珠海软土固结性质的宏微观试验及机理分析
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摘要
软土是工程建设中常见的天然材料，其物理力学性质非常复杂，具有高含水量、大孔隙比、高压缩性、低强度、且渗透性差、结构性显著等特点，广泛分布于沿海、河流中下游及湖泊的三角洲地区。在软土中具有代表性的有淤泥和淤泥质土，主要是由极细的粘土颗粒、有机物、氧化物等固相物质和水组成。珠海软土表现出典型的软土性质，其地基土呈现出低承载力、大沉降量、沉降稳定所需时间长等，这将会直接影响工程造价、进度以及安全性。大量的研究与实践证明，软土特定的历史环境会影响其工程性质的形成，而且软土的工程性质不仅与其矿物成分，颗粒大小、深度、外荷载状态及排水条件有关外，还与其微观颗粒及孔隙特征、颗粒的连结方式及组成排列、颗粒之间的胶结方式等微观结构形态特征有关。目前阶段而言，大量学者都主要从宏观层面对软土的工程特性进行研究，而这从根本上解释不了软土表现不良工程特性的本质规律。本文通过宏观与微观试验，系统的介绍了研究珠海软土工程性质的手段方法，分别从宏观及微观的角度分析了珠海软土固结等工程特性及其固结过程变化的微观机制。
本文主要开展的研究工作以及理论成果如下：
（1）通过珠海原状软土不同深度的室内基本物理力学性质试验，得出珠海软土颗粒土以细粒土为主，粘土矿物含量大。珠海软土中颗粒以粘粒和粉粒等细粒土为主，且矿物成分中，粘土矿物以高岭石为主，其次为伊利石，蒙脱石含量较少。比表面积较大，液塑限与其比表面积呈正相关关系；粘土矿物比表面积值及吸附性能强于非粘土矿物，结合水量高；比表面积与渗透系数呈现一定负相关性，表现出比表面积越大，渗透性越低的特征。
（2）通过珠海软土的常规固结试验及回弹试验的成果数据，可以得出珠海软深厚土层属于欠固结土。软土的固结特征与先期固结压力相关，当固结压力超过先期固结压力时，土体的固结速率呈现增长趋势。水平向固结系数在固结的初始阶段与竖向固结有较大区别，随着土样深度的增加，最终的固结系数稳定值呈现减小趋势。珠海相软土的结构性较强，当固结压力超过上覆土体荷载时，土体处于回弹初始阶段，回弹曲线特征较为平缓；当固结压力卸载到小于上覆土体荷载时，土样处于快速回弹阶段，回弹曲线特征较陡，孔隙比增长迅速。
（3）运用环境扫描电子显微镜技术对珠海原状不同深度及不同切面方向的软土以及固结后的土样进行观测分析，得出珠海天然软土的微观结构主要有蜂窝状结构、海绵状结构及凝块状结构三种类型。土颗粒呈曲片絮凝状叠聚体，微孔隙分布较多，深部比浅部土样的微观颗粒小，密实度大，且絮凝结构明显，微孔隙分布多，定向概率熵较大。固结过程中大量的大孔隙被压缩成小孔隙，土体变得更加密实，颗粒也无明显定向性，颗粒单元体呈现出由原来边-面、边-边组合转化为面-面组合为主，无明显曲片状结构，颗粒凝聚成团，且相互之间接触紧密。在荷载增加的过程中，孔隙中的水分减少，结合水膜变薄，颗粒凝聚成团状形式。大孔隙面积和数量减少，小孔隙数量增多，等效孔径相应减小，孔隙由粒间孔隙向团聚单元体内部孔隙转变。固结过程中垂直方向比水平方向的微观性质变化明显，长轴容易被切割破坏成小颗粒，土样的微观结构单元体特性主要在受压方向发生相应的变化。
（4）通过压汞试验，研究珠海软土的渗透作用对其微观孔隙尺度分布的变化影响，及固结过程当中土样的微观孔隙变化规律进行分析。珠海原状软土的微观孔隙都主要分布400nm-2500nm及30nm-400nm。渗透后土样的微观孔隙有所增大，渗透力的作用带走了部分颗粒，且孔隙集中分布孔径大于原状样的峰值孔径值，同时软土的孔隙面积有所减小，且对微观孔隙尺度的分布有均化的作用。在固结过程中土体较大的孔隙逐渐转变为较小孔隙。软土试样在固结压力100kPa200kPa，孔隙比及平均孔径仍在减小，但速度减缓。
（5）针对单向固结的普遍方程和太沙基单向固结理论，通过微观参量比表面积S、等效孔径D、颗粒的定向概率熵H m、颗粒的分形维数D p与土的固结系数的相应关系，给出了考虑微观因素修正的固结系数方程，并通过微观参量的范围取值，给出了相应微观参量的影响因子α、β、ζ、η数值。并通过实际的工程，真空联合堆载预压对珠海金湾软土的现场取样图片、十字板剪切数据、及实际固结沉降量等结果的分析，验证其分析值与室内的宏观与微观试验测试分析的数据及理论的正确性及可靠性。
Soft soil is a common natural material, which is widely distributed on the surface of theearth. Its physical and mechanical properties are very complex, with high water content, highpore ratio, high compression, low strength, poor permeability and visible structure. Silt andmuddy soil are mainly composed by much fine clay particles, organic matter, oxides and solidphase material and water. Soft soil in Zhuhai is of the typical nature of the soft soil. The soilused on foundation, shows low bearing capacity, large amount of the settlement, the longertime required to stabilize. It also has a direct impact on the progress, cost and safety of theproject. The formation of soft soil engineering properties is closely related to their specifichistorical circumstances. Lots of research and practice have proved that the engineeringproperties of soft soil