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This paper is a continuation of a previous one on bifurcation of deep boreholes under uniform stress at infinity,1 and it focuses on the effect of borehole radius on borehole stability. Rock is described by the equations of a deformation theory of plasticity for cohesive-frictional, incompressible materials with Cosserat structure. The inhomogeneous bifurcation problem is formulated and the corresponding eigenvalue problem is solved numerically by the finite element method. It is demonstrated that the combined Cosserat and stress-gradient effects lead to an increase of the bifurcation stress with decreasing borehole radius (scale effect). 相似文献
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The problem of the stress distribution induced in the soil by a single circular foundation structure is approached in a three‐dimensional analysis. Since the soil is typically made by not‐cohesive materials, its behaviour is modelled by means of the not resisting tension (NRT) hypothesis, thus assuming that its very low resistance to tensile stresses can be completely neglected and that it keeps linearly elastic under pure compression. After developing the problem from a theoretical point of view on the basis of an energetic approach, a numerical application—which is able to reproduce the stress distribution induced by a circular foundation on the soil—is performed. Copyright © 2005 John Wiley & Sons, Ltd. 相似文献
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巷道开挖卸荷即巷道附近围岩应力重分布,卸荷速率影响应力场,开挖卸荷本质上是动力问题。根据弹性力学知识并假定卸荷过程符合时间参数 的函数,基于Hamilton原理,获得考虑卸荷时间的巷道附近应力场演变规律。系统概括不同埋深条件下巷道附近应力场特征,并针对深埋巷道地应力较围岩强度大的特点,详细地分析考虑剪切及拉伸破坏时巷道附近破坏特征。结果表明,自巷道壁由近及远出现以剪切破坏、未破坏、拉伸破坏为主要特征的现象,也即以“剪切破坏+未破坏+拉伸破坏”为主要特征的状态是巷道附近可能破坏模式之一,并且该现象与围岩性质及卸荷时间相关。 相似文献
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This paper analyses the plane strain problem of a fracture, driven by injection of an incompressible viscous Newtonian fluid, which propagates parallel to the free surface of an elastic half‐plane. The problem is governed by a hyper‐singular integral equation, which relates crack opening to net pressure according to elasticity, and by the lubrication equations which describe the laminar fluid flow inside the fracture. The challenge in solving this problem results from the changing nature of the elasticity operator with growth of the fracture, and from the existence of a lag zone of a priori unknown length between the crack tip and the fluid front. Scaling of the governing equations indicates that the evolution problem depends in general on two numbers, one which can be interpreted as a dimensionless toughness and the other as a dimensionless confining stress. The numerical method adopted to solve this non‐linear evolution problem combines the displacement discontinuity method and a finite difference scheme on a fixed grid, together with a technique to track both crack and fluid fronts. It is shown that the solution evolves in time between two asymptotic similarity solutions. The small time asymptotic solution corresponding to the solution of a hydraulic fracture in an infinite medium under zero confining stress, and the large time to a solution where the aperture of the fracture is similar to the transverse deflection of a beam clamped at both ends and subjected to a uniformly distributed load. It is shown that the size of the lag decreases (to eventually vanish) with increasing toughness and compressive confining stress. Copyright © 2005 John Wiley & Sons, Ltd. 相似文献
