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1.
滇西北小中甸盆地是上新世末期以来在青藏高原强烈隆起过程中形成的NNW向第四纪断陷湖盆地,从深切的小中甸河谷剖面可见盆地上部发育中晚更新世湖相粘土。规划建设中的滇藏铁路将从小中甸盆地穿过。野外调查发现小中甸湖相粘土厚数十米以上,粘土细腻、层理发育。室内试验表明:小中甸湖相粘土是一种高分散性、高含水量、高塑性和高孔隙性的结构性粘土,其力学性质指标表现为高粘聚性、以中低膨胀性为主。工程开挖卸荷、浅表层土体暴露在干湿交替环境中,土体收缩强度衰减,由此产生土体差异变形和粘土边坡滑塌破坏。 相似文献
2.
循环荷载下饱和软黏土的累积塑性应变试验研究 总被引：10，自引：1，他引：9
通过以交通荷载为背景的饱和重塑软黏土室内不排水动三轴试验,研究了循环荷载作用下饱和重塑软黏土的累积塑性应变发展形态,可分为3种类型：稳定型、破坏型和临界型。根据稳定型累积塑性应变发展曲线特点,提出了饱和软黏土的稳定累积塑性应变方程,并通过试验结果分析了该方程中各拟合参数与动应力幅值、固结围压和静偏应力的变化规律,同时提出了求解无静偏应力条件下软黏土临界动应力的解析方法。通过动三轴试验结果,提出了含动应力幅值、固结围压、静偏应力和循环周次等影响因素的累积塑性应变拟合模型。 相似文献
3.
围压循环变化将引起土体孔压累积,加剧土体累积塑性应变,导致地基灾变事故。为研究围压循环变化对饱和粉质黏土变形特性的影响,利用GDS双向振动三轴仪,进行部分排水时饱和粉质黏土的变围压循环三轴试验,研究不同应力路径斜率和循环动应力比时饱和粉质黏土的孔压、轴向累积塑性应变和体应变发展规律,建立部分排水条件时考虑循环围压和循环动应力耦合作用的地基粉质黏土累积应变数学模型。试验结果表明：部分排水时饱和粉质黏土孔压、轴向累积塑性应变和体应变均随循环动应力比和应力路径斜率的增大而增大;动孔压比随着振动次数的增加明显分为急剧增加、快速下降和持续平稳3个阶段;轴向累积塑性应变和体应变均随振动次数的增加而增大。当加载次数超过2 500次时,粉质黏土孔压趋于平稳,变形速率略有降低,但变形持续增加。补充试验结果表明,所建立模型与试验结果具有较高的一致性。研究结果将为交通循环荷载导致的地基灾变控制技术提供理论依据。 相似文献
4.
早白垩世,白音查干凹陷处于强裂陷伸展环境,并具有高地热异常。在此背景下,该凹陷发育一套仅限于深湖—半深湖相的、富含铁白云石、钠沸石和泥级长石（钠长石、钾长石）等特殊矿物成分的白云岩。该套湖相白云岩受北东向同沉积断裂控制,主要分布于凹陷北部陡坡带和湖盆中央断裂带的下降盘处,沿断裂呈线性展布。白云岩中的白云石多以铁白云石为主,并与钠沸石、长石、重晶石、水镁铁石等低温热液矿物共生,其结构可分为泥晶结构、微晶结构和中—细晶斑块状结构（多元矿物组合）3种。此外,白云岩的岩石组构还具有明显热水沉积特征,包括纹层状构造、热水碎屑结构、星散状构造、同生塑性变形、网脉状构造。综合以上初步分析,认为研究区湖相白云岩为深部热液参与并发生沉积作用形成的,即热水沉积白云岩。 相似文献
5.
黏土的应力路径本构模型 总被引：2，自引：0，他引：2
根据黏土应力-应变曲线的特点及其应力路径的相关特性,将作者所建立的砂土应力路径本构模型扩展用于黏土,建立了黏土的应力路径本构模型,利用变换应力方法将SMP准则用于黏土的应力路径本构模型,使模型得到了合理的三维化。黏土的应力路径模型与修正剑桥模型相比,在双向加载A区和卸载D区二者完全相同;在单向加载B区和F区,两种模型均可计算塑性应变;特别是在C区和E区,黏土的应力路径模型可计算塑性应变,而修正剑桥模型的塑性应变为0。通过与修正剑桥模型比较和对藤森黏土试验结果的预测,反映了黏土应力路径本构模型描述黏土在不同应力路径条件下应力-应变特性的优越性。 相似文献
6.
