压实黄土增湿变形的非饱和土力学研究
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摘要
许多工程问题与土的非饱和特性有关。往往处于非饱和状态,未来气候的变化将明显的改变土体的含水量分布,有关的工程必然面临许多与非饱和土有关的工程问题,如降雨引起的路基沉陷等。为了达到安全经济有效的预防和治理此类工程问题,对压实黄土的特性有必要进行基于非饱和土力学的进一步认识。
本研究来源于中铁二十一局集团科研开发项目,同时得到甘肃省科技支撑计划项目(No.1011FKCA093)的资助。论文主要通过室内试验手段,运用非饱和土力学的理论和方法,对压实黄土的非饱和特性进行了系统的研究,试图揭示压实黄土的增湿时的变形特性和规律,为干旱半干旱地区的压实黄土路堤工程的实践服务。主要的研究内容包括压实黄土土水特性的特征和机理、压实黄土的非饱和渗透特性试验及路堤降雨入渗规律模拟、压实黄土增湿压缩变形特性、压实黄土的非饱和变形特性、强度特性、屈服特性和水量变化特性及增湿变形模型等。
论文主要的研究内容包括以下几个方面：
(1)对土水特征曲线、非饱和渗透性、黄土湿陷及增湿变形和非饱和弹塑性模型的研究现状进行较为详细的综述和评价。目前的研究现状表明,由于非饱和土力学的复杂性,其理论的工程实用需要大量的数据积累和验证。对于压实黄土,非饱和特性方面的试验研究资料较欠缺,试验资料明显偏少,限制了非饱和土力学在国内的发展,所以大量开展试验研究并获得高质量的试验数据是一项重要的研究内容之一。
(2)室内试验研究了干密度分别为1.61、1.65、1.71、1.74 g/cm3的压实黄土试样的土水特征曲线。对于任何干密度的压实黄土土水特征曲线基本符合典型土水特征曲线的形式,具有明显的三个阶段。VG模型可以很好地描述压实黄土的土水特征曲线特性。
试验范围内,不同干密度的压实黄土土水特征曲线相交于一点。试验的结果表明,该交点的体积含水量大约为27.9%(相应的含水量为15.3%,接近最优含水量16%),吸力为55kPa。本文定义该交点为临界含水量(或临界吸力值),其其物理意义在于对于不同密度的压实黄土,总存在一相同的含水量和吸力状态,该状态与颗粒大小有关而颗粒间距无关。同时,基于此给出了黄土压实的非饱和力学机理。
(3)通过室内试验和理论模型研究了压实黄土非饱和渗透特性和机理,对压实黄土路堤的降雨入渗进行了非饱和有限元数值模拟。
非饱和渗透系数随吸力的增大而减小,在较低吸力时,非饱和渗透系数对吸力较敏感,在较大吸力时,非饱和渗透系数趋于稳定；干密度对非饱和渗透系数有明显的影响,干密度越小,同一吸力的非饱和渗透系数越大；Wind (1955)模型、Gardner (1958)模型和Brooks和Corey (1964)模型都能较好的拟合压实黄土非饱和渗透系数随吸力的变化曲线。
采用Green-Ampt垂直入渗模型计算了不同干密度压实黄土降雨入渗的积水时间、积水湿锋面深度、入渗率和累积入渗量。干密度对入渗率时间曲线影响较大,干密度越大,无论是初始入渗率还是稳定入渗率都越小；累积入渗量随干密度的增大而减小；积水时间随干密度的增大而非线性减小,积水湿锋面深度随干密度的增加线性减小
非饱和有限元数值模拟表明：一定降雨强度的降雨结束后,压实黄土路堤入渗含水率分布剖面可以划分为3个区,饱和区、传导区和湿润区。饱和区土体处于饱和状态；传导区含水率随深度的增加以较小的梯度线性减小；湿润区含水率值急剧下降到接近初始含水率值。降雨停止后水分在重力作用下继续向路堤内迁移,随着时间的增加,降雨结束时的饱和区由饱和状态转变为非饱和状态,即含水量减小,传导区和湿润区的含水量增加,湿锋面向下移动。传导区和湿润区的范围随时间的增加而增大,而传导区含水率的变化梯度增大,湿润区含水率的变化梯度减小。
(4)采用常含水量压缩试验和常压力湿化压缩试验研究了压实黄土的增湿变形特性及其规律。常含水量压缩压缩变形曲线可以分为2个阶段：压密变形阶段和稳定压缩变形阶段。在压缩变形系数、垂直压力和含水量组成的三维空间中,应力增(减)湿路径曲面总体上呈一压力和含水量从最小值到最大值的倾斜面。
随着干密度的增大,压缩变形系数增大；在较低含水量时,相邻干密度试样间的压缩变形系数相差较小,即干密度对压缩变形的影响较小,随着含水量的增加,相邻干密度试样间的压缩变形系数相差增加,即干密度对压缩变形的影响增大。
常压力湿化压缩试验表明,随着湿化含水量的增加,压缩变形系数增加,压缩量增大；在某级湿化含水量下变形稳定后,再进行非饱和增湿,土样会发生明显的增湿变形。
(5)通过饱和压实黄土的压缩-回弹-再压缩试验、同时控制吸力和净围压为常数的三轴固结排水试验、控制吸力的各向等压试验和控制净平均应力的三轴收缩试验,系统地探讨压实黄土的非饱和变形特性、强度特性、屈服特性和水量变化特性,建立了压实黄土湿化变形的简化模型。
