Finite Element Analysis to Two-Dimensional Nonlinear Sloshing Problems

A two-dimensional nonlinear sloshing problem is analyzed by means of the fully nonlinear theory and time domain second order theory of water waves. Liquid sloshing in a rectangular container subjected to a horizontal excitation is sim-ulated by the finite element method. Comparisons between the two theories are made based on their numerical results, It is found that good agreement is obtained for the case of small amplitude oscillation and obvious differences occur for large amplitude excitation. Even though, the second order solution can still exhibit typical nonlinear features of nonlinear wave and can be used instead of the fully nonlinear theory.     

Mitigation of Soil Liquefaction Using Stone Columns: An Experimental Investigation

The risk of liquefaction and associated ground deformation may be reduced by using various ground-improvement methods, including the stone column technique. To examine the effects of stone columns, a shaking table experimental study using four models (two containing saturated sand and two containing stone column composite foundations) was conducted to measure the development and dissipation of excess pore water pressure and the acceleration response during a simulated earthquake. The test results demonstrate that the effectiveness of stone columns for mitigation of soil liquefaction during an earthquake depends on the following three aspects: (1) the densification of the surrounding soils; (2) drainage along the stone column; and (3) reduction in the total cyclic shear stress of the soil (because the cyclic shear stress is partially shared by the stone column). The first factor (the densification of the surrounding soils) is the most prominent factor among these three. The drainage and re-distribution of the shear stress can only develop fully for sand ground with a considerably higher density; thus, the effectiveness of the last two factors are only significant for dense sand ground.     

Numerical Analyses of Caisson Breakwaters on Soft Foundations Under Wave Cyclic Loading

A caisson breakwater is built on soft foundations after replacing the upper soft layer with sand. This paper presents a dynamic finite element method to investigate the strength degradation and associated pore pressure development of the intercalated soft layer under wave cyclic loading. By combining the undrained shear strength with the empirical formula of overconsolidation clay produced by unloading and the development model of pore pressure, the dynamic degradation law that describes the undrained shear strength as a function of cycle number and stress level is derived. Based on the proposed dynamic degradation law and M-C yield criterion, a dynamic finite element method is numerically implemented to predict changes in undrained shear strength of the intercalated soft layer by using the general-purpose FEM software ABAQUS, and the accuracy of the method is verified. The effects of cycle number and amplitude of the wave force on the degradation of the undrained shear strength of the intercalated soft layer and the associated excess pore pressure response are investigated by analyzing an overall distribution and three typical sections underneath the breakwater. By comparing the undrained shear strength distributions obtained by the static method and the quasi-static method with the undrained shear strength distributions obtained by the dynamic finite element method in the three typical sections, the superiority of the dynamic finite element method in predicting changes in undrained shear strength is demonstrated.     

Physical Modeling of a Footing on Soft Soil Ground with Deep Cement Mixed Soil Columns under Vertical Loading

Deep cement mixing (DCM) technique is a deep in-situ stabilization technique by mixing cement powder or slurry with soft soils below the ground surface to improve their properties and behavior. Some of DCM treated soft soil grounds are approximately in a plane-strain condition; for example, a fill embankment on DCM improved ground. In this study, a plane-strain physical model was created with instrumentation and used to investigate the bearing capacity and failure mode of a soft soil improved by an end-bearing DCM column group. This study focuses on the observed wedge-shaped shear failure of the model ground and attempts to give an account of the failure. Two different methods are used to calculate the bearing capacity of the model ground, and the computed values are compared with the measured ones. It is found that the simple Brom's method gives a better estimate of the bearing capacity of the present model ground. It is also found that measured data of pore water pressures at different locations in the soft soil indicate coupling between failure of columns and consolidation of the soft soil. This study has presented the first time that a wedge-shaped block failure was observed for pattern of DCM treated soil ground.     

Numerical simulation of longitudinal settlement of shield tunnel in the coastal city Shanghai

Until now more than 14 subway lines are in operation and some new lines are being built in the coastal city Shanghai. The longitudinal settlement of shield tunnel has significant effect on the safety of the subway operation. In this paper, the deformation of the shield tunnel and the surrounding soil were analyzed by the establishment of a three-dimensional model. The vertical displacements of four paths (Path 1 is on the ground; Path 2 is at the top of the tunnel; Path 3 is in the middle of the tunnel; Path 4 is at the bottom of the tunnel) are affected by the nature of the soil. The horizontal displacement is smaller than the vertical displacement and horizontal displacement of the clay is larger than that of the sand. The distribution of the pore pressure changes with soil properties around the tunnel. The pore pressure of the sand layer is larger than that of the clay layer at the same depth of underlying soil.     

