Lower bound solutions for uplift capacity of strip anchors adjacent to sloping ground in clay

Numerical solutions have been obtained for the vertical uplift capacity of strip plate anchors embedded adjacent to sloping ground in fully cohesive soil under undrained condition. The analysis was performed using finite element lower bound limit analysis with second-order conic optimization technique. The effect of anchor edge distance from the crest of slope, angle and height of slope, normalized overburden pressure due to soil self-weight, and embedded depth of anchor on the uplift capacity has been examined. A nondimensional uplift factor defined as F_cγ owing to the combined contribution of soil cohesion (c_u), and soil unit weight (γ) is used for expressing the uplift capacity. For an anchor buried near to a sloping ground, the ultimate uplift capacity is dependent on either pullout failure of anchor or overall slope failure. The magnitude of F_cγ has been found to increase with an increase in the normalized overburden pressure up to a certain maximum value, beyond which either the behavior of anchor transfers from shallow to deep anchor or overall slope failure occurs.     

Surcharge preloading consolidation of reclaimed land with distributed sand caps

Abstract

For land reclamation using the conventional surcharge preloading method, a sand cap layer is often fully placed at the ground surface of ultra-soft compressible estuary or marine clays. A novel strategy of distributed sand caps is proposed to save cost associated with sand materials. At an early stage of consolidation, the drainage capacity of distributed sand caps is less than the drainage demand, whereas at a later stage, the capacity exceeds the demand. Hence, the overall drainage capacity of distributed sand caps is equivalent to the drainage demand. A numerical model is developed to study the effectiveness of the proposed technique, and calculations are compared against theoretical solutions. A parametric study is conducted to optimize design parameters. It has been found that distributed sand caps should be uniformly placed with a size of 3% of the total width and a spacing of 1 times the size, such that sand materials can be saved by up to 50% without compromising the consolidation efficiency (an increase of consolidation time by less than 5%). The use of distributed sand caps will be effective regardless of soil properties, including hydraulic conductivity, elastic modulus and Poisson’s ratio.     

Modeling of embankment beneath marine deposited soft sensitive clays considering straightforward creep degradation

Abstract

One method straightforwardly describing the creep degradation behavior of soft marine clay is proposed and applied to the embankment modeling. Based on the experimental phenomena, the evolution of creep coefficient of soft structured clay is identified comparing with reconstituted clay, and formulated using the creep coefficient of reconstituted clay and a creep-based structure parameter relating to the inter-particle bonding. The contributions of inter-particle bonding and debonding to creep coefficient are thus considered and the creep degradation behavior is then captured straightforwardly. The creep coefficient is extended to 3D and incorporated into a newly developed elasto-viscoplastic model to describe the creep degradation in a direct way. Based on the correlations, the liquid limit is adopted as the viscosity related input parameter. The model is derived using Newton–Raphson algorithm and implemented into a Finite Element code for coupled consolidation analysis. The general applicability on creep degradation of the model is validated by simulating 1D creep, 1D CRS (constant strain rate) and 3D undrained creep tests. Finally, the enhanced model considering creep degradation is applied and validated by simulating one test embankment and one test fill on marine deposited soft sensitive clays.     

地震与波浪联合作用下海洋平台动力特性分析

主要针对地震与波浪联合作用下空间导管架式海洋平台结构的动力响应特性进行研究。以春晓平台结构为例,利用ANSYS程序进行了动力响应的数值计算,分析中考虑了地震设防烈度、风浪条件及场地土类型等因素对结构响应的影响,并与地震单独作用下的结构响应进行了对比。分析结果表明,抗震设防烈度较低、中等及较大风浪条件下对海洋平台结构进行抗震分析时有必要考虑地震与波浪的联合作用。     

安全叠接管节点在低周循环载荷下的破坏模式研究

采用实验和数值模拟方法研究了一种新型海洋平台管节点在地震载荷下的响应和破坏情况。采用拟静态循环加载模拟地震载荷 ,对真实尺寸的试件进行实验 ,研究局部屈曲和裂纹等对管接点抗震性能的影响。能量分析表明 ,发生在斜支管中的局部屈曲消耗了大部分输入能量。与现在使用的N型管节点相比 ,该新型管节点有较好的抗震性能。采用有限元数值模拟方法分析比较了不同尺寸配置下 ,该型管节点的响应曲线     

单向荷载作用下海上风机多桶基础承载特性数值分析

作为一种新型的深水海上基础型式,桶形基础在海上风机设施设计与建设中逐步得到了发展和应用。以三桶基础为例,采用大型有限元软件ABAQUS对海上风机多桶基础的承载特性进行了三维有限元数值分析。根据海上风机的荷载受力特点,分别探讨了三桶基础在竖向荷载、水平荷载和力矩作用下的极限承载力,得出荷载作用方向及桶间距对极限承载力的影响程度,研究成果为复合加载模式下海上风机多桶基础的承载特性分析奠定了基础。     

海洋平台T型相贯节点抗火性能研究

利用有限元软件ABAQUS计算海洋平台T型相贯节点在火灾作用下的极限承载力,并对T型相贯节点进行火灾作用下的抗火性能及节点在降温段的力学性能分析,得出在不同火灾温度下节点的极限承载力.同时对计算结果进行了分析比较,通过参数分析,得到了T型相贯节点在火灾作用下节点极限承载力的变化规律.     

