桩端后注浆过程中浆土相互作用及其对桩基性状影响研究
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摘要
桩端后注浆技术已经成为提高桩基承载力,控制桩基沉降的重要措施,已在工程实践中得到了广泛的应用。本文在分析土体可注入性的基础上,对不同的浆土相互作用方式进行了分析,分别分析了浆液从可注入到部分可注入再到不可注入等过程中渗透、滤过、压密和水泥浆压滤等一系列问题,在此基础上分析了后注浆对桩基性状的影响。本文主要的工作和成果如下：
(1)分析了土体的可注入性对浆液扩散及浆土相互作用的影响,研究了滤过效应对浆液渗透扩散的影响,在质量守恒的基础上引入线性滤过定律,建立了考虑滤过效应的浆液球形渗透扩散模型,得到了浆液浓度、土体孔隙率、浆液注入的水力梯度等随注浆过程的变化情况。分析结果表明：由于滤过效应的影响,浆液在注入过程中,水泥颗粒逐渐滤出,土体的孔隙率逐渐减小,注浆水力梯度逐渐增加,离注浆孔越近,土体孔隙率降低越大,水泥颗粒的滤出量随时间、滤过系数、注入速率、初始半径的增加而增加,随水灰比的增加而降低。注浆后通过桩端土层不同位置处动力触探试验发现,离桩基越近,动力触探击数越大,土体的加固效果越好。
(2)考虑渗透注浆过程中注浆压力逐渐转化为渗透力的作用,分别分析了浆液球孔、柱孔扩散条件下渗透作用对土体的影响,得到了浆液渗透力作用下土体中的应力和变形情况,结果表明：球孔、柱孔条件下渗透产生的径向应力随水灰比和土体渗透系数的减小而增大,径向变形随土体模量增大而降低。分别给出了考虑渗流作用的球状、柱状压密注浆模型,将注浆压力分为直接作用在土体上转换为有效应力的面力αp0和作为体力的渗流力(1-α)p0,分别考虑了两部分对土体的作用,结果表明在离孔较近的主要加固区土体中的径向应力和径向位移随着α值的减小而减小。利用传统孔扩张压密注浆理论得到结果偏不安全。
(3)在分析水泥浆液特性的基础上,采用浆液泌水分界水灰比将浆液压滤过程分为自由排水阶段和非自由排水阶段,在自由排水阶段根据体积守恒得到浆液自由排水模型,在非自由排水阶段借鉴固结排水理论,考虑浆土界面排水连续性,推导了浆液压滤固结模型,通过对影响浆液非自由排水阶段参数的分析表明,在非自由阶段,浆体内的超孔隙水压力随着时间不断的消散,浆体脱水能力也逐渐降低,压滤系数越大,浆土界面排水能力越好,浆体内的超孔压消散越迅速。进行了室内单向压滤试验,对试验结果进行反分析得到了不同注浆压力和不同水灰比时压滤系数的取值范围。
(4)分析了桩端注浆预压作用对桩基端阻力、侧阻力的重要影响,考虑浆液上返对桩侧阻力的加固作用,分析了浆液上返的条件,给出了考虑成层地层中浆液上返的计算方法,并通过工程实例说明了该方法的可行性；在分析不同注浆方式加固机理的基础上,结合现有的桩侧阻力、桩端阻力经验公式,分别给出了后注浆桩侧阻力和端阻力的分析方法。并通过现场试验对后注浆的加固作用进行了分析,结果表明浆液对砂性土的挤密效果较好；距离桩基越近,对土体的加密效果越好。
(5)给出了两种计算后注浆桩沉降的方法,在荷载传递法的基础上,采用双曲线的荷载传递函数,推导了后注浆桩桩身荷载沉降关系曲线；通过对后注浆桩承载力提高量的统计分析得出了在不同桩顶位移条件下承载力提高系数的分布情况,并通过正态分布函数进行了拟合,给出了一种基于沉降控制标准的后注浆承载力预测方法。最后通过工程实例证明了本文给出的两种方法的合理性。
Pressure grouting below the pile tip after its construction has been an effective method to improve the bearing capacity and decreas the settlement of the pile. It has become a routine construction process in many parts of the world. Based on the analysis of soil groutability, the different grout-soil interaction modes are analyzed. A series of problems, including permeation, filtration, compaction and dehydration of grout, for sufficiently gourtable, unsufficiently groutable and nongroutable soil are investigated, respectively. On this basis, the influences of pressure grouting on the behavior of the pile are analyzed. The main work and conclusions are summarized as follows:
(1) The influences of soil groutability on the grout-soil interaction are examed and the effects of filtration on the grout dispersion are studied. A linear filtration law is introduced into the mass balance relationship of the water, cement and soil to develop a cement grout dispersion model in spherical coordinates with account for filtration. The variations of grout concentration, soil porosity and pressure gradient during injection are obtained. The analysis results show that: The cement particles are filtered by the solid skeleton and the porosity of the soil reduce gradually during the injection process, resulting in the increase of pressure gradient. The closer it gets to the grouting hole, the more obvious filtration is achieved. The cement mass filtered by the soil increases with the increasing of filtration coefficient, injection rate, initial radius and injection duration while it decreases with increase in water-cement ratio of the grout. Moreover, the results of dynamic penetration test after post grouting show that great effectiveness has been achieved for the soil close to the pile.