Study on the Long-term Settlement of Subway Tunnel in Soft Soil Area

The long-term settlement of a subway tunnel, especially the differential settlement affects the safe operation of the subway. In this article, the settlement of a subway tunnel was studied from the theoretical and numerical analyses based on the monitoring data. According to the monitoring data, the deformation of segments at different locations is different, and the deformation around a channel is larger than other places. The settlements of tunnel calculated by two theoretical methods are consistent with that obtained in the centrifuge model test. The numerical simulation indicates that the vertical displacement is much bigger than the horizontal displacement.     

波浪作用下埕岛海域海底土液化分区

根据埕岛海域表层沉积物特征,结合该区的波浪实测资料推算的波浪要素,利用动三轴实验得到研究区土体在循环荷载作用下孔隙水压力的增长与振动次数的关系,计算研究区内海底土层的液化可能性和液化所需的时间,并根据土体在不同水深情况下达到液化所需的时间对研究海域进行了液化分区。结果显示,7-8 m等深线之间的海底土体由于受到波浪破碎作用的影响,最易发生液化,液化影响深度也最深,自该海域向近岸和远海,液化可能性降低;土层埋深为2.5 m以浅时,研究区大部分区域液化可能性为高,而到埋深为4 m时土层液化可能性明显降低。     

大型储油罐基础非均匀沉降的有限元分析研究

以中石化仪征15万m3大型浮顶储油罐工程为例,研究了砂石褥垫层对大型储油罐基础的差异沉降的影响。根据行业标准《建筑地基处理技术规范》(JGJ79—2012)沉降公式计算以及有限元模拟计算,并结合现场实测数据,验证了有限元模拟分析的可行性,在此基础上进行了环墙内砂石垫层厚度及长度对差异沉降影响的扩展研究,为以后的类似工程项目设计施工提供了借鉴。     

广西近岸海域潮流数值模拟

采用有限元三角形网格的分步杂交方法,建立了广西近岸海域的二维潮流数值模型,计算值与实测资料符合较好。采用主要分潮组合输入,模拟了研究海域的平均潮潮流场。模拟结果表明:涨急时,潮流向为东北方向,最大涨潮流速为74cm/s左右;落急时,潮流向为西南方向,最大落潮流速约100cm/s,落潮流速大于涨潮流速。近岸区域潮流为往复流,离岸边越远潮流越接近旋转流。     

垂向二维潮流数值模型及其在长江口北槽的应用

应用变网格有限元方法，采用任意四边形等参单元，离散横向积分的Navier—Stokes方程，建立河口潮流垂向二维数学模型。应用此模型，对长江口北槽水域两个观测站的潮流水位、流速垂线分布和整个北槽潮流流速纵向分布进行了模拟。潮流水位、流速垂线分布的模拟值分别与观测站的实测值可以较为吻合，证明了本文模型的实用有效。模拟得到的涨急、落急时刻整个北槽潮流流速纵向分布给出了定性的结果。     

Numerical analysis of surcharge preloading consolidation of layered soils via distributed sand blankets

Abstract

Surcharge preloading consolidation of soft soils often implements a layer of fully arranged aggregate materials. The volume of drained water is abundant at the early stage of consolidation, but it reduces at middle and later stages, during which the fully arranged sand blanket will be a waste. In this investigation, a concept of distributed sand blankets is proposed to save aggregate materials. A series of finite element analyses have been performed on layered soils with distributed sand blankets. A mixed type of drainage boundary is assigned to a representative model, where a half sand blanket is perfectly pervious and a half width of soil among sand blankets is impervious. From parametric study, it has been found that a pave ratio between sand blankets and the total soil width can be selected in a range of 40%–60%, which will save aggregates by approximately 50% but cause an increase of consolidation time by less than 10%. For a fixed pave ratio, more evenly spaced sand strips with smaller width should be employed to optimize the design. The effectiveness of distributed sand blankets is not influenced by the anisotropy of hydraulic conductivity, elastic modulus, Poisson’s ratio, and thickness in multiple soil layers.     

Characteristics of Saturated Soft Clay in Dynamic Deformation

-This paper presents the research results of dynamic pore water pressure and the characteristics of dynamic deformation of saturated soft clay and the factors affecting the dynamic pore water pressure and dynamic deformation. Dynamic triaxial compression tests are carried out and the soil samples used in the tests are remoulded clay from the seabed of the Bohai Bay. The paper also deals with the dynamic deformation mechanism of saturated soft clay foundation without drain. A calculation model for permanent dynamic deformation of saturated soft clay foundation has been established.     

Prediction of Settlements of Soft Clay Subjected to Long-Term Dynamic Load

—Presented is the numerical analysis of settlements of soft soil by a 2-D dynamic effective stressFEM method.The model based on the results of cyclic triaxial tests on the reconstituted soft Ariake clay isused to predict the wave induced excess pore water pressure and residual strain of soft clay.The settle-ments of two types of breakwaters on the soft clay under ocean wave load,a low embankment subjected totraffic load and the tunnel surrounded by soft clay in Shanghai subjected to locomotive load are calculatedas examples.     