are related to not only the material composition, particle size, drainageconditions, depth and external loads state, but also its microscopic pores, the particlecharacteristics, the composition an arrangement of the particles and microscopic structures.For a long time the researchers studied the engineering properties of soft soil mainly from themacro level. The fundamental mechanisms and natural rule of the adverse engineeringcharacteristics cannot be explained and illustrated. Through the macro and micro perspective,this article introduced the method of studying the engineering properties of soft soil fromZhuhai and analyzed the microscopic mechanism of the engineering properties of soft soilfrom Zhuhai through a comprehensive macro-and micro-angle.
The mainly research work and theoretical achievements are obtained as follows.
(1) Through basic physical and mechanical properties tests of Zhuhai undisturbed softsoil with different depth in lab, it is concluded that Zhuhai soft soil particles are given priorityto fine grained soil, with high content clay mineral. Zhuhai soft soil particle is mainly of finegrained soil with clay and silt. For mineral composition, kaolinite takes the most percentageof clay mineral, followed by illite and montmorillonite. The specific surface area of Zhuhaisoft soil is large. The liquid and plastic limit show positive correlation with the specificsurface area. The specific surface area and adsorption property of clay mineral is better thannon-clay mineral, with high combined water. Specific surface area and permeabilitycoefficient present certain negative correlation. It shows that the larger specific surface area is, the lower the permeability characteristics.
(2) From the conventional consolidation test and rebound test data of Zhuhai soft soil, itcan conclude that Zhuhai soft soil belong to owe consolidation soil. The consolidationcharacteristics are related to pre-consolidation pressure. When consolidation pressure waslarger than pre-consolidation pressure, the consolidation rate presented growth trend. Thehorizontal consolidation coefficient has big difference from vertical consolidation in the initialstages. As the depth increased, the final consolidation coefficient stable value presenteddecrease trend. The constitutive property of Zhuhai soft soil is strong. When consolidationpressure was greater than the overlying soil pressure, the soil was at the rebound initial stage,and the resilience curve characteristics showed relatively gentle. When consolidation pressuredischarged to less than the overlying soil pressure, soil samples were at rapid rebound stage,and the resilience curve turned steep, with rapid growth void ratio.