在围压相同的条件下,压实黄土的强度和内聚力随吸力的增加而增大,内摩擦角随吸力的变化可看作是一常数,且与饱和土的有效内摩擦角相当接近。
控制吸力的各向等压试验的体变和水量变化,在低吸力范围内(小于50kPa)变化较大,而在吸力超过50kPa后变化较小；控制净平均应力的三轴收缩试验的体变和水量变化随净平均应力的增加变化较小。控制净平均应力的三轴收缩试验的体变和排水量比控制吸力的各向同性压缩试验的体变和排水量分别高大约22%和27%,反映应力路径对非饱和土的体变和排水有显著的影响。
屈服净平均应力随吸力提高而增大,这与LC屈服的概念一致。屈服吸力并不是常数,随净平均应力的增减而减小,具有非线性特征,为了简便起见及与已有数据对比,本文取其平均值作为吸力屈服条件。干密度对吸力路径下的体变和屈服有较大的影响,而对荷载路径影响不大。
压实黄土湿化变形的简化模型表明：对于该干密度试样湿化应变一般小于2%;土样吸力越大,湿化变形越大；随着围压增大,湿化变形减小。
Many engineering problems are associated with unsaturated characters of soils. In arid or semi-arid areas, where the ground water level is normally relatively deep, the compacted loess is in their unsaturated states. Future climate changes, which could potentially cause significant changes in the soil moisture regime, induce to many engineering problems, such that the settlement of compacted loess embankment due to rainfall is a problem related to unsaturated mechanical behaviour of compacted loess. In order that safe and cost-effective solutions to these engineering problems, the study on unsaturated mechenics of compacted loess is necessary.
Based on the lab tests and theory and method of unsaturated soil mechanics, the unsaturated characteristic of compacted loess is discussed, including soil-water characteristic of compacted loess and mechanism of compaction, unsaturated permeability coefficient of compacted loess, the features of compressive deformations on loading and wetting paths, and elastoplastic constitutive model.
To summarise the main contents which the current research aimed at addressing are as follows:
(1) A review is given of the characteristic and experimental metod of soil-water characteristic curve, of the theory of unsaturated seepage and unsaturated permeability coefficient, of the mechanism of collapsible deformation of loess and wetting deformation of compacted loess, of the elastoplastic critical state-based framework for describing the constitutive behavior of unsaturated soils. This review presents the nessary background for the paper. Gaps in knowledge are disscused tegother with the specific objectives of the current research.