浅水区波浪非线性效应对砂质海床动力响应的影响

以广义Biot动力固结理论为基础,运用一阶椭圆余弦波和二阶Stokes波等非线性波浪理论考虑浅水区波浪荷载的非线性效应,在时域上采用有限元方法对非线性波浪力作用下饱和砂质海床的动力响应进行了数值求解,并与线性波浪作用下海床动力响应特性进行了对比分析。结果表明,随着波长与水深之比L／d及无量纲参数T(g/d)^1/2的增大,非线性波浪对海床动力响应的影响增大。与线性波浪理论相比,孔隙水压力与有效应力幅值的增大效应非常显著。因此在近海海洋建筑物设计与工程场地评价中,波浪力的非线性特性必须引起注意。     

有限元无限元接触单元耦合法在桶形基础结构与土壤相互作用分析中的应用

桶形基础受负压作用下沉时,基础与地基土体之间产生相互作用.为了合理地模拟2种不同材料之间的相互作用,将有限元、无限元、接触单元耦合的数值计算方法引入到桶形基础与土壤相互作用的强度分析中,并将用该方法得到的计算结果与模型试验比较.其中,接触单元考虑结构与土壤之间的错动滑移及拉裂;而无限元可有效地反映地基土体无限域的远场效应.     

波浪作用下孔隙海床-管线动力相互作用分析

波浪作用下海床中的孔隙水压力与有效应力是影响海底管线稳定性的主要因素。然而,在目前的海床响应分析中一般将管线假定为刚性,并不能合理地考虑海床与管线之间的相互作用效应,同时也没有考虑土体和管线加速度对海床动力响应的惯性影响,从而无法确定由此所引起的管线内应力。为此考虑管线的柔性,分别采用饱和孔隙介质的Biot动力固结理论和弹性动力学理论列出了海床与管线的控制方程,进而采用摩擦接触理论考虑海床与管线之间的相互作用效应,基于有限元方法建立了海床-管线相互作用的计算模型及其数值算法。通过变动参数对比计算讨论了管线几何尺寸、海床土性参数对波浪所引起的管线周围海床孔隙水压力和管线内应力的影响。     

Numerical Analysis of Seismic Performance of Embankment Supported by Micropiles

This paper presents a numerical model of the seismic behavior for the embankment constructed on micropile composite foundation. The effect of micropiles on soil reinforcement under static and seismic loading was studied. Embankments on the untreated and treated soil by micropiles were numerically simulated using an axisymmetric elastoplastic large deformation finite-element analysis code. The displacement caused by embankment static loading and acceleration of the embankment caused by seismic loading were calculated and compared. It was shown that micropiles can greatly reduce the settlement of the embankment and mitigate seismic response of the embankment. The main objective of this paper is to present a numerical model and to investigate the seismic behavior of micropile foundations subjected to seismic loading. A series of numerical simulations and parametric studies are presented.     

Numerical Analysis of Seismic Dynamic Response of Saturated Porous Seabed Around a Buried Pipeline

The stability of submarine pipelines has been extensively studied by coastal engineers in recent years. Seismic-induced pore pressure and effective stresses in the saturated porous seabed and pipeline are the main important factors in the analysis of foundation stability around submarine pipelines. The majority research of the seismic-induced dynamic response around an offshore pipeline has been limited to two-dimension cases. In this paper, a three-dimensional finite element model including buried pipeline is established by extending DYNE3WAC. Based on the proposed numerical model, a parametric study is conducted to examine the effects of soil characteristics and pipeline configurations on the seismic-induced soil response around offshore pipelines.     

地下气库(LPG)洞室围岩稳定性数值分析

地下气库的围岩稳定性关系到地下气库的安全与使用。影响地下洞室稳定的因素很多,解析法虽然可以得到精确解,但是只能针对圆形洞室。而数值计算方法可以计算各种情况下围岩的应力、变形、塑性分布等情况。利用有限元分析软件分析了洞室形状对围岩稳定性的影响,确定了合理的洞形;讨论了围岩应力应变随深度的变化规律,以及不同的支护类型对围岩变形的影响,确定了经济合理的支护类型。最终为该地质条件下的洞室围岩稳定设计提供了依据。     

考虑蠕变特性的斜坡堤软土地基变形数值分析

目前在防波堤设计和施工中,较少考虑软粘土的蠕变特性对软土地基长期变形的影响.为准确预测斜坡堤软土地基的变形水平,研究采用Plaxis二维有限元程序,利用不考虑蠕变的摩尔-库仑模型和能反映土体时间效应的软土蠕变模型,模拟某斜坡堤地基软土层施工期和工后的地基变形过程,对比分析了两种不同模型的计算结果,表明由软土蠕变模型得到...