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Cut Slopes in Clayey Soils: Consolidation and Overall Stability by Finite Element Method 总被引：1，自引：1，他引：0
José Leitão Borges 《Geotechnical and Geological Engineering》2008,26(5):479-491
When a cut slope in a saturated clay is undertaken, a transient water flow occurs and stress transferences from the water
to the soil skeleton take place in time (consolidation). Mainly in strongly overconsolidated clays, these stress transferences
may determine swelling of soil and therefore reduction of its shear strength in time. However, the lowering of the water level
associated to the cut increases effective mean stress, which may therefore counterbalance the above-mentioned effect. In the
paper, the behaviour of a cut slope in an overconsolidated clay is analysed by a finite element program that incorporates
the Biot consolidation theory (coupled analysis), with constitutive relations simulated by the p–q–θ critical state model. In addition, the variation in time of the overall stability is assessed with a computer program that
uses the finite element results and formulations of the critical state soil mechanics. In order to achieve a more complex
geotechnical interpretation of the problem, the analysis in time of the excess pore pressures, effective stresses, displacements
and stress levels is also presented. Finally, comparisons of stability results are analysed by changing some parameters, namely
the problem geometry (weight of excavated soil) and the over-consolidation ratio of the clay. 相似文献
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等应力增量比路径单剪试验条件下,部分土体与结构接触面表现出明显的应变软化和剪胀特性。基于广义位势理论,将土与结构的接触面问题看作应力空间上的二维问题,势函数取法向应力和切向应力,用塑性状态方程取代传统的屈服面,建立等应力增量比路径条件下的土与结构接触面应力-应变软化模型。采用指数函数,拟合单向压缩试验中法向应力与法向应变的关系,采用复合指数函数,拟合应力比与切向应变的关系,采用另一复合指数函数,拟合法向剪胀分量与切向应变的关系。通过对拟合函数进行微分,确定模型中待定系数的求解方法。结合试验结果对模型进行验证,模型拟合效果良好,具有一定的合理性。 相似文献
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构造应力场边界载荷反演的有限元逆逼近法 总被引：2，自引：0，他引：2
构造应力场问题的边界条件、加载方式是地应力场分析的难题,由于构造运动未知和地质构造复杂,无法直接求解。边界力反演是进行构造应力场研究的重要手段。从弹性力学基本方程出发,针对油气储层地应力场反问题,结合对区域构造应力场认识,利用阻尼最小二乘法建立了应力场反演的约束模型,提出了一种用于反演构造应力场边界力的反分析方法,该方法根据部分实测点的应力值进行边界力反演,并与有限元方法和有限差分法相结合,以边界力为参量逼近目标函数。根据研究区少量地应力实测资料采用该方法进行最优化计算,使得计算应力场与实测应力达到最优拟合,以弥补目前的回归反演方法和边界载荷调整法的不足来提高计算精度。算例表明了该方法的有效性,可用于解决构造应力场边界力的反演问题。 相似文献
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Inglis [1] has solved the problem of distribution of stress in an elastic plate around an elliptical hole. His works clarify the role of cracks in the failure of an elastic material. However, his solution cannot be applied to saturated clay because he considers only total stresses, while, in saturated clay, the criterion of rupture should be expressed in terms of effective and not total stresses. The solution of Atkinson and Craster [2] using Biot's poroelasticity theory, shows that there is no high pore pressure in the vicinity of the crack tips for saturated clay. The major difference between this approach and the Biot's theory of is that, in saturated clay, strain is a function of the variation of the effective stress [3], while, in poroelastic media, strain is only a function of the variation of the total stress [4, Equation 2.2]. Also in their solution there is continuity between the pore fluid and the inner fluid in the crack. Their solution is valid for poroelastic media involving a movement of the pore fluid. In our solution there is no movement of the pore fluid (Undrained condition). In