(2) Soil water characteristic curve for compacted loess is studied by lab test, with the dry density of 1.61、1.65、1.71、1.74 g/cm3. The soil water characteristic curve for compacted loess with virous dry density is same as the typical curve shape of soil water characteristic curve, with the obvious 3 stages. The curves fit VG model nicely. All the 4 soil water characteristic curve intersect at one point. The results show that the volumetric water content of the point is 27.9% approximately, where the water content is 15.3%, almost being equal to optimization water content 16%, and the suction is 55kPa. The critical water content or critical suction is defined, and the parameter means that there exists a critical value which is independent of dry density or microstructure. Based the soil-water characteristic curve and compaction curve, mechanism of compaction is explained.
(3) Unsaturated permeability coefficient of compacted loess is studied by the test system of the hydraulic conductivity under different dry densities. The relationship between matric suction and permeability coefficient shows that the permeability coefficient decreases with suction non-linearly, and increases with dry density. It is found that dry density has more effect on the permeability coefficient in the low matrix suction than in the high matrix suction. It is indicated that from test results, the relation between permeability coefficient and matrix suction can be fitted with Wind(1955) model, Gardner(1958) model, and Brooks-Corey(1964)model under certain conditions.
Based on the Green-Ampt model, the general mechanism of rain infiltration is presented. The seeper time, the depth of wetting front, the infiltration rate, and the total infiltration displacement is calculated for various dry density compacted loess. The results show that the infiltration rate and the total infiltration displacement decrease with the increasing of dry density, and the seeper time decreases nonlinearly with the increasing of dry density, and the depth of wetting front decreases linearly with the increasing of dry density.
The FEM simulations show the transient moisture profile after raining is made up of 3 sections, saturated section, transmitting section and wetting section. The soil is saturated in the saturated section, and water content decrease linearly along the depth with the less grads in the transmitting section, and water content fall to the initial values in the wetting section. After raining the water continue to migrate in the loess. The saturated state of saturated section changes to unsaturated state, and the water content of transmitting section and wetting section increases, resulting in the wetting front moving deeper.
(4) A series of experiments including constant-water-content loading tests and wetting tests has been conducted by using oedometer apparatus to investigate the features of compressive deformations on loading and wetting paths. In constant-water-content loading tests, the compressive deformation is of 2 stages:the first stage is compression and the second is stabilized compaction deformation. In the space of compressive deformation, pressure and water content, the state surface of loading-wetting (dying) is a inclined plane with the increasing of water congtent and pressure.
The coefficient of compressive deformation increases with the increasing dry density. The dry density has less influence on the coefficient of compressive deformation at lower water content, nevertheless, the influence is obvious with the increasing of water content.
The results of wetting tests show that the elementary characteristics of moistening deformation, as of the consolidating deformation, is that it will be stable after some time. The increment of wetting deformation decreases with the advancing water content. The increment of wetting deformation increases with the advancing dry density at each wetting stage.
(5)With the same confining stress, the strength and cohesion of the compacted loess incease with the increased suction, and the internal friction angle is approximately a content, which is close to the effective angle of internal friction of the saturated samples.
Within the range of less suction(less than 50kPa), the parameter for water content change and volume strain in the isotropic compression tests controlling suction change significantly, but the change under the suction beyond 50kPa is small. The parameters for water content change and volume strain in the triaxial shrinkage test with controlled net mean stress change slightly with the increased net mean stress. The two parameters of the triaxial shrinkage test with controlled net mean stress are approximately 22% and 27% higher than the isotropic compression tests controlling suction. It means that stress paths have significant effect on the deformation and moisture change of unsaturated soil.
The yield stress increases with the increased suction, but the yield suction is not a constant, decreasing with the increased net mean stress. For contrasted with known data, the mean is considered as the the yield suction. The dry density has significant effect on the strain and yield in the suction paths, but small in the load paths.
