黏性土次固结行为的盐分和矿物效应研究

我国江苏北部连云港地区海相软土蒙脱石族矿物含量相对较高,且在海陆交互环境中沉积形成,沉积过程中具有孔隙水盐分较高的特点,但在后沉积过程中由于地表和地下淡水入侵,会使孔隙水盐分发生变化,而相应的次固结行为的变化规律尚不明晰,因此需要深入了解矿物成分、孔隙水盐分在软黏土次固结行为中的作用机制。由于天然软黏土的矿物成分、孔隙水成分差异较大,试验材料采用矿物成分均一的商用高岭土与膨润土组成的人工黏土作为研究对象,配制不同浓度的Na Cl溶液作为孔隙水,模拟孔隙水盐分变化。通过常规固结试验,发现对于含蒙脱石矿物的人工黏土,压缩指数Cc随着盐分浓度的增加而减小,主固结完成时间随盐分的增加而提前,且同一应力水平下和孔隙比下,次固结系数随着盐分的增加而减小。在同样的上部荷载下,次固结系数与压缩指数的比值Cα/Cc不再保持为经验常数,而是随着孔隙水盐分的增加而偏离经验值,主要原因为盐分对水膜蠕变的影响。但是,对于主要由高岭石矿物构成的人工黏土,孔隙水盐分浓度则未对其次固结参数产生明显的影响。因此,如果场地的黏性土蒙脱石含量较高且孔隙水含盐量较高,则需要考虑孔隙水盐分的变迁对地基长期变形的影响。

高硅超细铁精矿熔剂性球团矿固结行为及还原特性

高炉高比例球团矿冶炼技术是减轻炼铁系统碳排放和环保压力的重要方案。将高硅超细铁精矿资源作为球团矿生产原料,有助于拓宽中国国内铁矿资源来源,加大中国国内贫矿应用力度。系统地探讨了碱度对高硅超细铁精矿球团矿固结行为和还原特性的影响。通过热力学计算、矿相分析、扫描电镜-能谱分析等方法对其固结行为和还原特性进行了研究。研究结果表明,随着碱度的增加,高硅超细铁精矿球团矿抗压强度先增加后降低,孔隙率先降低后增加,碱度为0.06~0.73时,球团矿的抗压强度均大于4000 N/个,碱度为0.24时的球团矿抗压强度最高,孔隙率也最低。碱度的增加会降低高硅超细铁精矿球团矿中的二氧化硅相含量,促进铁酸钙相和硅酸盐相的生成。在碱度为1.20、温度为1300℃条件下,球团矿中液相比例可达24.38%。碱度大于0.73时,球团矿中的液相量在大于1250℃后会迅速增加。随着碱度的增加,高硅超细铁精矿球团矿渣相和硅酸盐相中的钙元素含量会逐渐增加,此外,碱度越高,赤铁矿晶粒越容易呈现多边形结构且晶粒间填充的渣相量越多。随着碱度增加,高硅超细铁精矿球团矿还原度和还原膨胀率先降低后增加,球团矿抗还原粉化性能减弱。碱度大于0.24后,球团矿内部孔隙率和铁酸钙相含量的增加使得还原气体能更容易扩散至球团矿内部并促进还原反应的进行,可以有效提高球团矿的还原度,碱度为1.20时的球团矿还原度比碱度为0.06时提高了34.9%。

周期温度边界条件下一维融化固结特性研究

在周期温度边界条件下,冻土呈现出与常温边界不同的融化固结特性.基于融化固结理论提出了一种适用于周期温度边界条件下融化固结计算的数值模拟方法,并通过试验验证了该方法的有效性.通过对比分析试验及数值结果表明,提出的数值方法能够很好地描述周期温度边界条件下冻土的融化固结特性.同时,融化深度和变形均随时间呈现出阶梯型的变化趋势.这是周期温度边界下土体融化固结行为最显著的特点.随着冻融次数的增加,融化深度和变形均趋近于常温边界条件下的结果,这表明若干个冻融循环后周期温度边界对融化固结行为的影响将逐渐消失.

