粉砂地基深基坑工程土体渗透破坏机理及其影响研究

在砂土和粉土地区,渗透破坏是威胁基坑稳定性和周围环境的主要因素。基坑工程是由土、水以及围护结构组成的一个复杂系统,影响基坑工程渗透破坏的因素很多。在总结前人对土体渗透破坏与基坑工程渗透破坏模式的研究基础上,结合渗流对土体性质影响的试验成果,提出了考虑渗流、开挖卸荷以及围护结构变形共同作用的基坑工程渗透破坏分析方法,并分析了均质地基基坑工程的渗透破坏模式。将该方法运用于某粉砂地基基坑渗透破坏工程实例,通过有限元数值模拟,揭示了渗透破坏过程及其对围护结构的影响。通过对该基坑工程实例的分析认为,在进行基坑工程设计时不仅需要进行防止流砂、管涌等验算,还需考虑基坑工程整体破坏的可能性。     

河湖相软土区某深基坑开挖变形特征分析

为研究在昆明市河湖相软土地区的复杂地质条件下，基坑开挖施工过程中的变形特征，以昆明市某地铁站深基坑的工程实例为背景，结合基坑开挖施工过程中支护结构及周围土体变形监测数据，运用MIDAS/GTS NX有限元软件，建立三维模型进行全过程整体的数值模拟分析，对比数值模拟结果和监测数据。结果表明：数值模拟结果与监测数据相比，两者结果差值较小，变化趋势基本一致，验证了有限元数值模拟软件在软土地区深基坑工程中运用具有可行性；地连墙顶竖向位移和墙顶附近土体沉降受基坑坑底软土隆起的因素影响较大；各监测点变形均小于控制值；基坑周边土体沉降和地连墙体变形符合基坑开挖变形规律，验证了基坑设计支护的合理性。研究结果可为昆明河湖相软土地区基坑工程提供经验借鉴。     

软土深基坑中的角落效应

在对软土深基坑档墙与土体的变形、破坏等基坑支护失事原因分析的基础上,提出基坑角落效应的概念,指出角落效应为当前软土深基坑工程设计与施工所忽视,分析了角落效应的形成机理及其综合特性,讨论了角落效应对基坑稳定性的影响及其治理建议。     

软土基坑中的角落效应

在对软土深基坑档墙与土体的变形,破坏等基坑支护失事原因分析的基础上,提出基坑角落效应的概念,指出角落效应为当前软土基坑工程设计与施工所忽视,分析了角落效应的形成机理及其综合特性,讨论了角落效应对其抗稳定性的影响及其治理建议。在对     

填海区某深厚软土浅基坑事故分析及处理

以深圳地区某深厚软土浅基坑工程为例,介绍了该基坑支护型式、隆起事故、事故原因分析和处理措施,并与第三方监测结果作了对比分析,得出如下结论：（1）深厚软土浅基坑采用放坡形式支护时,设计应至少验算基底以下2倍基坑深度范围内的土体稳定性,并严格限制坡顶荷载,否则坑底易发生隆起破坏;（2）深厚软土浅基坑采用悬臂桩支护时,应确保支护桩穿透淤泥层,以保证足够的有效嵌固深度;（3）在深厚软土浅基坑的被动区采用搅拌桩加固,可提高被动区土体力学性能,能够有效地控制支护结构变形,同时避免坑底隆起变形。该工程经验及分析结论对类似工程具有参考意义。     

地下连续墙遇污水管时的性状分析

针对某基坑地下连续墙遇到深埋污水管导致开口、无法连续施工的情况,采用土体加固和排桩相结合的方法,使之形成土拱,达到应力转移和隔离的目的。利用有限元对应力隔离之后的土体变形及排桩内力性状进行了详细分析,认为排桩数量和加固宽度对控制土体变形起到关键作用,加固范围越大,变形越小。实测数据表明,地下连续墙开口区域的位移小于计算值,结果可为类似工程参考。     

近距离基坑间悬臂式围护结构设计浅析

本文论述了悬臂式结构围护下，近距离基坑间土体变形破坏特征，分析了这类围护结构失稳的力学机制。分析表明，这类围护结构的失稳与基坑间距过小有密切关系．     

基坑工程设计方法的比较

不恰当的设计方法是导致基坑破坏的主要原因之一。针对这种情况,提出了基坑工程模拟的方法论。基于这种方法论,比较了极限平衡与数值模拟两种方法在基坑稳定性分析时的优点及其局限性,最后通过一个实际的基坑工程,比较了两种方法模拟的结果。结果表明,数值模拟方法在一定程度上能够更好地揭示出基坑土体的应力与变形规律。     

基坑开挖过程中软土卸荷强度研究

基坑开挖，周围土体应力应变发生变化，导致土体结构损伤及工程性质变异，最重要的是强度降低，这一影响对坑底土体尤其明显。土体扰动后的强度是抵抗基坑变形所能发挥出的真实强度值，而通过常规室内试验提供的基坑设计强度参数并不能很好地与其吻合，这给基坑设计与稳定性评估带来较大的误差。     

