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抗液化排水刚性桩是一种将刚性桩与竖向排水体相结合的新桩型。基于某建筑桩基工程,开展了抗液化排水刚性桩和不含排水体的普通刚性桩的沉桩对比现场试验,采用了动态土压力传感器实时监测沉桩过程中桩周土体内产生的土压力响应,对比了排水桩与普通桩沉桩对桩周土体水平方向应力及有效应力影响的差异。试验结果表明：抗液化排水刚性桩能够有效减小沉桩过程对桩周深部可液化土体的扰动,在桩身近侧（距桩心0.6 m）深部埋深（-15 m）位置,排水桩的水平土压力响应峰值仅为普通桩的1/4;排水桩能够有效降低沉桩对可液化土层有效应力的影响,使桩周土体更加稳定;在单次沉桩过程中,对于浅部埋深（-5 m）,排水桩对桩周土压力峰值的影响作用较小,对于存在可液化土层的深部埋深（-10、-15 m）,排水桩对土压力峰值的有效影响半径可达4倍桩径。现场试验数据为抗液化排水刚性桩的桩间距选择提供了有力的设计参考依据。 相似文献
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饱和土中管桩的水平动阻抗研究 总被引：3，自引：0，他引：3
为了考察桩、土主要参数对饱和土中管桩水平振动的影响,将土体分为桩周饱和土和桩芯饱和土两部分,利用多孔介质理论的饱和土控制方程建立了饱和土-管桩的耦合振动模型。在考虑桩周饱和土和桩芯饱和土边界条件的情况下,运用势函数解耦的方法对桩周饱和土和桩芯饱和土的水平振动进行了求解。在考虑桩周饱和土和桩芯饱和土对管桩作用的情况下对饱和土中管桩的水平振动进行了求解,得到了管桩桩顶的水平动力阻抗,并分析了主要桩、土参数对管桩水平动力阻抗的影响。研究表明：管桩内外半径、桩周土和桩芯土剪切模量比、泊松比之比对管桩水平动力阻抗的影响较大,低频时液-固耦合系数比对管桩水平动力阻抗有一定的影响,而阻尼比之比对管桩水平动力阻抗阻尼因子有一定的影响。 相似文献
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The torsional dynamic response of a pile embedded in layered soil is investigated while considering the influence of the pile end soil. The finite soil layers under the end of the pile are modeled as a fictitious soil pile that has the same cross-sectional area as the pile and is in perfect contact with the pile end. To allow for variations of the modulus or cross-sectional area of the pile and soil, the soil surrounding and below the pile is vertically decomposed into finite layers. Using the Laplace transform and impedance function transfer method, the analytical solution for the dynamic response of the pile head in the frequency domain is then obtained, and the relevant semi-analytical solution in the time domain is derived using the inverse Fourier transform and convolution theorem. The rationality and accuracy of the solution is verified by comparing the torsional dynamic behavior of the pile calculated with the fictitious soil pile with those based on a rigid support model and a viscoelastic support model. Finally, a parametric study is conducted to investigate the influence of the properties and thickness of the pile end soil on the torsional dynamic response of the pile. 相似文献
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Negative skin friction (NSF) along a pile caused by soil consolidation is of great concern to engineers. The development of NSF is time-dependent because soil consolidation is also time-dependent. In this paper, a numerical solution is provided for the development of negative skin friction of a pile in nonlinear consolidated soil under different loads on a pile top. A hyperbolic interface model is also developed. This model considers the development of shear strength during soil consolidation and loading–unloading scenarios at the pile–soil interface. One-dimensional nonlinear consolidation theory is invoked to estimate the soil settlement and shear strength. The distributions of NSF and the axial force along the pile are obtained using the differential quadrature method (DQM). The influences of soil consolidation and different pile loads on the negative skin friction of a pile are discussed. 相似文献
