Seismic bearing capacity of shallow strip foundations in the vicinity of slopes using the lower bound finite element method

The seismic bearing capacity of shallow strip foundations in the vicinity of slopes was investigated by the use of the lower bound limit analysis in conjunction with the finite element method and the linear programming technique. The combination of the most probable failure modes including slope instability and ultimate bearing capacity makes the problem difficult to solve by conventional approximate methods such as the limit equilibrium, the bound theorems of the limit analysis, and the slip line methods since these are based on assumptions about either kinematically admissible failure mechanisms or statically admissible stress fields. The pseudo-static seismic loading scheme was adopted in the presence of both horizontal and vertical acceleration fields, and the soil-foundation interface was assumed perfectly rough. Parametric analyses were conducted to evaluate the most effective factors in the form of the dimensionless strength and geometry parameters. The results of the current study were found comparable with those in the literature, and the consistency of the results confirmed the robustness of the extended finite element lower bound formulation. It was shown that the normalized limit pressure is dramatically reduced as the earthquake acceleration coefficients increases, and that it increases with higher the soil strength parameters. Moreover, the threshold distance at which the influence of the slope diminishes was found to be a function of the soil strength parameters and the slope geometry.     

基于下限有限元法的条形浅基础极限承载力分析

以极限分析下限法理论为基础,利用应力型有限元法建立满足条件的静力许可应力场,将地基的极限承载力问题归结为一个非线性数学规划问题。依据几何上的相似性,引入二阶锥形规划方法,采用预示校正内点法,避免屈服准则(Mohr-Coulomb)顶点约束的线性化近似,实现下限法数学模型的求解。并以均质土体的刚性条形基础的极限荷载为算例,比较了所得数值解与理论解,论证了该法的正确性和有效性。     

双层地基极限承载力的极限分析上限法

极限分析方法已广泛应用于岩土工程稳定性分析中,目前已有很多学者探讨了极限分析上限方法计算均质土地基极限承载力问题,事实证明该方法是卓有成效的。而实际中常遇到的是层状地基,特别是持力层范围内主要有两层土的情况,对于双层地基极限承载力的计算,目前的研究还相当不成熟。将一种新的多块体离散模式的上限方法应用于双层地基极限承载力的计算,详细探讨了该多块体离散模式应用时相容速度场的确定方法。并应用该方法对一些双层地基土极限承载力问题进行了计算,将计算结果与已有计算方法做了对比,通过对比可以验证该方法是正确和有效的。     

The use of the node-based smoothed finite element method to estimate static and seismic bearing capacities of shallow strip footings

The node-based smoothed finite element method(NS-FEM)is shortly presented for calculations of the static and seismic bearing capacities of shallow strip footings.A series of computations has been performed to assess variations in seismic bearing capacity factors with both horizontal and vertical seismic accelerations.Numerical results obtained agree very well with those using the slip-line method,revealing that the magnitude of the seismic bearing capacity is highly dependent upon the combinations of various directions of both components of the seismic acceleration.An upward vertical seismic acceleration reduces the seismic bearing capacity compared to the downward vertical seismic acceleration in calculations.In addition,particular emphasis is placed on a separate estimation of the effects of soil and superstructure inertia on each seismic bearing capacity component.While the effect of inertia forces arising in the soil on the seismic bearing capacity is non-trivial,and the superstructure inertia is the major contributor to reductions in the seismic bearing capacity.Both tables and charts are given for practical application to the seismic design of the foundations.     

高应变动力检测桥梁基桩极限承载力

阐述了高应变法测量基桩极限承载力的基本原理，并运用高应变CASE法和CCWAPC程序相校核，对桥梁基桩极限承载力进行了抽样实测，结果证实满足设计要求。     

Modified ultimate bearing capacity formula of strip footing on sandy soils considering strength non-linearity depending on stress level

Most of the contemporary ultimate bearing capacity (UBC) formulas assume a linear yield function in shear stress-normal stress space. However, experimental investigations have corroborated the non-linearity in the failure envelopes of sandy soils. This study focused on the assessment of the stress level effect on the UBC of surface strip footings ascribed to the soil unit weight (γ), footing size (B), and uniform surcharge load (q). The rigid plastic finite element method (RPFEM) was employed for the analysis. The analysis method was validated against the centrifuge test results from the published references in the case of various sandy soils with different relative densities. The RPFEM, using the mean confining stress dependence property of Toyoura sand, is utilized in non-linear finite element analysis of model sandy soil. The normalized ground failure domains in the case of the non-linear shear strength model are gleaned smaller than those in the case of the linear shear strength one. The numerical results are compared with the guidelines of the Architectural Institute of Japan (AIJ) and the Japan Road Association (JRA). The modification coefficients are ascertained for the frictional bearing capacity factor (N_γ) and surcharge bearing capacity factor (N_q), and a modified UBC formula is proposed. The performance of the proposed UBC formula is examined against the analysis results and various prevailing UBC guidelines.     