软土基坑变形失稳形态模拟试验研究

通过不同土性、地下水条件下软土基坑开挖变形失稳的模拟试验, 研究了软土基坑开挖变形发展直至失稳破坏的全过程。通过试验研究, 初步认为软土基坑坑壁在无支护或支护刚度较小的情况下, 其坑壁破坏形态呈抛物线型; 在基坑开挖范围内若存在有砂性土, 且地下水位较高时, 易于发生流砂渗透破坏, 并导致了地表沉陷, 但侧向变形相对较小; 而对于因承压水引起的坑底土体隆起变形, 若不考虑土体的强度特性, 计算结果是偏于安全的。     

Elasto-viscoplastic finite element study of the effect of degradation on bearing capacity of footing on clay ground

The bearing capacity of footing has been studied by both conventional and numerical methods by many researchers. However, degradation of the microstructure of material, that is, a change in the microstructure of the soil, has not been adequately taken into account. Degradation of microstructure causes strain softening of materials and it leads to strain localization such as shear bands and slip bands. From an engineering point of view the strain localization is crucial because it is a precursor of failure. In the present study, finite element analyses of the bearing capacity of a shallow foundation on homogeneous and inhomogeneous saturated clay strata have been conducted using an elasto-viscoplastic soil constitutive model of microstructure change. A series of analyses of footing on clay deposit with different microstructure parameters have been carried out. Numerical results show that strain localization can be predicted during the loading of rigid footing on highly structured soil and strain localization affects the footing–soil interaction. The effects of footing roughness on the failure mechanism are also discussed in the study.     

堤内压盖渗流分析的临界破坏点法

根据洞庭湖区堤防地质特征,建立二元结构堤基堤内压盖模型。基于渗流有限元理论和虚单元固定网格法,编制了堤内压盖渗流有限元程序。通过在压盖上方增加大量强透水性空气单元的方式,解决了压盖渗流计算中经常遇到的2次入渗问题。同时,研究了压盖宽度对防渗效果的影响,得到在堤内有、无水塘的情况下压盖宽度与堤内最大渗透坡降的影响曲线,指出影响曲线主要呈线性变化的趋势,并提出了用于确定临界压盖宽度的临界破坏点法,该法以压盖宽度-堤内最大渗透坡降影响曲线的延长线与天然覆盖层的允许渗透坡降线的交点作为临界破坏点,临界破坏点左侧的堤内区域为可能破坏区域,需要压盖加固;右侧为安全区域,不需加固。临界破坏点法的应用,大幅度地减小了有限元计算模型,避免了多次重复的有限元计算,显著地提高了计算效率,与规范、有限差分等传统方法相比优势明显。     

Weathering and mineralogical variation in gneissic rocks and their effect in Sangrumba Landslide,East Nepal

Sangrumba landslide is one of the largest and the most active landslides in Nepal Himalaya. Geologically the landslide belongs to the Higher Himalaya and consists of Pre-Cambrian biotite–garnet and sillimanite gneiss with some quartzite. The present paper aims at describing various degrees of rock weathering and their effect in Sangrumba landslide. Field study followed by mineralogical, geochemical and geotechnical analyses of the collected rock and soil samples from the landslide zone were used in characterizing weathering degree. The gneisses are intensely weathered while quartzite is unweathered. Petrographical and X-ray diffraction analyses showed that the rocks in the landslide zone had undergone weathering process with the formation of different types of clay minerals as kaolinite, vermiculite, smectite and chlorite. This was further confirmed by the Scan Electron Microscope and Energy Dispersive X-ray analyses. These clay minerals drastically reduced the rock strength facilitating the extensive failure of the Sangrumba landslide. The major and trace element composition of the rock and soil samples was calculated from the XRF analyses. The geochemical analyses and weathering indexes of rocks showed that they are significantly weathered and had a major influence in the formation of the Sangrumba landslide. In addition, mechanical strength measurement of rock/soil showed that the strength drastically decreases as the weathering intensity increases. Rainfall followed by the rock type are the most dominant parameters influencing the weathering process which leads to the formation of large landslide as the present one. These findings can be used in other areas with similar geological and topographical conditions.     

Capturing strain localization in reinforced soils

Lade’s single hardening soil model with Cosserat rotation embodied in the finite element method is employed to investigate the behavior of geosynthetic reinforced soils with special attention to the development of shear banding. The ability of the finite element model to detect shear banding in a reinforced soil is examined against three high quality small-scale laboratory plane strain tests on Toyoura sand with and without reinforcement. These three tests were chosen because of the clear failure surfaces that developed in the soil during loading. The FEM analyses were able to reasonably simulate the plane strain laboratory tests including both unreinforced and reinforced cases. The FEM analyses gave reasonably good agreement with the experimental results in terms of global stress–strain relationships and shear band occurrences. Furthermore, and based on FE analyses of a hypothetical geosynthetic reinforced soil (GRS) retaining wall, it is shown that the geosynthetic reinforcements are very effective in hindering the formation of shear bands in GRS retaining walls when small spacing between the reinforcement layers was used. When used properly, the geosynthetic reinforcements made the soil behave as a truly reinforced mass of considerable stiffness and strength.     