(3) Using environmental scanning electron microscope technology to analyze Zhuhaiundisturbed and consolidated soil samples, from different depth and section direction, it isconcluded that Zhuhai natural soft soil microstructure is mainly of honeycomb structure,spongy structure and clotted structure. Soil particle is curved piece flocculence fold polymers,with large micro pore distribution. The deep microscopic particles are smaller than shallow,with high compactness and clear flocculation structure. The micro pore distribution andorientation probability entropy is large. In the process of consolidation, many big pores werepressed into small pore, the soil turn compactness. The soil particles showed no apparentdirectional property. The particle elements changed from side-surface, surface-surface toedge-edge combination, with no obvious curve sheet structure. The particle conglomerated,and closely contacted with each other. As the loading increased, the pore water reduced, andbound water membrane thinned, turned to conglomerate shape form. The big pore area andquantity reduced, small pore increasing, equivalent pore diameter decreased, and then the porechanged from inter-granular to internal. In the process of consolidation, microscopiccharacteristic of vertical direction changed more obviously than horizontal direction. The longshaft was easy to be cut into small grain. So the microscopic structure element characteristicwas mainly at the pressure direction.
(4) Through the mercury injection test, it is researched that the influence of infiltration effect on microscopic pore size distribution for Zhuhai soft soil, besides the microscopic porechange rule through consolidation process. The microscopic pore of Zhuhai undisturbed softsoil mainly distributed at400nm-2500nm and30nm-400nm. The microscopic poreshowed kind of increase after penetration. The reason is that the effect of seepage force takesaway part of particle, and the concentration pore diameter is greater than undisturbed peakaperture value. At the same time, soft soil pore area reduced, and the micro pore scaledistribution showed homogenization effect. In the consolidation process, the larger poregradually changed into smaller pore of soft soil samples. As consolidation pressure increased,at the stage of consolidation pressure between100kPa and200kPa, void ratio rapidlydecreased and the average aperture also decreased rapidly. When consolidation pressureturned to more than200kPa, the pore ratio and average aperture still kept reduced, but slowdown.
(5) According to the consolidation mechanisms of unidirectional universal equation andTerzaghi unidirectional consolidation theory, the corresponding relation between microscopicparameters and consolidation coefficient was analyzed, such as specific surface area,equivalent aperture, grain orientation probability entropy, and granular fractal dimension. Theconsolidation coefficient equation was given, which considered micro factors correction.Through the microscopic parameter range value, the corresponding microscopic parametersinfluencing factor value was also obtained. Through the practical engineering of vacuum jointpreloading on Zhuhai Jinwan soft soil, the analysis of the sampling image, vane shear dataand actual consolidation settlement, verified the accuracy and reliability of the analysis value,data and theory by indoor macro and micro tests.
