直接基于单元平衡的变截面梁反应分析方法

固定形状的单元位移插值函数不能合理地近似变截面梁内部的位移变化,从而影响了传统梁单元用于计算变截面梁的精度.采用直接基于单元平衡的思想给出了计算变截面梁反应的有限元方法,解决了单元位移插值函数局限性所带来的问题.导出了变截面梁单元的单元刚度矩阵、单元等效节点荷载和单元一致质量矩阵.在此基础上,利用编制的程序进行了算例验证与分析.算例验证了本文理论的正确性,表明本文方法具有很高的计算精度.     

瞬态热传导问题的无网格法快速求解算法研究

为了提高基于Galerkin弱积分形式的无网格方法求解瞬态热传导问题的计算效率,提出了两种方案:第一种方案在空间离散上采用基于任意凸多边形节点影响域的无网格形函数,并通过选取适当的节点影响半径因子,使背景网格内的积分点仅对该背景网格内的无网格节点有贡献,从而避免了节点搜索问题,减少了系统刚度矩阵的带宽,且当节点影响半径因子为1.01时,无网格方法的形函数近似具有插值特性;第二种方案在求解线性方程组时,引入质量矩阵集中技术,从而避免了系统方程组的求解.二维矩形区域、二维圆形区域的瞬态热传导数值算例结果表明:在保证计算精度的同时,采用任意多边形节点影响域的无网格方法比传统无网格方法的计算时间至少节省44.09%,采用质量矩阵集中技术的无网格方法比传统无网格方法的计算时间至少节省76.15%,且当节点影响半径因子为1.01时,其本质边界条件的施加和有限元方法一样简单;由于采用质量矩阵集中技术的无网格方法比采用任意多边形节点影响域的无网格方法精度较低,因此如仅从计算效率考虑,对精度要求不是很高(误差在5%以内),建议采用质量矩阵集中技术,如同时考虑计算精度和效率,建议采用多边形节点影响域的技术.     

可带铰空间梁单元几何非线性分析的随转坐标法

为了降低可带铰空间梁单元切线刚度矩阵的运算量、提高非线性计算精度,本文首先通过建立单元随转坐标系得到扣除刚体位移后结构变形与总位移之间的关系,进而基于场一致性原则导出空间梁单元的几何非线性单元切线刚度矩阵,并在此基础上根据带铰梁端弯矩为零的受力特征得到考虑梁端带铰的单元切线刚度矩阵表达式。该方法利用随转坐标系下除单元轴向相对位移外的其余五个线位移均为零的特点,降低了计算单元切线刚度矩阵所需的相关矩阵阶次,因此减少了运算量。对对角点受拉铰接的方棱形框架进行计算,得出本文结果与解析解的最大误差为0.226%;对45°弯梁和带铰平面结构的空间受力进行计算,得出前者与已有文献提供的解非常接近,误差为0.027%～2.394%,后者与 ANSYS 计算结果的最大误差为1.082%,表明本文算法具有良好的精度。     

建立基于力的变截面梁单元质量矩阵的新方法

基于位移的有限梁单元中三次Hermite插值函数不能有效地描述变截面梁单元内部位移变化,只能通过加密网格增加单元数解决,会造成计算量增大。基于力的有限梁单元由于使用的力插值函数不受截面形状变化的影响,在处理变截面梁时有很大优势,可以得到精确的位移插值函数,利用较少的单元可以达到很高的精度,解决了基于位移的有限梁单元在处理变截面梁时的不足。本文得到了考虑剪切变形的位移插值函数和考虑转动惯量的一致质量矩阵。利用算例验证了本文理论的正确性和高效性。     

基于高阶梁理论的功能梯度材料自由振动分析

本文基于一种新型的高阶梁理论,研究了功能梯度材料梁的自由振动问题.首先对该新型高阶梁理论进行了介绍,然后对该理论进行了有限元实现,井利用Hamilton原理推导得到了离散的动力学平衡方程,构造了2节点8自由度的C1型高阶梁单元.参照文献作了均质悬臂梁的模态分析,验证了该梁单元的精度.然后利用该单元进行功能梯度梁的模态分...     