The simple mode of the wetting deformation shows that wetting strain is less than 2%, and inceases with increased suction and decrased confining stress.
本研究来源于中铁二十一局集团科研开发项目,同时得到甘肃省科技支撑计划项目(No.1011FKCA093)的资助。论文主要通过室内试验手段,运用非饱和土力学的理论和方法,对压实黄土的非饱和特性进行了系统的研究,试图揭示压实黄土的增湿时的变形特性和规律,为干旱半干旱地区的压实黄土路堤工程的实践服务。主要的研究内容包括压实黄土土水特性的特征和机理、压实黄土的非饱和渗透特性试验及路堤降雨入渗规律模拟、压实黄土增湿压缩变形特性、压实黄土的非饱和变形特性、强度特性、屈服特性和水量变化特性及增湿变形模型等。
论文主要的研究内容包括以下几个方面：
(1)对土水特征曲线、非饱和渗透性、黄土湿陷及增湿变形和非饱和弹塑性模型的研究现状进行较为详细的综述和评价。目前的研究现状表明,由于非饱和土力学的复杂性,其理论的工程实用需要大量的数据积累和验证。对于压实黄土,非饱和特性方面的试验研究资料较欠缺,试验资料明显偏少,限制了非饱和土力学在国内的发展,所以大量开展试验研究并获得高质量的试验数据是一项重要的研究内容之一。
(2)室内试验研究了干密度分别为1.61、1.65、1.71、1.74 g/cm3的压实黄土试样的土水特征曲线。对于任何干密度的压实黄土土水特征曲线基本符合典型土水特征曲线的形式,具有明显的三个阶段。VG模型可以很好地描述压实黄土的土水特征曲线特性。
试验范围内,不同干密度的压实黄土土水特征曲线相交于一点。试验的结果表明,该交点的体积含水量大约为27.9%(相应的含水量为15.3%,接近最优含水量16%),吸力为55kPa。本文定义该交点为临界含水量(或临界吸力值),其其物理意义在于对于不同密度的压实黄土,总存在一相同的含水量和吸力状态,该状态与颗粒大小有关而颗粒间距无关。同时,基于此给出了黄土压实的非饱和力学机理。
(3)通过室内试验和理论模型研究了压实黄土非饱和渗透特性和机理,对压实黄土路堤的降雨入渗进行了非饱和有限元数值模拟。
非饱和渗透系数随吸力的增大而减小,在较低吸力时,非饱和渗透系数对吸力较敏感,在较大吸力时,非饱和渗透系数趋于稳定；干密度对非饱和渗透系数有明显的影响,干密度越小,同一吸力的非饱和渗透系数越大；Wind (1955)模型、Gardner (1958)模型和Brooks和Corey (1964)模型都能较好的拟合压实黄土非饱和渗透系数随吸力的变化曲线。
采用Green-Ampt垂直入渗模型计算了不同干密度压实黄土降雨入渗的积水时间、积水湿锋面深度、入渗率和累积入渗量。干密度对入渗率时间曲线影响较大,干密度越大,无论是初始入渗率还是稳定入渗率都越小；累积入渗量随干密度的增大而减小；积水时间随干密度的增大而非线性减小,积水湿锋面深度随干密度的增加线性减小
非饱和有限元数值模拟表明：一定降雨强度的降雨结束后,压实黄土路堤入渗含水率分布剖面可以划分为3个区,饱和区、传导区和湿润区。饱和区土体处于饱和状态；传导区含水率随深度的增加以较小的梯度线性减小；湿润区含水率值急剧下降到接近初始含水率值。降雨停止后水分在重力作用下继续向路堤内迁移,随着时间的增加,降雨结束时的饱和区由饱和状态转变为非饱和状态,即含水量减小,传导区和湿润区的含水量增加,湿锋面向下移动。传导区和湿润区的范围随时间的增加而增大,而传导区含水率的变化梯度增大,湿润区含水率的变化梯度减小。
(4)采用常含水量压缩试验和常压力湿化压缩试验研究了压实黄土的增湿变形特性及其规律。常含水量压缩压缩变形曲线可以分为2个阶段：压密变形阶段和稳定压缩变形阶段。在压缩变形系数、垂直压力和含水量组成的三维空间中,应力增(减)湿路径曲面总体上呈一压力和含水量从最小值到最大值的倾斜面。
随着干密度的增大,压缩变形系数增大；在较低含水量时,相邻干密度试样间的压缩变形系数相差较小,即干密度对压缩变形的影响较小,随着含水量的增加,相邻干密度试样间的压缩变形系数相差增加,即干密度对压缩变形的影响增大。
常压力湿化压缩试验表明,随着湿化含水量的增加,压缩变形系数增加,压缩量增大；在某级湿化含水量下变形稳定后,再进行非饱和增湿,土样会发生明显的增湿变形。
(5)通过饱和压实黄土的压缩-回弹-再压缩试验、同时控制吸力和净围压为常数的三轴固结排水试验、控制吸力的各向等压试验和控制净平均应力的三轴收缩试验,系统地探讨压实黄土的非饱和变形特性、强度特性、屈服特性和水量变化特性,建立了压实黄土湿化变形的简化模型。
在围压相同的条件下,压实黄土的强度和内聚力随吸力的增加而增大,内摩擦角随吸力的变化可看作是一常数,且与饱和土的有效内摩擦角相当接近。