对于低路堤公路,合理地预测车辆荷载引起的地基塑性累积变形对于低路堤公路的设计有着重要的意义。从机制上讲,可将地基的塑性应变分为塑性体积应变和塑性剪切应变。其中对于塑性体积应变,提出采用不排水条件下的残余孔压模型与一维固结理论相耦合进行计算;对于塑性剪切应变,考虑了塑性体积应变引起的土体硬化,提出了修正的塑性剪切应变计算模型。然后基于所提模型,对萧山黏土的不排水与排水条件下的动三轴试验进行模拟,初步验证了所提模型的有效性。对于实际工程问题,首先运用数值的方法求得车辆荷载在地基中引起的附加应力,然后运用所提模型计算各土层的塑性应变,再结合分层总和的方法求得地基的累积塑性变形。以日本佐贺机场1号测点为例,说明了模型在工程边值问题中的有效性。 相似文献
7.
Economic Sampling and Extraction of Undisturbed,High Quality Samples in Normally Consolidated Lacustrine Clays Using a Large Diameter Tube 总被引：1，自引：1，他引：0
This paper describes the development, design and use of a large diameter sampling tube. High quality test specimens are essential
for the investigation of mechanical properties of a soil for high risk projects and when complex and expensive testing methods
are to be used. Block sampling is recommended to give the highest sample quality for clayey soils, however, extracting blocks
of normally consolidated lacustrine silty clay without excessive disturbance was challenging due to the inherent structure
of the soft varved silty clay and difficulty in maintaining Ko conditions, as well as no vertical strain, in the sample. A new sample tube, with an inner diameter of 196 mm, an area ratio
of 4% and an outer cutting-edge angle of 11° was designed to offer a larger cross sectional area than conventional thin walled
sampling tubes, to provide the necessary side support and to prevent water ingress at the sides of the sample. The length-diameter
aspect ratio was 1.275 to optimise the amount of clay sampled for subsequent testing and in an attempt to minimize the pressure
in front of the tube. Samples were taken in initially newly excavated trenches at a depth of c. 1 m with this new sampler
and with conventionally sampled soil specimens, prior to the main testing programme with samples from 6 m depth. A comparative
study was then performed including preliminary unconsolidated unconfined compression tests followed by anisotropically consolidated
undrained triaxial compression tests. It was important to establish whether this approach had led to an improvement in sample
quality prior to embarking on an extensive triaxial stress path testing programme on this varved soil (Messerklinger, Non-linearity
and small strain behaviour in lacustrine clay, 2006; Messerklinger and Springman, Geotech Test J 30(6), 2007; Messerklinger
and Springman, Geotech Geol J, 2008). The results showed that the undrained shear strength of the specimens from the new sampler
was consistently around 20% higher than that of specimens extruded from conventional thin walled tube samplers. This confirmed
that samples with a significantly higher quality could be extracted from normally consolidated, fine grained, varved lacustrine
deposits with this large diameter ‘block’ sampling tube. 相似文献
8.
9.
10.
Experiments indicate that in one-dimensionally consolidated natural clays the elastic anisotropy is much stronger than the plastic strain anisotropy. Moreover, the elastic anisotropy appears to be dependent on the pre-consolidation strain. Coupled elasto-plastic constitutive law is shown to be able to simulate these anisotropy effects of natural clay deposits. In this law the elastic potential is not only a function of stress, but additionly of the plastic strain. The plastic strain comprises the geological process of pre-consolidation idealized as an one-dimensional plastic straining as well as a mechanically induced strain due to engineering activity. Calibration of the model and simulation of some stress paths are presented and related to the classical experimental results by Mitchell (1972). 相似文献
11.
剑桥模型只适用于正常固结软黏土,不能描述不等向固结土的应力-应变行为的各向异性特性。基于剑桥模型,在其椭圆屈服面中引入各向异性张量和一个形状参数,建立了一个各向异性屈服面,提出了一个适用于等向和不等向固结软黏土的本构模型。各向异性张量的初始值由初始固结应力状态确定,其演化过程由一个与塑性剪应变和塑性体应变都有关的硬化法则描述。形状参数的引入保证了各向异性屈服面的灵活性和适应性。通过对Boston Blue黏土、高岭土和Otaniemi黏土的三轴试验结果的模拟,验证了模型的模拟能力。 相似文献
12.