Discrete numerical modeling of granular materials considering crushability

The aim of this study is to numerically investigate the influence of particle breakage on the mechanical behavior of granular materials using a discrete element method(DEM). To enable particle crushing, non-crushable elementary particles are boned together to represents the granular aggregates which can be crushed when the external force exceeds its strength. The flaw of the aggregate was also modeled by randomly distributed void. Single particle crushing tests were carried out to determine the distribution of particle strength. The results of single particle crushing tests illustrate that the simulated single particle fracture strength and pattern agree well with the Weibull's distribution equation.Conventional oedometer tests, drained monotonic and cyclic triaxial tests were also carried out to investigate the crushing of the aggregates and the associated mechanical behaviors. The effect of confining pressure on the crushing of aggregates and the mechanical behavior was also analyzed. It was found that the peak stress and dilation decrease significantly when particle crushing was considered.The deformation behavior of the specimen is essentially controlled by two factors: particle rearrangement-induced dilation and particle crushing-induced contraction. The increase of permanent strain and the reduction of dilation were observed during cyclic loading and they tend to reach a stable state after a certain number of cycles. The crushing of aggregate is most significant in the first two cycles. The results also indicated that for the same axial strain the volumetric strain and the bound breakage in the cyclic loading tests are significantly larger than that in the monotonic loading tests,especially at high cyclic stress ratio.

Low secondary compressibility and shear strength of Shanghai Clay

In order to investigate the compressibility, particularly the secondary compression behaviour, soil structure and undrained shear strength of Shanghai Clay, a series of one-dimensional consolidation tests （some up to 70 d） and undrained triaxial tests on high-quality intact and reconstituted soil specimens were carried out. Shanghai Clay is a lightly overconsolidated soil （OCR=1.2-1.3） with true cohesion or bonding. Due to the influence of soil structures, the secondary compression index Ca varies significantly with consolidation stress and the maximum value of C~ occurs in the vicinity of preconsolidation stress. Measured coefficients of secondary compression generally fall in the range of 0.2%-0.8% based on which Shanghai Clay can be classified as a soil with low to medium secondary compressibility. The effect of soil structures on the compressibility of Shanghai Clay is found to reduce with an increase in depth. Soil structure has an important influence on initial soil stiffness, but does not appear to affect undrained shear strength significantly. Undrained shear strengths of intact Shanghai Clay from compression tests are approximately 20% higher than those from extension tests.

Analysis of nonlinear settlement for an unsaturated soil under stage continuous loading

A new approach was proposed to describe settlement behavior of an unsaturated soil with subgrade filling for high-speed railway. Firstly, based on Terzaghi consolidation theory, equations considering the variation coefficient of consolidation with void ratio and saturation for consolidation of an unsaturated soil under stage continuous loading were derived, and according to analytical solutions of equations, a formula for settlement computation under stage continuous loading was obtained. Then, combined with the width-to-height ratio of subgrade to compute ground reaction, and by means of in-situ plate loading curves, a correctional approach was presented for the analysis of nonlinear settlement of foundation. Also, the comparison between calculated and measured loadsettlement behavior for an unsaturated soil in Qingdao-Ji'nan high-speed railway was given to demonstrate the effectiveness and accuracy of the proposed approach. It can be noted that the presented solution can be used to predict the settlement of an unsaturated soil foundation under stage continuous loading in engineering design.

Some Aspects of the Behavior for Orthotropic Thin Plates with Clamped Edges

In most structural applications, composite structures can be idealized as beams, plates or shells. The analysis is reduced from three-dimensional elasticity problem to a one-dimensional, or two-dimensional problem, based on certain simplifying assumptions that can be made because the structure is thin. In this article is presented the mathematical model properly thin orthotropic plates, based on simplifying assumptions Love- Kirchhoff and small deformations. Proposed analytical solutions are considered both for solving equation orthotropic rectangular plates and for modal analysis, in the case of plates with clamped edges. The purposed solutions were analysed considering a FEM solution for comparison and the experimental test results.