自适应一致性高阶无单元伽辽金法

近来提出的一致性高阶无单元伽辽金法通过导数修正技术大幅度减少了所需积分点数目,并能够精确地通过线性和二次分片试验,显著改善标准无单元伽辽金法的计算效率、精度和收敛性.本文在此基础之上,充分利用无单元法易于在局部区域添加节点的优势,发展了一致性高阶无单元伽辽金法的h型自适应分析方法.根据应变能密度梯度该方法自适应地确定需节点加密的区域,基于背景积分网格的局部多层细化要求生成新的计算节点,同时考虑了节点分布由密到疏渐进过渡的情形.采用相邻两次计算的应变能的相对误差作为自适应过程的停止准则,将所发展自适应无网格法应用于由几何外形、边界外载和体力等因素造成的应力集中问题的计算分析.数值结果表明,所发展方法能够自适应地对高应力梯度区域进行节点加密,自动给出合理的计算节点分布.与已有的标准无网格法的自适应分析相比,所发展方法在计算效率、精度和应力场光滑性等方面均展现出显著优势.与采用节点均匀分布的一致性高阶无单元伽辽金法相比,它大幅度地减少了计算节点数目,有效提高了一致性高阶无单元伽辽金法在分析应力集中等存在局部高梯度问题时的计算效率和求解精度.     

变截面Timoshenko梁的单元刚度矩阵

变截面构件在工程中应用广泛,在对变截面梁进行数值计算时,需要建立变截面梁单元的刚度矩阵。该文采用势能驻值原理,考虑了轴力引起的几何非线性和剪切变形的影响,将梁截面刚度的变化率作为小量,得到了近似到二阶的单元刚度矩阵。在构造位移模式时,从梁的微分平衡方程出发,得到同样近似到二阶、分别以三次和五次多项式表示的剪切和弯曲位移模式。该文还证明了单元刚度矩阵的奇异性,给出了轴压刚度的表达式,定量论证了与某些精确解的误差,表明在一定范围内,该文的结果具有足够的精度。最后以一个计算实例说明该文的单元刚度矩阵具有较快的收敛性。     

薄板弯曲分析的高阶高效无网格法

与传统有限元法相比,无网格法具有节点形函数高度光滑、易于形成高阶近似等优势,更适合于以薄板弯曲问题为代表的高阶偏微分方程的数值求解。然而,高阶无网格法的形函数是非多项式的有理函数,导致弱形式的区域积分难以得到精确计算,通常采用的高阶高斯积分方法需使用大量积分点,计算效率低且精度不高。本文针对薄板弯曲问题的高阶（三阶）无网格法分析,首次发展了与该高阶近似相一致的曲率光顺方案,并基于背景三角形积分单元建立了相应的数值积分格式,大幅度减少了所需的积分点数目。所发展方法的关键在于计算刚度阵所需的形函数的二阶导数由形函数及其一阶导数通过散度定理确定,而非对形函数直接求导获得。数值结果表明,基于标准的高斯积分方案的高阶无网格法精度不高,不能精确再现纯弯曲和线性弯曲模式,且得到的弯矩场分布存在严重的虚假数值振荡。而本文所建议的基于曲率光顺方案的高阶无网格法能够方便高效地求解薄板弯曲问题,尤其是它能精确反映纯弯曲和线性弯曲模式。与标准的高斯积分方法和目前主流的常曲率光顺方法相比,本文方法在计算效率、精度、弯矩分布等方面均展现出显著优势,因而具有较好的应用价值。     

改进的平均源边界节点法模拟平面位势问题

平均源边界节点法ASBNM是一种最近提出的边界型无网格法。该方法仅使用边界节点不涉及任何单元和积分的概念,具有方法简单和程序设计容易等特点。但是,对于依赖于边界积分方程的边界型无网格法,关键问题是如何准确高效地估计影响矩阵的对角元。本文提出直接计算影响矩阵对角元的方法,是已有ASBNM法的改进,将对角元的计算转化为一个纯几何问题,因此适用于任何二维边值问题。数值算例证明了本文方法的有效性和准确性。     