正压冲固平台结构分析中基础边界条件的影响

正压冲固平台是一种采用短桩加固基础的新型海洋采油平台,对于这种新型的平台结构,在结构分析和构件强度校核中必须考虑其有限元模型的基础边界条件处理问题。本文提出了正压冲固平台有限元计算模型中基础边界条件的一种简化方法,将两个水平方向的扭转自由度简化为扭转弹簧边界元,其余自由度简化为固定约束。通过计算分析得到了不同的边界约束刚度系数的取值对平台总体位移和强度校核应力的影响及变化趋势。结论是,平台结构对约束刚度系数K的反应在10^4～10^4之间时比较明显,对K的敏感度最为强烈：在此范围之外,平台反应分别接近于简支约束情况和刚性约束情况。尤其对于接近约束边界的单元,其应力变化最敏感。     

A Model for Loadout Analysis and Its Programming Implementation

- In this paper, the authors use the finite element method to conduct a special static analysis for the loadout procedure of offshore structures. By introducing a variable Xmove (the distance between the relative coordinate system fixed in the moving upper structure and the absolute coordinate system fixed on slideway), adopting substructure to treat the upper structure, and using the elastic foundation beam to model the slideway, the model for the analysis of the loadoul procedure is established. On the basis of this model, DASOS-J loadout program, a program system for the static analysis of loadout offshore structures, is also developed.     

Response and capacity of monopod caisson foundation under eccentric lateral loads

Monopod caisson foundation is a viable alternative for supporting offshore wind turbines located at shallow water depths. This foundation system has to resist overturning moment generated due to resultant lateral load, arising from wind and water wave action, that can act at any loading height above the seabed. This paper presents results of a numerical investigation performed to determine the influence of loading height, caisson geometry and superstructure load on the ultimate lateral capacity, initial stiffness, and soil failure zone of the foundation, when installed in very dense sand. Both the ultimate and serviceable states of the caisson foundation obtained from the analyses are represented in terms of envelopes plotted between lateral load and overturning moment. Simplified expressions, which take into account the influence of caisson geometry, loading height, and soil properties, are also presented to serve as a preliminary base for design of the monopod caisson foundation.     

Lateral and consolidation behaviors of seabed-type breakwater for very soft ground

A seabed-type of breakwater applicable to very soft ground without the need for soil improvement is newly developed. This type of soft-ground breakwater is expected to ensure sufficient lateral resistance and prevent excessive consolidation settlement due to self-weight of the breakwater. In this paper, lateral and consolidation behaviors of soft-ground breakwater were investigated by performing model tests and finite element simulations. The results revealed that the bottom wall and buoyant box, which are the main features of soft-ground breakwater, contribute to the increase in lateral resistance and to the control of the consolidation settlements, respectively, and that Terzaghi's consolidation theory could be conservatively adopted in deriving the consolidation settlements of soft-ground breakwater proposed herein.     

Linear and nonlinear irregular waves and forces in a numerical wave tank

A time-domain higher-order boundary element scheme was utilized to simulate the linear and nonlinear irregular waves and diffractions due to a structure. Upon the second-order irregular waves with four Airy wave components being fed through the inflow boundary, the fully nonlinear boundary problem was solved in a time-marching scheme. The open boundary was modeled by combining an absorbing beach and the stretching technique. The proposed numerical scheme was verified by simulating the linear regular and irregular waves. The scheme was further applied to compute the linear and nonlinear irregular wave diffraction forces acting on a vertical truncated circular cylinder. The nonlinear results were also verified by checking the accuracy of the nonlinear simulation.     