饱和黏土一维非线性固结与热传导耦合模型

为研究饱和黏土一维非线性固结与热传导耦合问题,在考虑温度变化对黏土物理力学性质影响基础上,推导得到非线性固结和热传导的控制方程,并建立相应耦合模型,该模型可考虑非线性固结过程与热传导过程的相互作用。随后,采用有限差分法对所建耦合模型进行求解,并通过与COMSOL软件和其他解析解计算结果对比,有效验证了模型的合理性。基于所建耦合模型,利用某一算例分析温度增量ΔT、先期固结压力pcR和线性加荷时间ta对固结行为影响。结果发现,温度变化会对非线性固结过程产生多方面影响,ΔT的增大整体上加快了超孔压的消散速率,也增大了沉降速率和最终沉降量;饱和黏土中超孔压的消散速率会随pcR的增大而加快,但沉降量会随pcR的增大而减小;ta的增大会降低饱和黏土中产生的最大超孔压值,也会减慢固结速率。此外,在固结过程中,以沉降定义的固结度Us小于以孔压定义的固结度Up。

A coupled strain softening and hardening model for completely weathered granite in a fault zone

his study focused on exploring the specificity of mechanical behavior for completely weathered granite,as a special soil,by consolidated drained triaxial tests.The influences of dry density(1.60,1.70,1.80 and 1.90 g/cm^(3)),confining pressure(100,200,400 and 600 kPa),and moisture content(13.0%,that is,natural moisture content)were investigated in the present work.A newly developed Duncan-Chang model was established based on the experimental data and Duncan-Chang model.The influence of each parameter on the type of the proposed model curve was also evaluated.The experimental results revealed that with varying dry density and confining pressure,the deviatoric stress–strain curves have diversified characteristics including strain-softening,strain-stabilization and strain-hardening.Under high confining pressure condition,specimens with different densities all showed strain-hardening characteristic.Whereas at the low confining pressure levels,specimens with higher densities gradually transform into softening characteristics.Except for individual compression shear failure,the deformation modes of the specimens all showed swelling deformation,and all the damaged specimens maintained good integrity.Through comparing the experiment results,the strain-softening or strain-hardening behavior of CWG specimens could be predicted following the proposed model with high accuracy.Additionally,the proposed model can accurately characterize the key mechanical indicators,such as tangent modulus,peak value and residual strength,which is simple to implement and depends on fewer parameters.

UH model considering temperature effects

The influences of temperature on the mechanical behavior of saturated clays are discussed first. Based on the concept of true strength and the revised calculation method of the potential failure stress ratio, the equation of the critical state stress ratio for saturated clays under different temperatures is deduced. Temperature is introduced as a variable into the UH model （3-dimensional elastoplastic model for overconsolidated clays adopting unified hardening parameter） proposed by Yao et al. and then the UH model considering temperature effects is proposed. By means of the transformed stress method proposed by Yao et al., the proposed model can be applied conveniently to 3-dimensional stress states. The strain-hardening, softening and dilatancy behavior of overconsolidated clays at a given temperature can be described using the proposed model, and the volume change behavior caused by heating can also be predicted. Compared with the modified Cam-clay model, the proposed model requires only one additional parameter to consider the behavior of the decrease of preconsolidation pressure with an increase of temperature. At room temperature, the proposed model can be changed into the original UH model and the modified Cam-clay model for overconsolidated clays and normally consolidated clays, respectively. The considered temperature range here is from the melting point to the boiling point of the pore water （e.g. the experimental temperatures （20℃-95℃） mentioned in this paper are within this range）. Comparison with existing test results shows that the model can reasonably describe the basic mechanical behavior of overconsolidated clays under various temperature paths.