Bearing capacity of strip foundations reinforced with geogrid sheets by using upper bound finite‐element limit analysis     

Jyant Kumar  Jagdish Prasad Sahoo 《国际地质力学数值与分析法杂志》2013,37(18):3258-3277

By using the upper bound finite‐elements limit analysis, with an inclusion of single and two horizontal layers of reinforcements, the ultimate bearing capacity has been computed for a rigid strip footing placed over (i) fully granular, (ii) cohesive‐frictional, and (iii) fully cohesive soils. It is assumed that (i) the reinforcements are structurally strong so that no axial tension failure can occur, (ii) the reinforcement sheets have negligible resistance to bending, and (iii) the shear failure can take place between the reinforcement and soil mass. It is expected that the different approximations on which the analysis has been based would generally remain applicable for reinforcements in the form of geogrid sheets. A method has been proposed to incorporate the effect of the reinforcement in the analysis. The efficiency factors, η_c and η_γ, to be multiplied with N_c and N_γ , for finding the bearing capacity of reinforced foundations, have been established. The results have been obtained (i) for different values of ? in case of fully granular and cohesive‐frictional soils, and (ii) for different rates at which the cohesion increases with depth for a fully cohesive soil. The optimum positions of the reinforcements' layers have also been determined. The effect of the reinforcements' length on the results has also been analyzed. As compared to cohesive soils, the granular soils, especially with higher values of ?, cause a much greater increase in the bearing capacity. The results compare reasonably well with the available theoretical and experimental data from literature. Copyright © 2013 John Wiley & Sons, Ltd.  相似文献   

Analytical solutions for Euler–Bernoulli beam on visco‐elastic foundation subjected to moving load     

Dipanjan Basu  N. S. V. Kameswara Rao 《国际地质力学数值与分析法杂志》2013,37(8):945-960

Analytical solutions for the steady‐state response of an infinite beam resting on a visco‐elastic foundation and subjected to a concentrated load moving with a constant velocity are developed in this paper. The beam responses investigated are deflection, bending moment, shear force and contact pressure. The mechanical resistance of the foundation is modeled using two parameters k_s and t_s — k_s accounts for soil resistance due to compressive strains in the soil and t_s accounts for the resistance due to shear strains. Since this model represents the ground behavior more accurately than the Winkler spring model, the developed solutions produce beam responses that are closer to reality than those obtained using the existing solutions for Winkler model. The dynamic beam responses depend on the damping present in the system and on the velocity of the moving load. Based on the study, dynamic amplification curves are developed for beam deflection. Such amplification curves for deflection, bending moment, shear force and contact pressure can be developed for any beam‐foundation system and can be used in design. Copyright © 2012 John Wiley & Sons, Ltd.  相似文献   

Two formulations for dynamic response of a cylindrical cavity in cross‐anisotropic porous media     

Hashem Eslami  Behrooz Gatmiri 《国际地质力学数值与分析法杂志》2010,34(4):331-356

Two formulations for calculating dynamic response of a cylindrical cavity in cross‐anisotropic porous media based on complex functions theory are presented. The basis of the method is the solution of Biot's consolidation equations in the complex plane. Employing two groups of potential functions for solid skeleton and pore fluid (each group includes three functions), the u–w formulation of Biot's equations are solved. Difference of these two solutions refers to use of two various potential functions. Equations for calculating stress, displacement and pore pressure fields of the medium are mentioned based on each two formulations. Copyright © 2009 John Wiley & Sons, Ltd.  相似文献   

Response of a tunnel deeply embedded in a viscoelastic medium     

Thomas J. Birchall  Ashraf S. Osman 《国际地质力学数值与分析法杂志》2012,36(15):1717-1740

This paper presents a three‐dimensional energy‐based solution for the time‐dependent response of a deeply embedded and unsupported semi‐infinite tunnel of circular cross‐section. The tunnel is taken to be excavated quasi‐instantaneously from an infinite rock body that initially exhibits an isotropic stress state and that is made up of a homogeneous, isotropic and viscoelastic material. The viscoelastic behaviour is modelled by means of Burger's model, and the rock is taken to behave volumetrically linear elastic and to exhibit exclusively deviatoric creep. This viscoelastic problem is transformed into the Laplace domain, where it represents a quasi‐elastic problem. The displacement fields in the new solution are taken to be the products of independent functions that vary in the radial and longitudinal directions. The differential equations governing the displacements of the system and appropriate boundary conditions are obtained using the principle of minimum potential energy. The solutions for these governing equations in the Laplace domain are then obtained analytically and numerically using a one‐dimensional finite difference technique. The results are then transformed back into the time domain using an efficient numerical scheme. The accuracy of the new solution is comparable with that of a finite element analysis but requires much less computation effort. Copyright © 2011 John Wiley & Sons, Ltd.  相似文献   