this paper we have solved the same problem as Inglis [1], but for the particular case of saturated clay obeying elastic law. By solving this problem we obtained the expressions for pore pressure, effective stress, total stress and displacements. The results show that not only the total stress but also the pore pressure and the effective stress are also high in the vicinity of the crack tips. A new failure criterion, based on Griffith's strain energy principle [5] and maximum tensile stress [6], valid for saturated clay is developed in this paper. Copyright © 2003 John Wiley & Sons, Ltd. 相似文献
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We perform a global statistical investigation into the problem of Coulomb stress triggering of earthquakes by using the Harvard CMT catalogue of shallow earthquakes from 1976 to 2001. We consider ‘earthquake pairs’, i.e., pairs of successive earthquakes occurring near each other with similar focal mechanisms, and address the problem of whether or not the change of the Coulomb failure stress (CFS) produced by the first earthquake of the pair ‘encourages’ the occurrence of the second one. An interesting feature is that such a Coulomb stress-triggering phenomenon has an apparent focal mechanism dependence: for thrust earthquakes, a more evident triggering effect can be observed. 相似文献
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The pressure variations during the production of petroleum reservoir induce stress changes in and around the reservoir. Such changes of the stress state can induce marked deformation of geological structures for stress sensitive reservoirs as chalk or unconsolidated sand reservoirs. The compaction of those reservoirs during depletion affects the pressure field and so the reservoir productivity. Therefore, the evaluation of the geomechanical effects requires to solve in a coupling way the geomechanical problem and the reservoir multiphase fluid flow problem. In this paper, we formulate the coupled geomechanical‐reservoir problem as a non‐linear fixed point problem and improve the resolution of the coupling problem by comparing in terms of robustness and convergence different algorithms. We study two accelerated algorithms which are much more robust and faster than the conventional staggered algorithm and we conclude that they should be used for the iterative resolution of coupled reservoir‐geomechanical problem. Copyright © 2006 John Wiley & Sons, Ltd. 相似文献
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针对线弹性断裂力学问题,提出扩展径向点插值无网格法（X-RPIM）。该方法基于单位分解思想,在传统径向点插值无网格法的位移模式中加入扩展项来描述裂纹两侧的不连续位移场和裂尖奇异场。由于其形函数具有Kronecker ? 函数性质,易于施加本质边界条件。详细描述了X-RPIM不连续位移模式的建立,支配方程的离散形式以及J积分计算混合模式裂纹的应力强度因子的实现过程,讨论了不同积分区域对应力强度因子的影响。数值算例分析证明了该方法在求解断裂问题时的可行性和有效性,同时说明扩展径向点插值无网格法在模拟裂纹扩展问题时具有良好的前景。 相似文献
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A simplified analysis of the problem of horizontal soil stress changes around circular displacement piles, caused by pile placement, is presented. Pile installation is assumed to cause soil displacements in the horizontal direction only, thus yielding an axisymmetric problem. The soil surrounding the pile is modelled as a weightless non-linear elastic material. Material non-linearity is handled in a simplified manner by adopting secant shear moduli defined in terms of a proportionality coefficient and a softening factor. The resulting equilibrium equation is solved analytically and an expression is obtained which is also conveniently presented in graphical form. The derived expression can be used to estimate horizontal soil stress changes and is incorporated into a simple procedure to estimate the ultimate load or the efficiency of pile groups. Comparisons are made between efficiencies calculated according to this procedure and efficiencies measured in full-scale group load tests in sand. 相似文献