(2) The effects of seepage pressure on the soil under spherical and cylindrical condition are investigated, respectively. The strss and deformation of the soil under the seepage pressure during injection are obtained. The analysis results show that:the radial stress in the soil increases with decreasing water-cement ratio and permeability coefficient. The deformation of the soil decreases with the increase in soil modulus. Spherical and cylindrical compaction grouting model with account for seepage are presented respectively. The grouting pressure p0can be divided into two fractions αp0, used in expanding the borehole, and (1-α)p0, used in inducing seepage flow. The changes in stess during injection are obtained by considering the overall fractions of grouting pressure. The results show that the radial stress and displacement decreases with decreasing a for the main reinforcement region. The traditional cavity expansion theories give less conservative results.
(3) The dehydration process of the grout can be divided into two stages:unrestricted dehydration and restricted dehydration according to the critical bleeding water-cement ratio. The dehydration model for the unrestricted stage is obtained based on the conservation of the cement. For the restricted stage, a spherical consolidation model considering the flow velocity continuity at the grout-soil interface is derived. Parametric studies show that the excess pore pressure in the filter cake dissipates with time and the dehydration efficiency reduces gradually. For the filter cake, an increasing dehydration coefficient corresponds to a better drainage capacity. In addition, laboratory dehydration tests are conducted to obtain the ranges of the dehydration coefficient for different grouting pressure and water-cement ratio.
(4) The influences of preloading effect during grout injection on the side friction and tip resistance of the grouted pile are studied. The conditions for grout penetration upward along the sides of the pile are analyzed. A calculation method for penetration height of grout is proposed and a case history is presented to demonstrate validity of the method. The mechanism whereby base grouting affects the end bearing and side friction is illustrated. Combining the existing empirical equation, the analytical methods for end beraing and side friction of grouted piles are presented. Moreover, the results of standard penetration tests after post grouting show that good treatment results can be obtained for the sandy soil. Great effectiveness has been achieved for the soil close to the pile.
(5) Two calculation methods for the settlement of grouted pile are presented. An iteration method based on the hyperbolic load transfer function is developed to determine the load settlement relationship of the grouted pile. Statistical analysis is conducted to give the distribution of the capacity improvement factor at different displacements for the grouted pile rested on gravel. The distribution curves are approximated by normal distribution function fitted to the statistical data and a method of predicting the bearing capacity of the grouted pile based on settlement criterion is presented. Case histories are cited to indicate the validity of the presented methods.
(1)分析了土体的可注入性对浆液扩散及浆土相互作用的影响,研究了滤过效应对浆液渗透扩散的影响,在质量守恒的基础上引入线性滤过定律,建立了考虑滤过效应的浆液球形渗透扩散模型,得到了浆液浓度、土体孔隙率、浆液注入的水力梯度等随注浆过程的变化情况。分析结果表明：由于滤过效应的影响,浆液在注入过程中,水泥颗粒逐渐滤出,土体的孔隙率逐渐减小,注浆水力梯度逐渐增加,离注浆孔越近,土体孔隙率降低越大,水泥颗粒的滤出量随时间、滤过系数、注入速率、初始半径的增加而增加,随水灰比的增加而降低。注浆后通过桩端土层不同位置处动力触探试验发现,离桩基越近,动力触探击数越大,土体的加固效果越好。
(2)考虑渗透注浆过程中注浆压力逐渐转化为渗透力的作用,分别分析了浆液球孔、柱孔扩散条件下渗透作用对土体的影响,得到了浆液渗透力作用下土体中的应力和变形情况,结果表明：球孔、柱孔条件下渗透产生的径向应力随水灰比和土体渗透系数的减小而增大,径向变形随土体模量增大而降低。分别给出了考虑渗流作用的球状、柱状压密注浆模型,将注浆压力分为直接作用在土体上转换为有效应力的面力αp0和作为体力的渗流力(1-α)p0,分别考虑了两部分对土体的作用,结果表明在离孔较近的主要加固区土体中的径向应力和径向位移随着α值的减小而减小。利用传统孔扩张压密注浆理论得到结果偏不安全。
(3)在分析水泥浆液特性的基础上,采用浆液泌水分界水灰比将浆液压滤过程分为自由排水阶段和非自由排水阶段,在自由排水阶段根据体积守恒得到浆液自由排水模型,在非自由排水阶段借鉴固结排水理论,考虑浆土界面排水连续性,推导了浆液压滤固结模型,通过对影响浆液非自由排水阶段参数的分析表明,在非自由阶段,浆体内的超孔隙水压力随着时间不断的消散,浆体脱水能力也逐渐降低,压滤系数越大,浆土界面排水能力越好,浆体内的超孔压消散越迅速。进行了室内单向压滤试验,对试验结果进行反分析得到了不同注浆压力和不同水灰比时压滤系数的取值范围。
(4)分析了桩端注浆预压作用对桩基端阻力、侧阻力的重要影响,考虑浆液上返对桩侧阻力的加固作用,分析了浆液上返的条件,给出了考虑成层地层中浆液上返的计算方法,并通过工程实例说明了该方法的可行性；在分析不同注浆方式加固机理的基础上,结合现有的桩侧阻力、桩端阻力经验公式,分别给出了后注浆桩侧阻力和端阻力的分析方法。并通过现场试验对后注浆的加固作用进行了分析,结果表明浆液对砂性土的挤密效果较好；距离桩基越近,对土体的加密效果越好。
(5)给出了两种计算后注浆桩沉降的方法,在荷载传递法的基础上,采用双曲线的荷载传递函数,推导了后注浆桩桩身荷载沉降关系曲线；通过对后注浆桩承载力提高量的统计分析得出了在不同桩顶位移条件下承载力提高系数的分布情况,并通过正态分布函数进行了拟合,给出了一种基于沉降控制标准的后注浆承载力预测方法。最后通过工程实例证明了本文给出的两种方法的合理性。
