Probabilistic infinite slope analysis

Research activity in the mechanics of landslides has led to renewed interest in the infinite slope equations, and the need for a more general framework for giving insight into the probability of failure of long slopes involving non-homogeneous vertical soil profiles and variable groundwater conditions. This paper describes a methodology in which parameters such as the soil strength, slope geometry and pore pressures, are generated using random field theory. Within the limitations of the infinite slope assumptions, the paper clearly demonstrates the important “seeking out” effect of failure mechanisms in spatially random materials, and how “first order” methods that may not properly account for spatial variability can lead to unconservative estimates of the probability of slope failure.     

Diffuse and localized failure modes: Two competing mechanisms

The concept of failure is one of the most debated in soil mechanics, for two reasons essentially. First, this is a crucial issue in the engineering of structures and geotechnical project design. Second, this is still a challenging academic issue mobilizing significant scientific interest in the development of a unique framework to describe the different failure modes. In this respect, this paper revisits the localized failure mode, replacing the well‐known Rice criterion within the wider context of bifurcation. Considering a micro‐mechanical model, the main theoretical results are covered. In particular, it is established that localized failure is a particular case of failures observed within the so‐called bifurcation domain: the incremental strain within the localization band is associated with a vanishing value of the second‐order work. Copyright © 2010 John Wiley & Sons, Ltd.     

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Upper bound finite element analysis of slope stability using a nonlinear failure criterion

In this study, upper bound finite element (FE) limit analysis is applied to stability problems of slopes using a nonlinear criterion. After formulating the upper bound analysis as the dual form of a second-order cone programming (SOCP) problem, the stress field and corresponding shear strength parameters can be determined iteratively. Thus, the nonlinear failure criterion is represented by the shear strength parameters associated with stress so that the analysis of slope stability using a nonlinear failure criterion can be transformed into the traditional upper bound method with a linear Mohr–Coulomb failure criterion. Comparison with published solutions illustrates the accuracy and feasibility of the proposed method for a simple homogeneous slope stability problem. The proposed approach is also applied to a seismic stability problem for a rockfill dam to study the influence of different failure criterions on the upper bound solutions. The results show that the seismic stability coefficients obtained using two different nonlinear failure criteria are similar but that the convergence differs significantly.     

Progressive failure analysis of shallow foundations on soils with strain-softening behaviour

This paper presents a finite element approach to analyse the response of shallow foundations on soils with strain-softening behaviour. In these soils, a progressive failure can occur owing to a reduction of strength with increasing the plastic strains induced by loading. The present approach allows this failure process to be properly simulated by using a non-local elasto-viscoplastic constitutive model in conjunction with a Mohr–Coulomb yield function in which the shear strength parameters are reduced with the accumulated deviatoric plastic strain. Another significant advantage of the method is that it requires few material parameters as input data, with most of these parameters that can be readily obtained from conventional geotechnical tests. To assess the reliability of the proposed approach, some comparisons with experimental results from physical model tests are shown. A fairly good agreement is found between simulated and observed results. Finally, the progressive failure process that occurs in a dense sand layer owing to loading is analysed in details, and the main aspects concerning the associated failure mechanism are highlighted.     

枪马金矿60-1脉地球化学原生晕特征

枪马金矿区位于小秦岭金矿带,该带是我国三大原生金矿成矿区之一.通过剖析元素地球化学数据统计特征,综合应用数学地质多元统计分析、元素原生晕地球化学特征及原生晕轴向分带序列等地球化学数据研究方法认为：60-1脉最佳矿化指示元素为Au,重要找矿指示元素组合为Cu-Pb-Ag-Bi-Hg;60-1脉单矿体原生晕轴向分带序列为Sb-Hg-As→ Cu-Ag-Bi-Au-Pb-Zn→ Mn-W-Mo;60-1脉为多矿体综合叠加构成并建立了60-1脉原生晕叠加理想模型.     