控制吸力的各向等压试验的体变和水量变化,在低吸力范围内(小于50kPa)变化较大,而在吸力超过50kPa后变化较小；控制净平均应力的三轴收缩试验的体变和水量变化随净平均应力的增加变化较小。控制净平均应力的三轴收缩试验的体变和排水量比控制吸力的各向同性压缩试验的体变和排水量分别高大约22%和27%,反映应力路径对非饱和土的体变和排水有显著的影响。
屈服净平均应力随吸力提高而增大,这与LC屈服的概念一致。屈服吸力并不是常数,随净平均应力的增减而减小,具有非线性特征,为了简便起见及与已有数据对比,本文取其平均值作为吸力屈服条件。干密度对吸力路径下的体变和屈服有较大的影响,而对荷载路径影响不大。
压实黄土湿化变形的简化模型表明：对于该干密度试样湿化应变一般小于2%;土样吸力越大,湿化变形越大；随着围压增大,湿化变形减小。
Many engineering problems are associated with unsaturated characters of soils. In arid or semi-arid areas, where the ground water level is normally relatively deep, the compacted loess is in their unsaturated states. Future climate changes, which could potentially cause significant changes in the soil moisture regime, induce to many engineering problems, such that the settlement of compacted loess embankment due to rainfall is a problem related to unsaturated mechanical behaviour of compacted loess. In order that safe and cost-effective solutions to these engineering problems, the study on unsaturated mechenics of compacted loess is necessary.
Based on the lab tests and theory and method of unsaturated soil mechanics, the unsaturated characteristic of compacted loess is discussed, including soil-water characteristic of compacted loess and mechanism of compaction, unsaturated permeability coefficient of compacted loess, the features of compressive deformations on loading and wetting paths, and elastoplastic constitutive model.
To summarise the main contents which the current research aimed at addressing are as follows:
(1) A review is given of the characteristic and experimental metod of soil-water characteristic curve, of the theory of unsaturated seepage and unsaturated permeability coefficient, of the mechanism of collapsible deformation of loess and wetting deformation of compacted loess, of the elastoplastic critical state-based framework for describing the constitutive behavior of unsaturated soils. This review presents the nessary background for the paper. Gaps in knowledge are disscused tegother with the specific objectives of the current research.