Pressure grouting below the pile tip after its construction has been an effective method to improve the bearing capacity and decreas the settlement of the pile. It has become a routine construction process in many parts of the world. Based on the analysis of soil groutability, the different grout-soil interaction modes are analyzed. A series of problems, including permeation, filtration, compaction and dehydration of grout, for sufficiently gourtable, unsufficiently groutable and nongroutable soil are investigated, respectively. On this basis, the influences of pressure grouting on the behavior of the pile are analyzed. The main work and conclusions are summarized as follows:
(1) The influences of soil groutability on the grout-soil interaction are examed and the effects of filtration on the grout dispersion are studied. A linear filtration law is introduced into the mass balance relationship of the water, cement and soil to develop a cement grout dispersion model in spherical coordinates with account for filtration. The variations of grout concentration, soil porosity and pressure gradient during injection are obtained. The analysis results show that: The cement particles are filtered by the solid skeleton and the porosity of the soil reduce gradually during the injection process, resulting in the increase of pressure gradient. The closer it gets to the grouting hole, the more obvious filtration is achieved. The cement mass filtered by the soil increases with the increasing of filtration coefficient, injection rate, initial radius and injection duration while it decreases with increase in water-cement ratio of the grout. Moreover, the results of dynamic penetration test after post grouting show that great effectiveness has been achieved for the soil close to the pile.
(2) The effects of seepage pressure on the soil under spherical and cylindrical condition are investigated, respectively. The strss and deformation of the soil under the seepage pressure during injection are obtained. The analysis results show that:the radial stress in the soil increases with decreasing water-cement ratio and permeability coefficient. The deformation of the soil decreases with the increase in soil modulus. Spherical and cylindrical compaction grouting model with account for seepage are presented respectively. The grouting pressure p0can be divided into two fractions αp0, used in expanding the borehole, and (1-α)p0, used in inducing seepage flow. The changes in stess during injection are obtained by considering the overall fractions of grouting pressure. The results show that the radial stress and displacement decreases with decreasing a for the main reinforcement region. The traditional cavity expansion theories give less conservative results.
(3) The dehydration process of the grout can be divided into two stages:unrestricted dehydration and restricted dehydration according to the critical bleeding water-cement ratio. The dehydration model for the unrestricted stage is obtained based on the conservation of the cement. For the restricted stage, a spherical consolidation model considering the flow velocity continuity at the grout-soil interface is derived. Parametric studies show that the excess pore pressure in the filter cake dissipates with time and the dehydration efficiency reduces gradually. For the filter cake, an increasing dehydration coefficient corresponds to a better drainage capacity. In addition, laboratory dehydration tests are conducted to obtain the ranges of the dehydration coefficient for different grouting pressure and water-cement ratio.
(4) The influences of preloading effect during grout injection on the side friction and tip resistance of the grouted pile are studied. The conditions for grout penetration upward along the sides of the pile are analyzed. A calculation method for penetration height of grout is proposed and a case history is presented to demonstrate validity of the method. The mechanism whereby base grouting affects the end bearing and side friction is illustrated. Combining the existing empirical equation, the analytical methods for end beraing and side friction of grouted piles are presented. Moreover, the results of standard penetration tests after post grouting show that good treatment results can be obtained for the sandy soil. Great effectiveness has been achieved for the soil close to the pile.
(5) Two calculation methods for the settlement of grouted pile are presented. An iteration method based on the hyperbolic load transfer function is developed to determine the load settlement relationship of the grouted pile. Statistical analysis is conducted to give the distribution of the capacity improvement factor at different displacements for the grouted pile rested on gravel. The distribution curves are approximated by normal distribution function fitted to the statistical data and a method of predicting the bearing capacity of the grouted pile based on settlement criterion is presented. Case histories are cited to indicate the validity of the presented methods.
引文
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