cyclic loading has become one of the key issues. At present, performance of the pile under cyclic loading is still not well understood and there appears to be few guidelines proposed yet. Therefore, it is of great practical significance to study the performance of the pile to axial cyclic loading.
Large-scale model tests and numerical simulations were conducted to study the issues. The research works in this paper are based on the projects funded by the National Science Foundation of China (No.50878193, No.51225804and No. U1234204). The serviceability performance concept is developed and guidelines for the design of pile foundation under cyclic axial loading are proposed. The main research works and conclusions are as follow:
(1) The response of axially loaded pile under loading-unloading was investigated with the FE method. A particular attention was laid to the load transfer mechanism and deformation behavior. It is found that rebound of pile due to unloading results in negative friction in the top of the pile. Unloading amplitude, length to diameter ratio, relative pile-soil stiffness, and Young's modulus of the bearing stratum at the pile tip are indicated to be important parameters that determine pile performance. The range of negative friction increases with increasing unloading magnitude. Under a specified unloading magnitude, the range of negative friction increases with increasing pile length and relative pile-soil stiffness, but with decreasing Young's modulus of the bearing stratum at the pile tip.
(2) The design and building of the heavily instrumented model pile were described. The instrumentation includes axial load cells, pore water transducers and earth pressure cells. Techniques were developed to calibrate the pore pressure transducers and the earth pressure cells that are installed on model piles. A total of25cyclic load tests on piles were conducted to investigate the capacity and deformation response of stiff pile under long-term cyclic loading. The maximum number of loading cycles was up to50,000in single cyclic load test.
(3) The effects of cyclic loadings on the axial capacity and deformation of single pile in silts under various cyclic loading conditions were described. The measurements of stresses at the soil-pile interface and axial force along pile were also presented. The mechanisms of capacity degradation and accumulation of permanent displacement were analyzed and discussed. A simple method for predicting the long-term accumulative settlement of piles with consideration of the influences of the characteristics of cyclic loads was proposed. It is found that the accumulated displacement increases with increasing number of loading cycles, and also with the cyclic load amplitude. The cyclic shearing results in a significant increase in excess pore water pressure and a decrease in effective stress at the interface, indicating that soil at the interface contracted under the cyclic loading. The stress variations are found to be highly dependent on shearing amplitude. The degradation of shaft resistance of piles subjected to cyclic loading is found to be attributed to the reduction of normal effective stress with cycles.
(4) A user subroutine UINTER was written to incorporate the constitutive model for the cyclic behavior of the interface in the finite element program ABAQUS. The formulation of the constitutive model and the integration procedure of the constitutive equation were described. The UINTER was validated by comparing the numerical simulation results with the results of cyclic simple shear tests on sand-steel interfaces. Numerical calculations were carried out to study the cyclic shear interface behavior and main factors influencing that behavior. A simply cyclic model for the cyclic behavior of the soil-pile interface was proposed.
(5) A linear hysteretic cyclic model for pile-soil interface behavior under cyclic loading was proposed. The degradation of normal stress at interface with cycles was described with a power function. The response of the pile tip was presented by a hysteretic hyperbolic soil model. A cycle-by-cycle load transfer approach for analyzing the behavior of single pile in silts under cyclic axial loading. The accumulation of permanent displacements and the dependence of loading amplitude were considered. A computer program ACLPAP was written. Numerical calculations were carried out to examine the various aspects of pile behavior under cyclic axial loading. The influences of length to diameter ratio, relative pile-soil stiffness, and on the pile behavior under cyclic loading were also investigated. The results show that the pile behavior mainly depends on the cyclic loading amplitude. A threshold exists, below which the pile behavior would be little affected and did not accumulate any deformation. Under a given cyclic loading amplitude, the cyclic effects increased with increasing relative pile-soil stiffness, but decreased with increasing pile length and Young's modulus of the bearing stratum at the pile tip.
(6) The aspects of the behavior of pile to cyclic loading that are of interest to the pile foundation designers were discussed. The concept of controlling the limit cyclic load ratios was developed. The idea of a cyclic deformation diagram was developed. Methodology and procedure for design of pile foundation under cyclic axial loading were proposed. Finally, a case was presented to validate the approach. Reasonable agreement was observed between the measured and computed results.
In this research, both experimental and theoretical works have been done to study the response of single pile in silt under long-term axial cyclic loading. The results provide a better understanding of the axial behavior of the pile to cyclic loading.