非饱和土条形地基梅耶霍夫极限承载力统一解

基于非饱和土的抗剪强度统一解,综合考虑中间主应力、基质吸力和强度非线性,建立非饱和土条形地基的梅耶霍夫极限承载力统一解,对比文献滑移线法解答、上限法解答验证所得统一解的正确性和适用性,讨论与太沙基极限承载力的差异及基底粗糙程度效应,并得出中间主应力、高/低基质吸力以及有效强度参数的影响规律。研究结果表明:太沙基极限承载力将旁侧土的抗剪强度简化为均布荷载,夸大了旁侧土的真实作用,计算结果偏大;基底粗糙程度对承载力系数的确定起关键性作用,梅耶霍夫极限承载力随中间主应力效应的增大而显著增加,不考虑中间主应力影响的Mohr-Coulomb解答过于保守;基质吸力具有双重影响,即在低吸力范围内极限承载力线性增加,而在高吸力范围内却逐渐减小并趋于稳定,这是由非饱和土的强度非线性造成的;有效强度参数的影响亦很重要,且有效内摩擦角较有效黏聚力的影响更明显。由于考虑了中间主应力效应、非饱和特性与旁侧土抗剪强度等工程实际情况,本文结果可为地基优化设计与施工提供有益的参考。     

土工格室加筋地基承载力研究

土工格室被应用于道路、地基、边坡与渠道的保护以及重力式支挡结构,其中,加筋地基可以通过格室侧壁的限制和摩擦力改善砂、石等填料的工程性质,将土工格室层视为基础的旁侧荷载可提高地基承载力。根据土工格室加筋土体的力学机理,采用极限平衡分析法,利用三角形条块法求作用在三角形刚性楔形体两滑动剪切面上的被动土压力,并考虑了土体与土工格室侧壁相互作用对地基承载力的贡献,提出土工格室加筋软基承载力公式,并采用已有模型试验结果,验证了公式的合理性和正确性。     

Seismic uplift capacity of shallow horizontal strip anchor under oblique load using pseudo-dynamic approach

In this paper, an analytical method to compute the uplift capacity of an obliquely loaded horizontal strip anchor under both static and seismic conditions is described using the limit equilibrium method. The distribution of the soil reactions on a simple planar failure surface is obtained through the use of Kötter's equation, and the pseudo-dynamic approach is used to obtain the net seismic vertical uplift capacity factor for the unit weight component of the soil (F_γd). The results for the static and seismic vertical uplift capacity factors are determined for various combinations of input parameters, such as the load inclination, the soil friction angle, the embedment ratio, the soil amplification and both horizontal and vertical pseudo-dynamic seismic accelerations. It is observed that the orientation of the load significantly affects the seismic uplift capacity of the horizontal strip anchor. F_γd is seen to decrease with an increase in both horizontal and vertical seismic accelerations and soil amplification, whereas it is seen to increase with an increase in the embedment ratio and the soil friction angle, as expected. The results in terms of the non-dimensional net seismic uplift capacity factor are presented in graphical and tabular forms. The present results are compared and found to be in good agreement with similar results available in literature.     

Effect of spatial variability of block-type cement-treated ground on the bearing capacity of foundation under inclined load

Deep mixing methods are widely used for stabilizing soft clayey soils and improving their bearing capacity. However, spatial variability in the shear strength of the cement-treated ground introduces uncertainties in estimating the bearing capacity for design. This paper evaluates the reliability of, block-type, cement-treated foundation under inclined load conditions using random field numerical limit analyses. The undrained shear strength is modelled as a random field which is characterized by a log-normal distribution and a spatial correlation length. Monte Carlo simulations are then used to interpret the stochastic bearing capacity factor and failure mechanisms for inclined concentric loading conditions at selected ratios of the shear strength ratio of cement-treated ground to original clay, the coefficient of variation in undrained shear strength and correlation length of the cement-treated zone. Variability of the undrained shear strength can reduce the expected bearing capacity of the cement-treated ground by 50–70% compared to homogeneously mixed clay.     

基于滑块平衡法顶部加箍碎石桩承载力计算方法

针对工程实践中出现的顶部加箍碎石桩复合地基形式,分析了其破坏模式。引入滑块平衡法,考虑土体自重效应和加箍段桩侧摩阻力影响,分别基于计算深基础承载力的Meyerhof法和Terzaghi法,建立了顶部加箍碎石桩在深层鼓胀破坏模式下的两种计算模型,并利用随机优化算法搜索临界滑裂面及其所对应的极限承载力。通过与实验结果以及与既有方法的对比分析发现：本计算方法更符合工程实际,而且就承载力而言,顶部加箍碎石桩的最优加箍深度约为4倍桩体直径。     

Influence of soil reinforcement on the uplift bearing capacity of a pre-stressed high-strength concrete pile embedded in clayey soil

This paper presents a field study on the uplift bearing capacity of a pre-stressed high-strength concrete (PHC) pile embedded in clayey soil, and on the soil around the PHC pile that was treated with cement paste. The PHC pile was inserted into a pile hole filled with cemented soil by its own weight (by gravity), and the soil compaction effect of a conventionally driven pile induced by the installation process was avoided. The test results showed that: the pile head displacement needed to fully mobilize the uplift bearing capacity of the test piles was about 0.1 D (pile diameter); the ultimate skin friction of the PHC pile–cemented soil interface was much larger than that of the cemented soil–soil interface; the PHC pile and the cemented soil around the pile behaved as an integral pile in the load transfer process; and the measured ultimate bearing capacity of the test piles was 0.91–0.94 times the American Petroleum Institute (API)’s proposed values for piles under compression and 0.79–0.80 times the values calculated with the effective stress method for piles under compression.