横观各向同性软土地基上大圆筒防波堤稳定性研究

对于横观各向同性软土地基上沉入式大圆筒防波堤结构提出了一种准三维上限极限分析方法,所假设的破坏机制为大圆筒结构绕筒体内中轴线上某点发生转动失稳,泥面处形成楔体破坏,而筒底部形成圆弧滑裂面。本方法可以考虑土的三轴压缩、拉伸强度与直剪强度的差异。利用ABAQUS分别进行平面应变以及三维有限元分析,软土采用Hill本构模型,所得到的破坏模式以及大圆筒结构水平承载力与上限极限分析方法吻合较好,同时可以得出考虑地基土各向异性的大圆筒结构承载力比不考虑时有较大降低。     

基于破坏概率的岩土试件剪切破坏角分析

岩土体剪切破坏时剪切破坏角是一个一直在探讨的问题,传统理论解为Mohr-Coulomb解和Roscoe解,基于试件的宏观破坏现象受微观破坏概率的分布制约这一前提,从岩土体试件内部破坏概率分布函数的角度重新研究了这一问题。通过对试件内部微观破坏概率由微观到宏观的统计分析与坐标变换,发现在形式上破坏概率主轴即相当于主应力,并基此给出了破坏概率破坏莫尔圆。还对Mohr-Coulomb破坏准则与微观破坏概率统计之间的关系开展了探索分析,结果表明Mohr-Coulomb准则是描述试件剪切破坏时大量微破坏行为共同作用的统计结果,Weibull分布仅是岩土试件内部破坏概率分布形式的一种描述,基于数学概率推导的岩土试件破坏模型能更好的与试件的破坏准则联系起来。     

环渤海平原土壤盐分不同聚型的水动力学特征

为了解环渤海低平原微咸水灌溉的土壤容盐能力问题,对大量野外监测和采样测试数据进行了研究。结果表明,该平原的土壤盐分剖面分布特征具有表聚型、中聚型和底聚型3种类型,其与蒸发、降水或灌溉入渗影响和潜水位埋深变化相关。不同聚型剖面形成的水动力特征各不相同：表聚型土壤盐分剖面的水势梯度指向地表,其绝对值远大于1.0 cmH₂O/cm;中聚型土壤盐分剖面上部的水势梯度指向地下水面,剖面下部的水势梯度指向地表;底聚型土壤盐分剖面的水势梯度指向地下水面,水势梯度大于1.0 cmH₂O/cm。表聚型土壤盐分剖面不利于微咸水灌溉农田和作物生长。     

水平荷载下桩的可靠性分析

由于桩及桩周土的材料性能参数的不确定性,桩的响应也是不确定的。在考虑桩的水平荷载、桩周土反力及桩的刚度等不确定因素情况下,采用一阶可靠度分析方法对水平受荷桩的最大弯矩及桩顶的最大位移进行了可靠性分析,进 而,考虑分布参数的不确定性,用点估计法预估桩的失效概率,对给定的p-y曲线进行桩的可靠性分析。研究表明,在失效概率相对较低的情况下,水平荷载下基桩的失效概率与随机变量的分布类型假定有较大关系,随机变量分布参量的不确定性只会对桩的失效概率产生较小的影响。     

吹填场区双层软黏土地基承载特性及破坏模式

针对天津滨海地区围海造陆工程所形成的上软、下硬双层软黏土地基,利用室内载荷试验和数值模拟开展了双层软黏土地基的承载特性及破坏模式研究。研究表明：由于下层沉积土的补强效应,双层软黏土地基的P-S曲线会出现明显的凹凸转折点,其出现的位置与宽厚比密切相关,宽厚比越小,转折点出现的时间越靠后,下层沉积土的补强效果越不明显。数值结果表明：双层软黏土地基破坏模式随着上覆土厚度的变化相差不大,均为整体剪切破坏。随着载荷板宽度的增加,双层软黏土地基以冲剪破坏模式过渡为局部剪切破坏,当载荷板宽度大于3.0 m时,表现为整体剪切破坏。     

Failure envelopes and plastic potentials for eccentrically loaded surface footings on undrained soil

The failure envelope in V–M space for surface foundations on undrained material under eccentric loading can be determined using an extended version of the scaling (or effective area) concept of Meyerhof. A similar displacement transformation allows production of the plastic potential. The two‐dimensional finite element analyses of fully attached foundations subject to combined vertical (V) and moment (M) loading have been used to calculate appropriate scaling points for deduction of the failure envelope and plastic potential. Failure envelopes and plastic potentials are presented for footings on uniform and non‐uniform undrained material and it is seen that the equivalent ‘critical state’ or ‘parallel point’ lies slightly beneath the peak moment capacity. For accurate prediction of failure envelopes for footings on non‐uniform strength soil, consideration must be made of the apparent reduction of the soil heterogeneity as the area of footing in contact with the soil decreases. Copyright © 2001 John Wiley & Sons, Ltd.