主应力旋转将加速孔压和塑性应变的累积,影响土体的力学特性。为研究主应力轴循环旋转对 固结饱和粉质黏土孔压和变形的影响,利用GDS-HCA试验系统开展了不同应力路径的 固结饱和粉质黏土不排水循环三轴试验和循环扭剪试验,研究了主应力轴循环旋转对 固结饱和粉质黏土累积塑性应变、孔压等动力特性的影响。结果表明：动剪应力幅值、心形应力路径所包围的面积、循环偏应力幅值等均随循环剪应力比和循环动应力比的增大而增大。试样未发生破坏时, 固结饱和粉质黏土的孔压比随着振动荷载作用次数的增加而增大;当试样发生破坏时,孔隙压力迅速消散,孔压比急剧下降。循环扭剪试验时试件产生的轴向累积塑性应变始终大于循环三轴试验产生的累积塑性应变,说明主应力轴循环旋转会加速试件轴向应变的累积。试件的累积塑性应变随循环剪应力比和循环动应力比的增大而增大。循环动应力比越大时,主应力轴旋转造成的轴向累积塑性应变差异越显著。在Monismith幂次函数模型的基础上,建立了主应力轴循环旋转条件时K0固结饱和粉质黏土累积塑性应变方程,并对模型的可靠性进行了分析和验证。 相似文献
13.
T. Hueckel 《国际地质力学数值与分析法杂志》1997,21(1):43-72
Isothermal chemo-elasto-plasticity of clays is discussed, to describe strains induced in clay by permeation of it with a low dielectric constant organic contaminant, in the presence of stress. The strain is crucial in controlling permeability changes in chemically affected clay barriers of landfills and impoundments. The theory encompasses chemical softening or yield surface reduction, coefficient of chemical reversible expansion or contraction due to mass concentration increase, as well as chemical sensitivity of bulk plastic modulus. The experiments on chemistry and stress dependent permeability of Sarnia clay performed by Fernandez and Quigley (1985, 1991) are interpreted using this model. The numerical representations of the chemo-plastic softening function and the chemo-elastic strain function, as well as plastic bulk modulus sensitivity to concentration are evaluated for dioxane and ethanol. Specific requirements for the tests for chemo-plastic behavior of clays are discussed. © 1997 by John Wiley & Sons, Ltd. 相似文献
14.
INTRODUCTIONThe mechanical responses of soils are more com-plicated compared with metals.By comparing thephysical and mechanical properties of the metals withsoils,Lade(1988)found that there are17differentpoints between the metals and soils,which differfrom metals inthree basic mechanical characteristics:pressure sensitivity,dilatancy,and dependence ofstress path.Wang(2004)proposed a principle of theinteraction between plastic volume and shear strains,that is,there are two relatively inde… 相似文献
15.
沉积微相是影响陆相致密油气储层发育的重要控制因素,不同微相的成岩响应和储层质量不同,制约了储层精细刻画与有利区预测工作。通过岩心、薄片、测井、孔渗、扫描电镜、XRD矿物分析、微米CT和压汞资料,识别了鄂尔多斯盆地西南部延长组三角洲—湖相致密储层8种沉积微相类型,刻画了不同微相在矿物组成、成岩作用、储层物性和孔隙结构方面的差异。结果表明,不同微相储层的压实作用,溶蚀作用和自生绿泥石、伊利石的胶结作用差异明显。水下分流间湾、浅湖泥和半深湖泥储层中黏土和云母等塑性矿物组分含量高,受机械和化学压实影响更大。受大气水渗滤作用和生烃作用影响,水下分流河道,河口坝和席状砂储层中溶蚀孔较为发育。频繁的砂泥互层和湖流侵入导致滩砂体铁方解石胶结大量发育。自生绿泥石和伊利石胶结物的产状具有明显的沉积微相分带性,但不同微相储层的高岭石和硅质胶结差异不大。最后建立了致密储层孔隙连通性系数E和孔隙结构评价系数A,甄别了不同微相储层质量差异,可为储层精细刻画与分级评价提供指导。 相似文献
16.