本文通过大比尺模型试验、数值模拟等方法系统研究了长期竖向循环荷载作用下桩的承载及变形性状及累积沉降调控方法,提出了基于服役性能设计的循环下桩基设计方法。本文研究受到国家自然科学基金(50878193、51225804及U1234204)的资助。本文所做的主要工作和研究成果如下：
(1)建立了竖向荷载作用下单桩有限元分析模型,研究了单次加卸载过程中的桩身荷载传递及变形规律。研究结果表明,桩顶卸载回弹下的桩身上部会产生负摩阻力,负摩阻力的分布深度主要受卸载幅值、长径比、桩土刚度比及桩端土体模量的影响。负摩阻范围随卸载幅值的增大而变大；相同卸载幅值下,负摩阻范围随桩长的增加、桩土刚度比的增大、桩端土体模量的减小而减小。
(2)设计并制作了大比例模型试验桩,提出了孔压、土压及轴力传感器的桩身安装、测试及标定技术,基于浙江大学大型土工物理模型试验系统开展了25组刚性单桩循环加载试验,对饱和粉土地基中的刚性单桩在静力及循环加载条件下的承载及变形性状进行了系统试验研究。
(3)基于模型试验,获得了不同循环荷载加载条件下,粉土地基中刚性桩的承载及变形性状、桩-土界面应力变化规律及荷载传递变化规律；分析了单桩循环承载弱化及累积沉降产生的机理；提出了考虑组合循环荷载特性的桩基长期累积沉降预测公式。研究结果显示,累积沉降随振次的增加而增大,随循环荷载幅值的增大而变大；循环加载将导致桩-土界面土体发生剪缩,引起界面超静孔压的累积及法向有效应力的下降,孔压及有效应力的变化幅度随剪切幅值的增大而变大；循环下侧摩阻的弱化是由于界面法向有效应力的降低所引起的。
(4)利用通用有限元软件ABAQUS所提供的二次开发平台,开发了基于Mortara静力/循环界面弹塑性模型的用户界面子例程序UINTER.通过与砂-钢界面剪切模型试验结果的对比,验证了本文UINTER的正确性。利用有限元模型,对界面循环加载性状及影响因素进行了分析,提出了基于法向应力降低的界面剪切循环弱化简化分析模型。
(5)基于理想塑性模型,采用幂函数描述法向应力随循环次数的弱化规律,建立了桩土界面循环弱化模型；基于双曲线型模型建立了桩端循环滞回模型。建立了基于荷载传递法的竖向循环加载条件下单桩的一维分析模型,编写计算程序ACLPAP。采用该模型对竖向循环加载下的桩-土相互作用问题进行了分析,研究了长径比、桩土刚度比、下卧层性质、桩周土模量分布等因素对桩基循环加载性状的影响。研究结果显示,循环下桩基的竖向荷载传递规律、承载及变形性状主要决定于桩顶循环荷载幅值水平,桩基的循环加载效应随循环荷载比的增大而变大,存在一最小循环荷载比,当荷载比小于MCLR时,桩基性状不会因循环加载而受到影响；相同循环荷载幅值下,桩基的循环加载效应随桩长的增加而减小,随桩土刚度比的增大而变大,随桩端土体模量的增大而减小。
(6)分析了循环下桩基设计中的关键问题,提出了基于界限循环荷载比控制的基本设计思想。讨论了组合循环荷载下桩基的变形及承载性状,提出了循环稳定沉降分析图的概念。提出了循环下桩基的基本设计方法及一般流程。采用该设计方法对一个实例工程进行了验算分析,并与实际监测结果进行了对比,验证了该方法的有效性。
本文研究采用模型试验及理论研究手段对竖向循环下桩基性状进行了较为细致的研究,所得结果对于考虑循环荷载影响的桩基设计具有重要的参考意义。本文研究结果丰富了桩基研究内容,为循环下桩基的优化设计奠定了理论基础。
In China, there are many energy facilities and high-speed transportation systems, like wind turbine, offshore platform and high-speed railway etc., are being built as the nation's economy grows rapidly. In these projects, piles that support the superstructures are exposed not only to the dead load from superstructure self-weight, but also to the cyclic loading induced by winds, waves or trains in their service. Pile capacity and accumulative deformation are the two major aspects of the behavior that are of great interest to the foundation designer. Especially for the structures which are very sensitive to the uneven settlement, controlling of the long-term settlement caused by cyclic loading has become one of the key issues. At present, performance of the pile under cyclic loading is still not well understood and there appears to be few guidelines proposed yet. Therefore, it is of great practical significance to study the performance of the pile to axial cyclic loading.