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The dynamic response of a viscoelastic bearing pile embedded in multilayered soil is theoretically investigated considering the transverse inertia effect of the pile. The soil layers surrounding the pile are modeled as a set of viscoelastic continuous media in three-dimensional axisymmetric space, and a simplified model, i.e., the distributed Voigt model, is proposed to simulate the dynamic interactions of the adjacent soil layers. Meanwhile, the pile is assumed to be a Rayleigh–Love rod with material damping and can be divided into several pile segments allowing for soil layers and pile defects. Both the vertical and radial displacement continuity conditions at the soil–pile interface are taken into account. The potential function decomposition method and the variable separation method are introduced to solve the governing equations of soil vibration in which the vertical and radial displacement components are coupled. On this basis, the impedance function at the top of the pile segment is derived by invoking the force and displacement continuity conditions at the soil–pile interface as well as the bottom of pile segment. The impedance function at the pile head is then obtained by means of the impedance function transfer method. By means of the inverse Fourier transform and convolution theorem, the velocity response in the time domain can also be obtained. The reasonableness of the assumptions of the soil-layer interactions have been verified by comparing the present solutions with two published solutions and a set of well-documented measured pile test data. A parametric analysis is then conducted using the present solutions to investigate the influence of the transverse inertia effect on the dynamic response of an intact pile and a defective pile for different design parameters of the soil–pile system. 相似文献
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为揭示抗滑桩护壁外壁形态对土拱效应的影响规律,引入抗滑桩护壁外壁形态系数h,采用平面应变有限元方法,在不同抗滑桩外壁形态参数h下,研究了桩周及桩后土体位移、应力等因素的变化规律。研究结果表明:土拱效应的发挥程度,桩周土体的应力和变形与桩体外壁的形态有关。在h为4 cm、8 cm时,桩周土体的应力、位移变化量最大,增强了土拱的抗滑效用;当h大于8 cm时,桩周土体的应力、位移变化量随着h的增加逐级递减;当h接近极值时,桩周土体中的应力、位移变化不大,此时抗滑桩护壁外壁形态对土拱效用起不到积极作用。 相似文献
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Three-dimensional (3D) numerical analyses have been carried out to study the behaviour of a single pile to adjacent tunnelling in the lateral direction of the pile. The numerical analyses have included comparisons between the current study, previous elastic solutions and advanced 3D elasto-plastic analyses. In the numerical analyses, the interaction between the tunnel, the pile and the soil next to the pile has been analysed. The study includes the axial force distributions on the pile, the relative shear displacement between the pile and the soil, the shear stresses at the soil next to the pile and the pile settlement. In particular, the shear stress transfer mechanism along the pile related to tunnel advancement has been analysed by using interface elements allowing soil slip. It has been found that existing solutions may not accurately estimate the pile behaviour since several key issues are not included. Due to changes in the relative shear displacement between the pile and the soil next to the pile with tunnel advancement, the shear stresses and axial force distributions along the pile change drastically. Downward shear stress develops at the upper part of the pile, while upward shear stress is mobilised at the lower part of the pile, resulting in a compressive force on the pile. A maximum compressive force of about 0.25–0.52Pa was developed on the pile, solely due to tunnelling, depending on the pile tip locations relative to the tunnel position, where Pa is the service pile loading prior to tunnelling. The majority of the axial force on the pile developed within ±2D in the transverse direction (behind and ahead of piles) relative to the pile position, where D is the tunnel diameter. In addition, mobilisation of shear strength at the pile–soil interface was found to be a key factor governing pile–soil–tunnelling interaction. The reduction of apparent allowable pile capacity due to tunnelling was dependent on the pile location relative to the tunnel position. Some insights into the pile behaviour in tunnelling obtained from the numerical analyses will be reported and discussed. 相似文献