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黏性土非线性弹性K-G模型的一种改进方法 总被引：1，自引：0，他引：1
为解决《土工试验规程》建议的K-G模型未考虑土体剪缩性问题并保持其简单性,在其基础上增加了一个剪缩模量,建议了一个3模量7参数K-G-D模型,给出了用 和 与 和 表示的完整的增量应力应变关系式;通过正常固结黏土的各向等压固结试验和等平均正应力的三轴压缩排水试验标定了模型参数;进行了黏土的常规三轴压缩排水试验,利用模型参数预测了相应路径下土样的体积与轴向变形,经与实测值对比,预测结果较好。该模型可考虑土体压硬性、剪缩性、应变强化特性,能较完善地描述欠固结和正常固结土及松砂和中密砂在等 和增 路径下的变形特性;模型并未在规程模型的基础上增加试验工作,且概念清晰、形式简单、便于实际应用。 相似文献
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与 Cosserat 理论相比,偶应力理论在一定程度上可以降低数值框架的复杂度,已逐渐应用于岩土体应变局部化分析中。然而,一般的偶应力有限元法需要满足 C1连续性,即单元内部和单元交界面上的应变都需要具有连续性。为了避免开发较为复杂的C1型偶应力单元,在 Cosserat 连续体理论框架下,通过借助罚函数方法对 C1连续性进行松弛来获得偶应力理论的逼近解,建立了基于罚函数的偶应力有限元方法 PCS-FEM。通过平面应变条件下的弹性圆孔应力集中问题对 PCS-FEM 方法的有效性进行了验证,并应用于土体应变局部化分析中。通过对Ottawa砂的平面应变试验进行数值模拟,发现 PCS-FEM 方法获得的应力−应变曲线及剪切带破坏形态与试验结果基本一致,且能够克服经典连续体理论病态的网格敏感性问题,保证应变局部化问题的适定性;通过对承受偏心荷载作用下的土坡应变局部化经典算例进行分析,发现 PCS-FEM 方法同样可以克服土坡应变软化阶段的网格敏感性问题,展现土体的渐进破坏过程。 相似文献
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针对岩质或黄土浅埋隧道,考虑岩土体黏弹性流变特性和支护效应,给出斜坡下进行隧道施工时的全域时效解答。根据一般黏弹性问题求解方法,采用复变函数方法、Laplace变换、黏弹性叠加关系,用随时间和空间变化支护力体现管片支护效应,导出适用于任意黏弹性模型岩体、任意时刻施加支护的应力与位移。解答与相同模型有限元结果一致,根据解答分析了广义Kelvin黏弹性模型岩体中浅埋隧道开挖时侧压力系数、斜坡倾角、埋深对稳定地表沉陷大小和范围、洞周时效位移、应力的影响,给出可按深埋问题处理时的埋深范围。解答可用于岩质和黄土隧道初步设计中,并为隧道与地下结构相互作用分析两阶段法提供自由位移场。 相似文献
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This paper presents a model for the analysis of plane waves diffraction at a cavity in an infinite homogeneous poroelastic saturated medium, lined by a lining composed of four equal segments. An elastic boundary layer is placed between the cavity lining and the infinite porous medium. The boundary layer is simulated by ‘elastic boundary conditions’ in which the bulk matrix stress is proportional to the relative displacement between the lining and the surrounding medium matrix boundary. In addition, fluid impermeability through the intermediate layer is assumed. For the frequencies, that differ from the pseudoresonanse frequencies, the problem was reduced to the problem of an ideal elastic medium. A closed‐form analytical solution of the problem was obtained using Fourier–Bessel series, the convergence of which was proven. It was shown that the number of series terms required to obtain a desired level of accuracy can be determined in advance. The influence of the medium porosity on the medium dynamic stress concentration was studied. Copyright © 2006 John Wiley & Sons, Ltd. 相似文献
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隧道地应力测试及岩爆预测研究 总被引：1，自引：0，他引：1
高地应力以及由此诱发的地质灾害（如岩爆等）是目前隧道施工中经常遇到的工程地质问题,地应力测试则是进行隧道岩爆及其其他灾害预测预报的重要内容,利用岩石声发射Kaiser效应测试地应力应用较为广泛,作者采用岩石声发射Kaiser效应法对隧道岩体初始地应力场进行了测试,结果表明,笔架山隧道应力总体状态为稳定型,岩体应力量级普遍较低。利用所测得的地应力场数据,结合国内外相关岩爆判据判定和理论分析,进一步得出笔架山隧道不会发生岩爆的结论。通过2D-σ有限元数值模拟,对笔架山隧道开挖中是否会产生岩爆等施工地质灾害做出了最终的判定,这种综合预测方法的准确性和可靠性较以前单一的岩爆预测方法大大提高,在岩爆预测理论和工程应用方面具有很好的参考价值。 相似文献
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恒载作用下轴对称圆巷围岩的流变变形方程求解 总被引：1，自引：0，他引：1
建立围岩-支护相互作用流变变形机制的数学力学模型是解决岩石地下工程支护问题的有效途径,其关键问题是,在围岩产生流变变形的过程中支护是如何对围岩进行作用的。根据基于Levy-Mises本构关系及D-P屈服准则的轴对称圆巷的理想弹塑性解、一维蠕变曲线的等时曲线相似的假设以及三维流变试验结果,推导出了原岩应力和被动支护反力均为恒载,且巷道围岩为三维应力状态下的蠕变方程及轴对称圆巷围岩的非线性黏弹塑性流变变形计算公式。与前人的工作相比,文中推导的公式中含有对围岩流变变形起决定作用的2个参数,即原岩应力 和岩石材料的单轴塑性屈服应力 ,因此公式推导的理论基础更加完备、可信度更高。 相似文献