Analysis of Collision Protection for Ocean and Offshore Structures

1 .Introduction Many accidents of ocean and offshore structuresinvolve impact loadings .Some famous ship colli-sion cases arethe Tj rn Bridge (Sweden) ,the West Bridge of the Great Belt Link (Denmark) andtheMaracaibo Bridge (Venezuela) . Most studies usedthe Hertzian contact law(Zukaset al .,1982) tocalculate the impact force and analyze structures subjectedtoimpact loadings .Other alternative meth-ods such as the spring-dashpot and momentumbalance methods utilizedthe coefficient of rest…     

海上风电场高桩承台群桩基础平台的设计研究

针对国内海上风电基础设计没有统一的规范及标准,为提升海上风电基础设计建设的水平,通过对东南沿海某海域海上风电基础的设计进行了有限元计算分析论证,验证了群桩高承台结构设计方案的设计方法和设计参数。分析结果表明该设计的最大应力主要发生在塔筒底座与承台接触部位及钢管桩与承台连接段,应在连接部位加强措施处理;基础竖直位移较小,水平位移相对较大;分界部位应力较集中,刚度不能顺畅过渡,可考虑填充碎石土等方法加强。本研究对海上风电基础设计技术的研究与探索,可为将来制定中国海上风电行业标准提供可靠的依据,对中国未来大批量的海上风电能源的开发有着重要意义。     

海底管线上波浪力的大涡模拟及三步有限元数值模拟

应用三步有限元法结合大涡模拟方法(LES)离散非定常不可压流动的Navier-Stokes方程,模拟了波浪场中海底管线周围流场及其受力情况,并把数值模拟的结果与物理实验的实测结果进行了比较,两者符合较好。为了检验三维效应的影响,同时进行了二维和三维流场的数值模拟。     

Model Simplification and Parameter Modification for Offshore Platforms Using Experiment Data

- In this paper, a computation method has been developed so as to compare the finite element method (FEM) with the test results directly. The structure is divided into the "master" and "slave" degrees of freedom. The simplified model can be obtained with modal reduction. Then the design sensitivity analysis of the eigenvalues and eigenvectors has been carried out using the modal frequency and modal shape of the test. A two-story frame structure and a jacket model structure have been calculated. Meanwhile, the modified coefficient, the FEM computational and experimental values have been given. It has been shown that the FEM model modified using the test modal value is efficient.     

A method analyzing deformation of anchor foundations in soft clay under static and cyclic loads

The paper presents a constitutive model to describe undrained cyclic stress-strain responses of soft clays based on the equivalent visco-elastic and creep theories. The hysteretic and nonlinear stress-strain responses of soft clays are described using the equivalent visco-elastic relationship and variations of the cyclic modulus and the damping ratio with the octahedral shear strain, respectively in the model. The cyclic accumulative strain is described using the Mises creeping potential function and the associated flow rule. The method determining the model parameters is given by static and cyclic triaxial tests. The finite element method to analyze deformation of anchor foundation in soft clay under static and cyclic loads is developed based on the model. For the method, a cyclic loading time history is divided into a series of incremental loading sub-processes which include one load cycle at least. The cyclic stress-strain responses of soil elements at any time are not tracked in detail and determined by the equivalent visco-elastic calculations for every loading sub-process. The accumulative deformation of anchor foundations is calculated using the initial strain algorithm. The method has been implemented in ABAQUS Software by developing interface programs. Model tests of the suction anchors are conducted and predicted using the method. Comparisons of predicted and model test results show that the method can be used to evaluate cyclic stability and reveal the failure process and mechanism of anchor foundations by analyzing deformation time-histories.     

Stress Analysis and Optimum Design of PDC Die for Offshore Drilling Engineering

The maximum internal tangential stress is a critical parameter for the design of the PDC （polycrystalline diamond compact） die that has been widely applied to offshore oil drilling. A new simple equation for the calculation of the stress is developed, and verified by the test data from Kingdream Corp. of China, the largest bit Company in China. An opti- mum method for the design of the PDC die is presented and demonstrated in detail, and software for the design and FEM analysis of the die is developed on the basis of the method. This software has been used in oil industry in recent years.     

考虑土骨架加速度效应的海床动力反应及其影响因素分析

由Biot二维广义动力固结理论的形式基本控制方程出发,忽略孔隙流体的加速度,提出了饱和海床动力反应的时域有限元数值解法.联立静力平衡条件和Biot固结方程的退化法所得到的数值解可视为其特例.在比较算例中,退化法得到的超静孔压和有效应力幅值沿海床深度的分布与解析解一致.一般情况下,土骨架的加速度对海床的有效应力和超静孔压影响很小,控制方程可以退化为Biot理论.成层海床上部的粗砂层不会使超静孔压幅值在海床表面下较浅的深度内迅速衰减,难以改变海床的瞬时循环液化深度.     

深水潜标的耐压计算与变形分析

深海观测潜标是一种深海观测仪器设备,用于深海底部的环境观测和研究。深海潜标设计的难点之一是潜标壳体的结构设计、耐压计算及材料选择。在初步设计的基础上,利用abaqus软件,采用有限元方法,计算出额定外压下壳体的形变,并进行了额定外压下的失稳计算,计算了壳体在高压环境下的体积和浮力变化。通过计算结果的分析比较,选择了合适的材料,设计出满足强度要求的壳体。