基于三角网格的四阶Hermite型对流守恒格式

提出一种基于三角网格的求解双曲对流方程的高阶守恒型格式.该格式首先在每个三角单元上重构二元三次Hermite插值多项式,以当前时刻单元节点处解的函数值、一阶空间导数值和该单元的积分平均值为插值条件.然后,利用Semi-Lagrange方法得到单元节点处的下一时刻解的函数值及导数值,而下一时刻的解的单元积分平均值由有限体积方法得到.本文所提出的格式将原始CIP方法从结构网格推广到非结构网格上,使得CIP方法能灵活地用于处理复杂边界问题.该格式为显式紧致格式,计算简单且易于实现.数值实验表明,该格式对于光滑解问题能达到四阶空间精度,而对于非光滑解问题能准确地捕捉激波的位置,改进了原始CIP格式的不守恒性.     

Finite element mass matrix lumping by numerical integration with no convergence rate loss

Using numerical integration in the formation of the finite element mass matrix and placing the movable nodes at integration points causes it to become lumped or diagonal (block diagonal) with the optimal rate of energy convergence retained.     

A finite wavelet domain method for wave propagation analysis in thick laminated composite and sandwich plates

An efficient numerical method is developed for the simulation of three dimensional transient dynamic response in thick laminated composite and sandwich plate structures involving very high frequencies and wave numbers. The proposed method incorporates Daubechies wavelet scaling functions for the interpolation of the in-plane displacements with a Galerkin formulation. It further explores the orthonormality and compact support of wavelet scaling functions to produce near diagonal consistent mass matrices and banded stiffness matrices. Hence, an uncoupled equivalent discrete spatial dynamic system is formulated, synthesized and rapidly solved in the wavelet domain using an explicit time integration scheme. The in-plane wavelet interpolation is further combined with an efficient high order layerwise laminate plate theory, that implements Hermite cubic splines for the through-the-thickness approximation of displacement fields. Numerical results are presented on the prediction of guided waves in laminated and thick sandwich composite plates and compared with respective solutions obtained by analytical, semi-analytical and time domain spectral element models. The method yielded higher convergence rates and substantial reductions in computational effort compared to respective time domain spectral finite elements.     

A finite element beam model including cross-section distortion in the absolute nodal coordinate formulation

A new class of beam finite elements is proposed in a three-dimensional fully parameterized absolute nodal coordinate formulation, in which the distortion of the beam cross section can be characterized. The linear, second-order, third-order, and fourth-order models of beam cross section are proposed based on the Pascal triangle polynomials. It is shown that Poisson locking can be eliminated with the proposed higher-order beam models, and the warping displacement of a square beam is well described in the fourth-order beam model. The accuracy of the proposed beam elements and the influence of cross-section distortion on structure deformation and dynamics are examined through several numerical examples. We find that the proposed higher-order models can capture more accurately the structure deformation such as cross-section distortion including warping, compared to the existing beam models in the absolute nodal coordinate formulation.     

A semi-analytical method with a system of decoupled ordinary differential equations for three-dimensional elastostatic problems

In this paper, a new semi-analytical method is presented for modeling of three-dimensional (3D) elastostatic problems. For this purpose, the domain boundary of the problem is discretized by specific subparametric elements, in which higher-order Chebyshev mapping functions as well as special shape functions are used. For the shape functions, the property of Kronecker Delta is satisfied for displacement function and its derivatives, simultaneously. Furthermore, the first derivatives of shape functions are assigned to zero at any given node. Employing the weighted residual method and implementing Clenshaw–Curtis quadrature, coefficient matrices of equations’ system are converted into diagonal ones, which results in a set of decoupled ordinary differential equations for solving the whole system. In other words, the governing differential equation for each degree of freedom (DOF) becomes independent from other DOFs of the domain. To evaluate the efficiency and accuracy of the proposed method, which is called Decoupled Scaled Boundary Finite Element Method (DSBFEM), four benchmark problems of 3D elastostatics are examined using a few numbers of DOFs. The numerical results of the DSBFEM present very good agreement with the results of available analytical solutions.     