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从极限平衡理论角度对刚性桩复合地基中垫层作用机理进行分析,提出桩顶垫层厚度、垫层材料内摩擦角等参数对桩土应力分担的控制公式,推导出在已知表面应力情况下考虑桩土共同作用的桩土沉降计算公式,在此基础上提出一种桩土应力比的迭代计算方法。编制程序实现对算例的计算,总结分析计算结果并与实测值进行对比验证。 相似文献
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基于天然饱和黏土地基中静压沉桩扩孔问题的弹塑性解,以沉桩结束后桩周土体的应力状态为初始条件,推导了桩周孔压消散的解析解。在此基础上,考虑桩周土体再固结过程中的土体松弛效应,提出了采用有效应力计算天然饱和黏土中静压桩时变承载力的理论方法。通过已有离心模型试验和现场试验结果对该方法进行了验证,研究了沉桩结束后静压桩承载力随固结时间的变化规律。结果表明,提出的理论方法合理考虑了土体的原位力学特性、沉桩效应及沉桩结束后土体有效应力的变化,因而可以较好地预测静压桩的时变承载力。该研究成果为合理确定黏土中静压桩承载力提供了理论依据,具有一定的理论和工程意义。 相似文献
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桩基础研究的核心问题是桩承载力和桩-土相互作用,包括桩周土的变形和饱和土中孔隙水压力的变化。通过离心模型试验的方法,利用竖向压桩设备把桩压入土体,研究饱和及非饱和粉质黏土中单桩的竖向承载力,以及加载过程中桩周土体的变形和孔隙水压力的变化。粉质黏土饱和后,桩基的承载特性表现出软化的特点,且桩基的承载能力比非饱和粉质黏土中的桩基小,非饱和粉质黏土的压桩试验中桩基没有出现明显的极限承载力。桩基的加载特性与桩周土的变形响应具有显著的相关性,桩的加载过程对桩周土体变形的影响有一定范围,超过这个范围,土体的变形可以忽略不计。饱和粉质黏土中桩基的加载对桩周土体孔压的变化也有一定的影响范围,与桩周土体的变形范围体现出类似的规律。距离桩较近时,桩周土的变形较大;距离桩越远,土体的变形受到桩的影响越小。 相似文献
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In an effort to study the seismic pile moment induced by the combined structure–pile inertial and soil–pile kinematic effects for single piles and pile groups in liquefiable ground, an extensive series of 3D finite element simulations are conducted in this paper. The roles that lateral inertial and kinematic interactions play on the pile moment are found to differ in different soil–pile–structure systems. Inertial structure force and kinematic soil displacement of the same direction could cause pile head moments of the same or opposite directions depending on the rotational constraint at the pile head. Kinematic interaction has a dominating influence on the pile moment for pile foundations with pile head rotation constrained by the existence of a pile cap, while inertial interaction is strongly influential for free-head piles. The coupling of inertial and kinematic interactions depends on the soil–pile–structure system configuration and the magnitudes of the inertial structure force and the kinematic soil displacement. Many current pseudo-static methods for calculating the seismic pile moment through summing a percentage of the kinematic induced moment with another percentage of the inertial induced moment could produce very inaccurate results under certain conditions. 相似文献
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地下水渗流对冻土区模型桩力学特性的影响分析 总被引：3，自引：3，他引：0
为了研究冻土区地下水的渗流效应对桩基的荷载传递规律的影响,考虑到桩身轴力、桩侧冻结应力和桩周土温度对桩基承载力均有影响,依据室内模拟试验,分别模拟了无地下水、桩顶水有温度效应、桩底水有温度效应、桩顶水有温度及渗流效应、桩底水有温度及渗流效应5种不同工况下地下水对冻土桩基承载力的影响。试验结果表明：无论是桩顶水还是桩底水,在接近地下水处,同时有温度效应及渗流效应的轴力值变化比仅有温度效应时的小,当地下水为桩底水时加载后的桩轴力小于地下水为桩顶水时的轴力值;桩底水引起的桩侧冻结应力变化幅度比桩顶水大,地下水的温度效应使得部分冻土温度升高而融化,而地下水的渗流效应进一步增大了冻土融化范围,使得桩基力学特性发生改变,进而影响了桩基承载力。 相似文献
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Field measurements regarding the influence of the installation method on soil plugging in tubular piles 总被引：1，自引：1，他引：0