Axial kinematic response of end‐bearing piles to P waves     

George Anoyatis  Raffaele Di Laora  George Mylonakis 《国际地质力学数值与分析法杂志》2013,37(17):2877-2896

Kinematic pile–soil interaction under vertically impinging seismic P waves is revisited through a novel continuum elastodynamic solution of the Tajimi type. The proposed model simulates the steady‐state kinematic response of a cylindrical end‐bearing pile embedded in a homogeneous viscoelastic soil stratum over a rigid base, subjected to vertically propagating harmonic compressional waves. Closed‐form solutions are obtained for the following: (i) the displacement field in the soil and along the pile; (ii) the kinematic Winkler moduli (i.e., distributed springs and dashpots) along the pile; (iii) equivalent, depth‐independent, Winkler moduli to match the motion at the pile head. The solution for displacements is expressed in terms of dimensionless transfer functions relating the motion of the pile head to the free‐field surface motion and the rock motion. It is shown that (i) a pile foundation may significantly alter (possibly amplify) the vertical seismic excitation transmitted to the base of a structure and (ii) Winkler moduli pertaining to kinematic loading differ from those for inertial loading. Simple approximate expressions for kinematic Winkler moduli are derived for use in applications. Copyright © 2013 John Wiley & Sons, Ltd.  相似文献   

One‐dimensional consolidation with a threshold gradient: a Stefan problem with rate‐dependent latent heat     

Yang Zhou  Wan‐kui Bu  Meng‐meng Lu 《国际地质力学数值与分析法杂志》2013,37(16):2825-2832

During the process of one‐dimensional consolidation with a threshold gradient, the seepage front moves downward gradually, and the problem is indicated as a Stefan problem. The novel feature in this Stefan problem is a latent heat that varies inversely with the rate of the moving boundary. An exact solution for the external load that increases in proportion to the square root of time is constructed using the similarity transformation technique. Computational examples concerning the effect of different parameters on the motion of the seepage front are presented. The exact solution provides a worthwhile benchmark for verifying the accuracy of numerical and approximate methods. Copyright © 2013 John Wiley & Sons, Ltd.  相似文献   

安徽金寨银水寺铅锌矿床流体包裹体和同位素地球化学特征     

吴皓然  谢玉玲  钟日晨  王莹  安卫军 《大地构造与成矿学》2019,43(5):967-990

银水寺铅锌矿床位于大别造山带北缘,是该区最大的矽卡岩型矿床。矿体主要发育在中元古界庐镇关岩群仙人冲组大理岩与郑堂子组千枚岩之间的层间破碎带以及正长花岗斑岩与大理岩的接触带中。矿床先后经历了四个成矿阶段,矽卡岩阶段(Ⅰ)、石英.白钨矿阶段(Ⅱ)、石英.硫化物阶段(Ⅲ)、碳酸盐阶段(Ⅳ)。矽卡岩阶段(Ⅰ)主要发育绿帘石、阳起石、石英、绿泥石、磁铁矿及少量金属硫化物等;石英.白钨矿阶段(Ⅱ)主要发育石英、方解石、萤石及少量白钨矿和金属硫化物;石英.硫化物阶段(Ⅲ)广泛发育闪锌矿、方铅矿、黄铜矿等金属硫化物及石英、方解石、萤石、绿泥石等;碳酸盐阶段(Ⅳ)主要发育方解石、石英及少量黄铁矿。矿床中发育三种类型流体包裹体,包括富CO2水溶液包裹体(AC类)、气液两相水溶液包裹体(L类)和含子晶多相包裹体(S型)。根据流体包裹体岩相学、显微测温、激光拉曼研究结果,矽卡岩阶段主要有富CO2包裹体和气液两相水溶液包裹体,均一温度为314~400℃、盐度变化范围较大(1.1%~19.3%NaCleqv);石英.白钨矿阶段发育气液两相水溶液包裹体、含子晶多相包裹体和富CO2包裹体,后两者均一温度相近(263~349℃)、盐度差异较大(32.8%~41%NaCleqv和0.8%~6.1%NaCleqv),表明流体发生了沸腾作用;石英.硫化物阶段主要发育气液两相水溶液包裹体,均一温度为230~332℃,盐度为0.2%~8.9%NaCleqv;碳酸盐阶段只发育气液两相水溶液包裹体,显示低温(162~245℃)、低盐度(0.2%~5.6%NaCleqv)的特征。矿床不同成矿阶段石英、绿帘石中流体包裹体中水H-O同位素研究结果表明,δ18Ofluid值从早到晚逐渐减小,其中矽卡岩阶段为–1.3‰~4.7‰、石英.硫化物阶段为–5.1‰~–3.1‰,表明银水寺矿床早期成矿流体主要为岩浆来源,并在成矿过程中不断有大气降水的加入。石英流体包裹体中CO2的C同位素测试结果表明,矽卡岩阶段δ13CV-PDB值为–9.2‰,石英.硫化物阶段为–25.8‰~–15.4‰,表明早期成矿流体中碳质主要来自岩浆,石英-硫化物阶段有大量有机碳加入,其可能与流体和富含有机质的地层反应有关。矿石中主要金属硫化物的δ34S值(1.7‰~4.4‰)显示了深源硫的特征。Pb同位素变化范围集中(206Pb/204Pb=16.55~16.705,207Pb/204Pb=15.369~15.459,208Pb/204Pb=37.463~37.767),显示壳幔混源的特点。随着成矿作用的进行,岩浆流体与碳酸盐围岩地层发生水岩交代反应形成矽卡岩,该过程造成了成矿矽卡岩阶段磁铁矿和少量闪锌矿的沉淀;断裂活动造成热液体系压力下降,流体发生沸腾,CO2、HF进入气相并逃逸促使矿床中钨的沉淀;同时大气降水沿裂隙灌入,混合作用导致流体的温度、盐度降低,Cl–浓度下降,造成矿床中铅锌的大面积沉淀。  相似文献   