(2) Soil water characteristic curve for compacted loess is studied by lab test, with the dry density of 1.61、1.65、1.71、1.74 g/cm3. The soil water characteristic curve for compacted loess with virous dry density is same as the typical curve shape of soil water characteristic curve, with the obvious 3 stages. The curves fit VG model nicely. All the 4 soil water characteristic curve intersect at one point. The results show that the volumetric water content of the point is 27.9% approximately, where the water content is 15.3%, almost being equal to optimization water content 16%, and the suction is 55kPa. The critical water content or critical suction is defined, and the parameter means that there exists a critical value which is independent of dry density or microstructure. Based the soil-water characteristic curve and compaction curve, mechanism of compaction is explained.
(3) Unsaturated permeability coefficient of compacted loess is studied by the test system of the hydraulic conductivity under different dry densities. The relationship between matric suction and permeability coefficient shows that the permeability coefficient decreases with suction non-linearly, and increases with dry density. It is found that dry density has more effect on the permeability coefficient in the low matrix suction than in the high matrix suction. It is indicated that from test results, the relation between permeability coefficient and matrix suction can be fitted with Wind(1955) model, Gardner(1958) model, and Brooks-Corey(1964)model under certain conditions.
Based on the Green-Ampt model, the general mechanism of rain infiltration is presented. The seeper time, the depth of wetting front, the infiltration rate, and the total infiltration displacement is calculated for various dry density compacted loess. The results show that the infiltration rate and the total infiltration displacement decrease with the increasing of dry density, and the seeper time decreases nonlinearly with the increasing of dry density, and the depth of wetting front decreases linearly with the increasing of dry density.
The FEM simulations show the transient moisture profile after raining is made up of 3 sections, saturated section, transmitting section and wetting section. The soil is saturated in the saturated section, and water content decrease linearly along the depth with the less grads in the transmitting section, and water content fall to the initial values in the wetting section. After raining the water continue to migrate in the loess. The saturated state of saturated section changes to unsaturated state, and the water content of transmitting section and wetting section increases, resulting in the wetting front moving deeper.
(4) A series of experiments including constant-water-content loading tests and wetting tests has been conducted by using oedometer apparatus to investigate the features of compressive deformations on loading and wetting paths. In constant-water-content loading tests, the compressive deformation is of 2 stages:the first stage is compression and the second is stabilized compaction deformation. In the space of compressive deformation, pressure and water content, the state surface of loading-wetting (dying) is a inclined plane with the increasing of water congtent and pressure.
The coefficient of compressive deformation increases with the increasing dry density. The dry density has less influence on the coefficient of compressive deformation at lower water content, nevertheless, the influence is obvious with the increasing of water content.
The results of wetting tests show that the elementary characteristics of moistening deformation, as of the consolidating deformation, is that it will be stable after some time. The increment of wetting deformation decreases with the advancing water content. The increment of wetting deformation increases with the advancing dry density at each wetting stage.
(5)With the same confining stress, the strength and cohesion of the compacted loess incease with the increased suction, and the internal friction angle is approximately a content, which is close to the effective angle of internal friction of the saturated samples.
Within the range of less suction(less than 50kPa), the parameter for water content change and volume strain in the isotropic compression tests controlling suction change significantly, but the change under the suction beyond 50kPa is small. The parameters for water content change and volume strain in the triaxial shrinkage test with controlled net mean stress change slightly with the increased net mean stress. The two parameters of the triaxial shrinkage test with controlled net mean stress are approximately 22% and 27% higher than the isotropic compression tests controlling suction. It means that stress paths have significant effect on the deformation and moisture change of unsaturated soil.
The yield stress increases with the increased suction, but the yield suction is not a constant, decreasing with the increased net mean stress. For contrasted with known data, the mean is considered as the the yield suction. The dry density has significant effect on the strain and yield in the suction paths, but small in the load paths.
The simple mode of the wetting deformation shows that wetting strain is less than 2%, and inceases with increased suction and decrased confining stress.
引文
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