Soil plugging in open-ended piles leads to an increase in compressive bearing capacity but also influences pile driving resistance. Many different factors affect the tendency for soil plugging, for example, pile diameter, penetration depth and installation method. In this paper, the influence of the installation method on soil plugging is investigated. In situ measurements during the installation of two instrumented tubular piles are carried out to investigate the internal and external stresses acting on the pile during the installation process. Furthermore, the cone penetration resistance inside one pile is measured during the installation, and the accelerations and strains at the pile head are monitored to predict the bearing capacity. The installation method is varied between vibratory and impact pile driving. The results show that a significant increase in horizontal stresses inside the pile occurs during impact driving which leads to the conclusion that a soil plug is formed. During vibratory pile driving, no stress increase was observed. 相似文献
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多层地基土中水泥土搅拌桩强度计算的方法 总被引：1，自引：0，他引：1
深层水泥土搅拌桩的无侧限抗压强度设计中,规范只是对于单一地层给出设计要求但是没有给出多层地基土中桩抗压强度的计算、检验方法,通过具体的工程实践,建立了多层地基中无侧限抗压强度计算式并对其效验。 相似文献
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Yongjiang Shen Yang Yu Fei Ma Feilong Mi Zhengliang Xiang 《Environmental Earth Sciences》2017,76(16):586
Double-row stabilizing piles provide larger stabilizing force and lateral stiffness than the single ones. However, the loading shared by the front and rear pile is not the same with each other because of the shadow effects. A double-row long-short stabilizing pile system is verified in this paper. Physical model tests are used to investigate the influence of short rear pile on the earth pressures evolution in the stabilized soil. Numerical models are established and calibrated with the applied displacement–force curve and monitored earth pressure in the physical model test. The influence of the short rear stabilizing pile on the soil–pile interaction is further investigated based on the numerical model. The soil–pile relative displacement, total stabilizing force and bearing proportion of front and rear stabilizing pile are used to evaluate the soil–pile interaction. It is concluded that the total stabilizing force and bearing proportion of front and rear stabilizing pile are not significantly influence by the short rear stabilizing pile when the double-row piles are arranged in a line. When the double-row piles are arranged in a zigzag form, the total resistance provided by the double-row stabilizing piles decreases as the short rear piles are being used. 相似文献
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水平荷载作用下现浇X形桩桩周土体响应理论分析 总被引：2，自引：0，他引：2
现浇X形桩是为了提高单位混凝土承载力性能而开发的一种新型异形横截面桩,但目前针对异形横截面桩在水平荷载作用下桩周土体力学性状的理论研究相对较少。基于保角变换的方法将X形桩孔映射到单位圆上,采用平面弹性力学的复变函数方法得到X形桩在水平荷载作用下桩周土体应力场与位移场分布的平面应变解。续而,基于文克尔地基模型,把桩周土离散为一系列独立的弹簧模型,弹簧的刚度系数采用平面应变解,然后根据欧拉-伯努利梁的挠曲线微分方程推导得到现浇X形桩在水平荷载作用下桩身的变形和内力的计算方法。通过建立的平面应变解计算普通圆形截面桩,并且与Baguelin推导的圆形截面桩在水平荷载作用下平面应变解进行对比分析,验证所建立理论方法的准确性和可靠性。最后,针对一算例进行分析,并与数值模型计算结果进行对比验证。研究结果表明,该理论方法能够较好地模拟水平荷载作用下现浇X形桩桩周土体的力学工作性状,尤其是小荷载作用条件下。 相似文献
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基于土体的三维波动模型研究了饱和土中单个管桩的竖向振动。将桩周土和桩芯土视为两相多孔介质,管桩视为等截面的圆管杆单元。在考虑桩周饱和土和桩芯饱和土径向位移和竖向位移的情况下,建立了基于土体三维波动模型的饱和土-管桩竖向耦合振动模型。借助势函数和分离变量法并考虑土体边界条件,求解了考虑土体三维波动的桩周饱和土和桩芯饱和土的竖向振动。在此基础上,考虑管桩桩端边界条件,利用三角函数正交性求解了饱和土中单个管桩的竖向振动,得到了管桩桩顶的竖向复刚度。通过数值算例,对比分析了土体三维波动模型解和不考虑土体径向位移的简化模型解的计算结果,分析了主要桩、土参数对饱和土中管桩竖向振动的影响。研究表明：当管桩壁较薄时且低频时不应忽略土体径向位移的影响,在动态刚度因子和等效阻尼随频率变化曲线峰值峰谷处不宜忽略土体液相的影响,管桩壁不宜过薄。管桩壁厚、长径比、桩芯饱和土与桩周饱和土密度比、剪切模量比以及桩-土模量比对饱和土中管桩竖向振动有较大影响,在进行管桩设计时需要综合考虑相关参数。 相似文献