岩土材料应力路径无关硬化参量的构成方法 总被引：2，自引：0，他引：2
在分析砂土试验结果的基础上,揭示了基本硬化内参量（塑性体积应变、塑性剪应变）变化的应力路径相关性,提出了应力路径无关硬化参量的一般表达式。并指出了塑性功硬化参量及其提出的黏土和砂土统一硬化参量均是所提一般表达式框架下的特例。还将该统一硬化参量直接和修正剑桥模型结合,并与试验结果对比,表现出描述剪胀特性的简单性和有效性。 相似文献
17.
In this paper, a simple bounding surface plasticity model is used to reproduce the yielding and stress–strain behavior of the structured soft clay found at Shanghai of China. A series of undrained triaxial tests and drained stress probe tests under isotropic and anisotropic consolidation modes were performed on undisturbed samples of Shanghai soft clay to study the yielding characteristics. The degradation of the clay structure is modeled with an internal variable that allows the size of the bounding surface to decay with accumulated plastic strain. An anisotropic tensor and rotational hardening law are introduced to reflect the initial anisotropy and the evolution of anisotropy. Combined with the isotropic hardening rule, the rotational hardening rule and the degradation law are incorporated into the bounding surface formulation with an associated flow rule. Validity of the model is verified by the undrained isotropic and anisotropic triaxial test and drained stress probe test results for Shanghai soft clay. The effects of stress anisotropy and loss of structure are well captured by the model. 相似文献
18.
内蒙古托克托湖相地层时代讨论 总被引：1，自引：1，他引：0
采用岩性描述以及OSL和ESR测年方法,研究内蒙古托克托台地郝家窑剖面和郝家窑钻孔的地层时代。研究表明,郝家窑剖面出露地层厚度47.0 m,湖相层顶部的年龄约为距今100 ka,剖面底部的年龄约为距今150 ka。郝家窑钻孔岩性大致分3段:0～12.77 m为棕黄色粉砂质黏土、黏土质粉砂,OSL年龄为距今120～40 ka,应属晚更新世马兰黄土;12.77～72.23 m为淡黄绿、灰褐色粉、细砂层和粉砂质黏土,湖相沉积层,OSL年龄约为距今400～100 ka,属上更新统—下更新统;72.23～118.45 m为棕红色粉砂质黏土层夹钙质层,属受流水影响的风成黄土,ESR年龄为距今476～990 ka,对应于中更新统离石黄土。托克托湖相层的时代与萨拉乌苏河流域经典的萨拉乌苏组(距今75～150 ka)有较大差距,似乎不宜归入萨拉乌苏组,建议暂称为托克托组。 相似文献
19.
A large strain analysis of undrained expansion of a spherical/cylindrical cavity in a soil modelled as non‐linear elastic modified Cam clay material is presented. The stress–strain response of the soil is assumed to obey non‐linear elasticity until yielding. A power‐law characteristic or a hyperbolic stress–strain curve is used to describe the gradual reduction of soil stiffness with shear strain. It is assumed that, after yielding, the elasto‐plastic behaviour of the soil can be described by the modified Cam clay model. Based on a closed‐form stress–strain response in undrained condition, a numerical solution is obtained with the aid of simple numerical integration technique. The results show that the stresses and the pore pressure in the soil around an expanded cavity are significantly affected by the non‐linear elasticity, especially if the soil is overconsolidated. The difference between large strain and small strain solutions in the elastic zone is not significant. The stresses and the pore pressure at the cavity wall can be expressed as an approximate closed‐form solution. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
20.
Depending on artificial freezing method applied in subway tunnel construction, a series of stress-controlled cyclic triaxial tests were conducted on freezing–thawing mucky clay to investigate their resilient and plastic strain behavior. In terms of practical engineering, this study focuses on three significant influencing factors which are artificial freezing temperatures, dynamic stress amplitude and loading frequency. This study demonstrates how these influence factors effect on the resilient strain or dynamic elastic modulus and accumulated plastic strain which are crucial to better understanding the strain behavior of freezing–thawing soil. The results indicate that the value of freezing temperature has slight influence on dynamic elastic modulus, but the freeze–thaw action can truly decrease the dynamic elastic modulus of soil, and soil with higher freezing temperature possesses larger accumulated axial strain. Besides, the dynamic elastic modulus decreases remarkably with the increasing of the cyclic stress amplitude, while the accumulated plastic strain behaves adversely. In addition, loading frequency has the least effect compared with other two factors, but lower frequency can generate larger accumulated plastic strain. 相似文献