盐溶液对膨润土膨胀性的影响     

高子瑞  陈涛  徐永福 《岩土力学》2018,39(1):249-253

膨润土因其优良的膨胀性和低渗透性常被用作深层地质处置库的缓冲和回填材料,但其膨胀性会受到地下流体溶液浓度的影响。针对这种现象,利用单轴固结仪研究了压实商用膨润土在不同上覆荷载和不同浓度NaCl溶液作用下的膨胀变形特性。结果表明：随着NaCl溶液浓度升高,该膨润土的膨胀性显著降低,且最大膨胀应变与上覆荷载之间在双对数坐标系下存在良好的线性关系。利用有效压力的概念和计算方法,实现了用唯一一条曲线来描述不同盐溶液浓度作用下膨润土的膨胀变形行为,同时证明了有效压力理论的合理性。  相似文献   

软土地层浅埋圆形隧道非达西渗流场解析研究     

张丙强  王启云  卢晓颖 《岩土力学》2018,39(12):4377-4384

软土在低水力坡降下的渗流会偏离达西定律,即为非达西渗流模式。假设孔隙水渗透服从指数渗流模式,采用镜像法原理推导了浅埋单孔和双孔圆形隧道非达西渗流场的解析解。结合算例,对浅埋圆形隧道非达西渗流解析解与达西渗流解析解进行了对比分析与验证,并对非达西渗流指数、隧道周围土体与衬砌渗流系数比值对隧道渗流场的影响进行了讨论。结果表明：非达西渗流指数、渗流系数比值对隧道渗流量和周围土体孔压均有较大的影响;随着渗流指数逐渐增大,土体内水头损失加快,隧道周围土体孔压及渗流量逐渐减小;随着土体与衬砌渗流系数比值逐渐增大,衬砌排水能力增强,隧道渗流量逐渐增大,隧道周围土体孔压减小更大。  相似文献   

一种用于突发性场地污染模拟的解析模型     

陈家军  王浩  全向春  文军 《地球科学与环境学报》2012,(1):72-78,95

为了及时有效地应对各种突发性环境污染事故,有必要开发一种简单实用、适于各类型污染物的场地污染数学模型。通过污染事故发生后污染物在包气带、饱和带迁移转化的概化,建立了污染物运移的自由入渗模型以及降雨入渗模型并给出各自相应的解析解。无降雨时,考虑污染物在重力作用下随包气带向下渗透的作用,建立一维垂直入渗模型。有降雨时,考虑污染场地(包气带)中污染物迁移和转化的对流作用、扩散作用及挥发、生物降解、吸附、根系吸收等作用,建立包气带剖面二维溶质运移模型和饱和带平面二维溶质运移数学模型。建模过程中,假定降雨量的平均分布及土壤质地、水力参数以及有机物成分、种类均相同,同时假定污染物与多孔介质间的作用为线性吸附,植物根系对污染物的吸附遵循一级动力学。基于模型的解析解,实现案例的模拟计算。模拟结果表明:该模型具有适用范围广、模拟高效快捷等优点,能够较准确预测污染发生后污染物在土壤中的动向、到达饱和带的时间以及饱和带中污染物的迁移情况。  相似文献