强降雨下饱和平滑型滑坡坡体水流运动及其边坡稳定效应分析 ——以四川汉源二蛮山滑坡为例

分析强降雨饱和状态下平面滑动型（平滑型）滑坡的地下渗流的水流运动规律,同时考虑静水压力和动水压力的耦合作用,提出饱和状态下平滑型滑坡边坡稳定性分析新思路。运用地下水动力学原理,给出假设条件简化分析过程,导出强降雨下地下渗流水流运动方程。基于条分法理论,考虑坡体各点水流运动的不均匀性,改进传统的边坡稳定性系数计算公式,并给出边坡失稳的临界条件。以四川省汉源县万工集镇二蛮山滑坡为例,验证计算公式的合理性。研究表明,强降雨饱和状态下平滑型滑坡的稳定性主要取决于岩土体饱水内摩擦角 、渗透系数K、滑体规模（厚度、长度等）和坡顶相对坡脚水位差Δh。该研究成果可用于指导抢险救灾工作,具有一定的工程实用意义。     

应用新方法剖析钻探井失利原因：以塔里木盆地台盆区寒武系碳酸盐岩为例

塔里木盆地台盆区寒武系已发现的碳酸盐岩潜山油气藏显示了巨大的勘探潜力,然而由于塔里木盆地经历了多期的构造运动,早期形成的寒武系碳酸盐岩油气藏经历了后期的调整、改造、破坏和再聚集,油气成藏过程复杂,已有的油气成藏理论难以指导该地区的油气勘探。目前寒武系地层钻探成功率偏低,仅为25％。从地质角度出发,采用“功能要素匹配-构造过程叠合-晚期相势源复合的新方法对塔里木盆地寒武系失利井原因进行分析,试图揭示该地区油气成藏机理,以便有效地指导油气勘探。通过对塔里木盆地寒武系的15口失利井的分析结果表明：80％的失利井由于功能要素不匹配,落在有利成藏领域之外而失利;7％的失利井由于构造过程叠合改造破坏了早期形成的油气藏,落在有利勘探区带之外而失利;13％的失利井由于晚期相-势-源不复合,落在有利勘探目标外而失利。该方法完美地解释了塔里木盆地寒武系钻探失利的原因,说明其在指导油气勘探中的可行性和有效性,对以后的油气勘探具有重大的现实意义。     

利用 FLAC 3D 对基坑支护数值模拟分析

FLAC 3D 是岩土工程中广泛应用的软件。本文以某地区基坑为背景,进行土钉墙支护设计,并利用 FLAC 3D 软件对土钉墙支护前后进行数值模拟。在基坑开挖完成后,边墙位移一般为 20 ～ 40 cm,最大位移为 45 cm。采用土钉墙支护后,边墙的位移为 2 ～ 4 cm,最大位移为 6 cm。对比表明,土钉墙支护能够有效的阻止基坑的变形,维持基坑的稳定。同时,根据土钉的轴力分布特征,分析基坑在不采取支护措施的情况下将发生滑移破坏。     

A new probabilistic approach to analysis of compressive strength test data of rock specimens

In this paper, a new probabilistic approach has been proposed for dealing with the wide scatter in laboratory values of compressive strength test (uni-axial and tri-axial compressive strength tests) data of rock specimens. This wide scatter is essentially due to randomness in number as well as orientation of micro-cracks. In the proposed methodology, Stanley's approach, which uses Weibull's theory based on the weakest link model, has been modified to analyse the compressive strength test data. Stanley's approach is applicable to poly-axial tensile stress conditions. Design of all underground excavations requires, as input data, uni-axial compressive strength and the strength under poly-axial stress conditions. Data from compressive strength tests have been analysed using Weibull's theory and the proposed approach. Corresponding cumulative distribution functions of the state variable, i.e., the applied stress level, have been obtained and goodness-of-fit tests performed to check the fitness of test data to these statistical distributions. These cumulative distribution functions have been subsequently invoked to correlate the applied stress level at failure and the associated risk of failure. The analysis finds its application in specifying the design strength of rocks or rock masses for a permissible probability of failure.