本文主要开展的研究工作以及理论成果如下：
（1）通过珠海原状软土不同深度的室内基本物理力学性质试验，得出珠海软土颗粒土以细粒土为主，粘土矿物含量大。珠海软土中颗粒以粘粒和粉粒等细粒土为主，且矿物成分中，粘土矿物以高岭石为主，其次为伊利石，蒙脱石含量较少。比表面积较大，液塑限与其比表面积呈正相关关系；粘土矿物比表面积值及吸附性能强于非粘土矿物，结合水量高；比表面积与渗透系数呈现一定负相关性，表现出比表面积越大，渗透性越低的特征。
（2）通过珠海软土的常规固结试验及回弹试验的成果数据，可以得出珠海软深厚土层属于欠固结土。软土的固结特征与先期固结压力相关，当固结压力超过先期固结压力时，土体的固结速率呈现增长趋势。水平向固结系数在固结的初始阶段与竖向固结有较大区别，随着土样深度的增加，最终的固结系数稳定值呈现减小趋势。珠海相软土的结构性较强，当固结压力超过上覆土体荷载时，土体处于回弹初始阶段，回弹曲线特征较为平缓；当固结压力卸载到小于上覆土体荷载时，土样处于快速回弹阶段，回弹曲线特征较陡，孔隙比增长迅速。
（3）运用环境扫描电子显微镜技术对珠海原状不同深度及不同切面方向的软土以及固结后的土样进行观测分析，得出珠海天然软土的微观结构主要有蜂窝状结构、海绵状结构及凝块状结构三种类型。土颗粒呈曲片絮凝状叠聚体，微孔隙分布较多，深部比浅部土样的微观颗粒小，密实度大，且絮凝结构明显，微孔隙分布多，定向概率熵较大。固结过程中大量的大孔隙被压缩成小孔隙，土体变得更加密实，颗粒也无明显定向性，颗粒单元体呈现出由原来边-面、边-边组合转化为面-面组合为主，无明显曲片状结构，颗粒凝聚成团，且相互之间接触紧密。在荷载增加的过程中，孔隙中的水分减少，结合水膜变薄，颗粒凝聚成团状形式。大孔隙面积和数量减少，小孔隙数量增多，等效孔径相应减小，孔隙由粒间孔隙向团聚单元体内部孔隙转变。固结过程中垂直方向比水平方向的微观性质变化明显，长轴容易被切割破坏成小颗粒，土样的微观结构单元体特性主要在受压方向发生相应的变化。
（4）通过压汞试验，研究珠海软土的渗透作用对其微观孔隙尺度分布的变化影响，及固结过程当中土样的微观孔隙变化规律进行分析。珠海原状软土的微观孔隙都主要分布400nm-2500nm及30nm-400nm。渗透后土样的微观孔隙有所增大，渗透力的作用带走了部分颗粒，且孔隙集中分布孔径大于原状样的峰值孔径值，同时软土的孔隙面积有所减小，且对微观孔隙尺度的分布有均化的作用。在固结过程中土体较大的孔隙逐渐转变为较小孔隙。软土试样在固结压力100kPa
（5）针对单向固结的普遍方程和太沙基单向固结理论，通过微观参量比表面积S、等效孔径D、颗粒的定向概率熵H m、颗粒的分形维数D p与土的固结系数的相应关系，给出了考虑微观因素修正的固结系数方程，并通过微观参量的范围取值，给出了相应微观参量的影响因子α、β、ζ、η数值。并通过实际的工程，真空联合堆载预压对珠海金湾软土的现场取样图片、十字板剪切数据、及实际固结沉降量等结果的分析，验证其分析值与室内的宏观与微观试验测试分析的数据及理论的正确性及可靠性。
Soft soil is a common natural material, which is widely distributed on the surface of theearth. Its physical and mechanical properties are very complex, with high water content, highpore ratio, high compression, low strength, poor permeability and visible structure. Silt andmuddy soil are mainly composed by much fine clay particles, organic matter, oxides and solidphase material and water. Soft soil in Zhuhai is of the typical nature of the soft soil. The soilused on foundation, shows low bearing capacity, large amount of the settlement, the longertime required to stabilize. It also has a direct impact on the progress, cost and safety of theproject. The formation of soft soil engineering properties is closely related to their specifichistorical circumstances. Lots of research and practice have proved that the engineeringproperties of soft soil are related to not only the material composition, particle size, drainageconditions, depth and external loads state, but also its microscopic pores, the particlecharacteristics, the composition an arrangement of the particles and microscopic structures.For a long time the researchers studied the engineering properties of soft soil mainly from themacro level. The fundamental mechanisms and natural rule of the adverse engineeringcharacteristics cannot be explained and illustrated. Through the macro and micro perspective,this article introduced the method of studying the engineering properties of soft soil fromZhuhai and analyzed the microscopic mechanism of the engineering properties of soft soilfrom Zhuhai through a comprehensive macro-and micro-angle.
The mainly research work and theoretical achievements are obtained as follows.