Large-scale model tests and numerical simulations were conducted to study the issues. The research works in this paper are based on the projects funded by the National Science Foundation of China (No.50878193, No.51225804and No. U1234204). The serviceability performance concept is developed and guidelines for the design of pile foundation under cyclic axial loading are proposed. The main research works and conclusions are as follow:
(1) The response of axially loaded pile under loading-unloading was investigated with the FE method. A particular attention was laid to the load transfer mechanism and deformation behavior. It is found that rebound of pile due to unloading results in negative friction in the top of the pile. Unloading amplitude, length to diameter ratio, relative pile-soil stiffness, and Young's modulus of the bearing stratum at the pile tip are indicated to be important parameters that determine pile performance. The range of negative friction increases with increasing unloading magnitude. Under a specified unloading magnitude, the range of negative friction increases with increasing pile length and relative pile-soil stiffness, but with decreasing Young's modulus of the bearing stratum at the pile tip.
(2) The design and building of the heavily instrumented model pile were described. The instrumentation includes axial load cells, pore water transducers and earth pressure cells. Techniques were developed to calibrate the pore pressure transducers and the earth pressure cells that are installed on model piles. A total of25cyclic load tests on piles were conducted to investigate the capacity and deformation response of stiff pile under long-term cyclic loading. The maximum number of loading cycles was up to50,000in single cyclic load test.
(3) The effects of cyclic loadings on the axial capacity and deformation of single pile in silts under various cyclic loading conditions were described. The measurements of stresses at the soil-pile interface and axial force along pile were also presented. The mechanisms of capacity degradation and accumulation of permanent displacement were analyzed and discussed. A simple method for predicting the long-term accumulative settlement of piles with consideration of the influences of the characteristics of cyclic loads was proposed. It is found that the accumulated displacement increases with increasing number of loading cycles, and also with the cyclic load amplitude. The cyclic shearing results in a significant increase in excess pore water pressure and a decrease in effective stress at the interface, indicating that soil at the interface contracted under the cyclic loading. The stress variations are found to be highly dependent on shearing amplitude. The degradation of shaft resistance of piles subjected to cyclic loading is found to be attributed to the reduction of normal effective stress with cycles.
(4) A user subroutine UINTER was written to incorporate the constitutive model for the cyclic behavior of the interface in the finite element program ABAQUS. The formulation of the constitutive model and the integration procedure of the constitutive equation were described. The UINTER was validated by comparing the numerical simulation results with the results of cyclic simple shear tests on sand-steel interfaces. Numerical calculations were carried out to study the cyclic shear interface behavior and main factors influencing that behavior. A simply cyclic model for the cyclic behavior of the soil-pile interface was proposed.
(5) A linear hysteretic cyclic model for pile-soil interface behavior under cyclic loading was proposed. The degradation of normal stress at interface with cycles was described with a power function. The response of the pile tip was presented by a hysteretic hyperbolic soil model. A cycle-by-cycle load transfer approach for analyzing the behavior of single pile in silts under cyclic axial loading. The accumulation of permanent displacements and the dependence of loading amplitude were considered. A computer program ACLPAP was written. Numerical calculations were carried out to examine the various aspects of pile behavior under cyclic axial loading. The influences of length to diameter ratio, relative pile-soil stiffness, and on the pile behavior under cyclic loading were also investigated. The results show that the pile behavior mainly depends on the cyclic loading amplitude. A threshold exists, below which the pile behavior would be little affected and did not accumulate any deformation. Under a given cyclic loading amplitude, the cyclic effects increased with increasing relative pile-soil stiffness, but decreased with increasing pile length and Young's modulus of the bearing stratum at the pile tip.
(6) The aspects of the behavior of pile to cyclic loading that are of interest to the pile foundation designers were discussed. The concept of controlling the limit cyclic load ratios was developed. The idea of a cyclic deformation diagram was developed. Methodology and procedure for design of pile foundation under cyclic axial loading were proposed. Finally, a case was presented to validate the approach. Reasonable agreement was observed between the measured and computed results.
In this research, both experimental and theoretical works have been done to study the response of single pile in silt under long-term axial cyclic loading. The results provide a better understanding of the axial behavior of the pile to cyclic loading.
引文
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