(1) Through basic physical and mechanical properties tests of Zhuhai undisturbed softsoil with different depth in lab, it is concluded that Zhuhai soft soil particles are given priorityto fine grained soil, with high content clay mineral. Zhuhai soft soil particle is mainly of finegrained soil with clay and silt. For mineral composition, kaolinite takes the most percentageof clay mineral, followed by illite and montmorillonite. The specific surface area of Zhuhaisoft soil is large. The liquid and plastic limit show positive correlation with the specificsurface area. The specific surface area and adsorption property of clay mineral is better thannon-clay mineral, with high combined water. Specific surface area and permeabilitycoefficient present certain negative correlation. It shows that the larger specific surface area is, the lower the permeability characteristics.
(2) From the conventional consolidation test and rebound test data of Zhuhai soft soil, itcan conclude that Zhuhai soft soil belong to owe consolidation soil. The consolidationcharacteristics are related to pre-consolidation pressure. When consolidation pressure waslarger than pre-consolidation pressure, the consolidation rate presented growth trend. Thehorizontal consolidation coefficient has big difference from vertical consolidation in the initialstages. As the depth increased, the final consolidation coefficient stable value presenteddecrease trend. The constitutive property of Zhuhai soft soil is strong. When consolidationpressure was greater than the overlying soil pressure, the soil was at the rebound initial stage,and the resilience curve characteristics showed relatively gentle. When consolidation pressuredischarged to less than the overlying soil pressure, soil samples were at rapid rebound stage,and the resilience curve turned steep, with rapid growth void ratio.
(3) Using environmental scanning electron microscope technology to analyze Zhuhaiundisturbed and consolidated soil samples, from different depth and section direction, it isconcluded that Zhuhai natural soft soil microstructure is mainly of honeycomb structure,spongy structure and clotted structure. Soil particle is curved piece flocculence fold polymers,with large micro pore distribution. The deep microscopic particles are smaller than shallow,with high compactness and clear flocculation structure. The micro pore distribution andorientation probability entropy is large. In the process of consolidation, many big pores werepressed into small pore, the soil turn compactness. The soil particles showed no apparentdirectional property. The particle elements changed from side-surface, surface-surface toedge-edge combination, with no obvious curve sheet structure. The particle conglomerated,and closely contacted with each other. As the loading increased, the pore water reduced, andbound water membrane thinned, turned to conglomerate shape form. The big pore area andquantity reduced, small pore increasing, equivalent pore diameter decreased, and then the porechanged from inter-granular to internal. In the process of consolidation, microscopiccharacteristic of vertical direction changed more obviously than horizontal direction. The longshaft was easy to be cut into small grain. So the microscopic structure element characteristicwas mainly at the pressure direction.
(4) Through the mercury injection test, it is researched that the influence of infiltration effect on microscopic pore size distribution for Zhuhai soft soil, besides the microscopic porechange rule through consolidation process. The microscopic pore of Zhuhai undisturbed softsoil mainly distributed at400nm-2500nm and30nm-400nm. The microscopic poreshowed kind of increase after penetration. The reason is that the effect of seepage force takesaway part of particle, and the concentration pore diameter is greater than undisturbed peakaperture value. At the same time, soft soil pore area reduced, and the micro pore scaledistribution showed homogenization effect. In the consolidation process, the larger poregradually changed into smaller pore of soft soil samples. As consolidation pressure increased,at the stage of consolidation pressure between100kPa and200kPa, void ratio rapidlydecreased and the average aperture also decreased rapidly. When consolidation pressureturned to more than200kPa, the pore ratio and average aperture still kept reduced, but slowdown.
(5) According to the consolidation mechanisms of unidirectional universal equation andTerzaghi unidirectional consolidation theory, the corresponding relation between microscopicparameters and consolidation coefficient was analyzed, such as specific surface area,equivalent aperture, grain orientation probability entropy, and granular fractal dimension. Theconsolidation coefficient equation was given, which considered micro factors correction.Through the microscopic parameter range value, the corresponding microscopic parametersinfluencing factor value was also obtained. Through the practical engineering of vacuum jointpreloading on Zhuhai Jinwan soft soil, the analysis of the sampling image, vane shear dataand actual consolidation settlement, verified the accuracy and reliability of the analysis value,data and theory by indoor macro and micro tests.
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