An improved dynamic model for a silicone material beam with large deformation

Dynamic modeling for incompressible hyperelastic materials with large deformation is an important issue in biomimetic applications. The previously proposed lower-order fully parameterized absolute nodal coordinate formulation (ANCF) beam element employs cubic interpolation in the longitudinal direction and linear interpolation in the transverse direction, whereas it cannot accurately describe the large bending deformation. On this account, a novel modeling method for studying the dynamic behavior of nonlinear materials is proposed in this paper. In this formulation, a higher-order beam element characterized by quadratic interpolation in the transverse directions is used in this investigation. Based on the Yeoh model and volumetric energy penalty function, the nonlinear elastic force matrices are derived within the ANCF framework. The feasibility and availability of the Yeoh model are verified through static experiment of nonlinear incompressible materials. Furthermore, dynamic simulation of a silicone cantilever beam under the gravity force is implemented to validate the superiority of the higher-order beam element. The simulation results obtained based on the Yeoh model by employing three different ANCF beam elements are compared with the result achieved from a commercial finite element package as the reference result. It is found that the results acquired utilizing a higher-order beam element are in good agreement with the reference results, while the results obtained using a lower-order beam element are different from the reference results. In addition, the stiffening problem caused by volumetric locking can be resolved effectively by applying a higher-order beam element. It is concluded that the proposed higher-order beam element formulation has satisfying accuracy in simulating dynamic motion process of the silicone beam.     

两类基于局部标架梁单元的闭锁缓解方法

对于大转动、大变形柔性体的刚柔耦合动力学问题,基于李群SE(3)局部标架(local frame formulation,LFF)的建模方法能够规避刚体运动带来的几何非线性问题,离散数值模型中广义质量矩阵与切线刚度矩阵满足刚体变换的不变性,可明显地提高柔性多体系统动力学问题的计算效率.有限元方法中,闭锁问题是导致单元收...     

Dynamic finite element with diagonalized consistent mass matrix and elastic-plastic impact calculation

There are some common difficulties encountered in elastic-plastic impact codes such as EPIC^[1,2], NONSAP^[3] etc. Most of these codes use the simple linear functions usually taken from static problems to represent the displacement components. In such finite element formulation, the strain and stress components are constants in every element. In the equations of motion, the stress components in general appear in the form of their space derivatives. Thus, if we use such form functions to represent the displacement components, the effect of internal stresses to the equations of motion vanishes identically. The usual practice to overcome such difficulties is to establish as self-equilibrium system of internal forces acting on various nodal points by means of transforming equations of motion into variational form of energy relation through the application of virtual displacement principle. The nodal acceleration is then calculated from the total force acting on this node from all the neighbouring elements. The transformation of virtual displacement principle into the variational energy form is performed on the bases of continuity conditions of stress and displacement throughout the integrated space. That is to say, on the interface boundary of finite element, the assumed displacement and stress functions should be conformed. However, it is easily seen that, for linear form function of finite element calculation, the displacement continues everywhere, but not the stress components. Thus, the convergence of such kind of finite element computation is open to question. This kind of treatment has never been justified even in approximation sense. Furthermore, the calculation of nodal points needs a rule to calculate the mass matrix. There are two ways to establish mass matrix, namely lumped mass method and consistent mass method [4]. The consistent mass matrix can be obtained naturally through finite element formulation, which is consistent to the assumed form functions. However, the resulting consistent mass matrix is not in diagonalized form, which is inconvenient for numerical computation. For most codes, the lumped mass matrix is used, and in this case, the element mass is distributed in certain assumed proportions to all the nodal points of this element. The lumped mass matrix is diagonalized with diagonal terms composed of the nodal mass. However, the lumped mass assumption has never been justified. All these difficulties are originated from the simple linear form functions usually used in static problems.In this paper, we introduce a new quadratic form function for elastic-plastic impact problems. This quadratic form function possesses diagonalized consistent mass matrix, and non-vanishing effect of internal stress to the equations of motion. Thus with this kind of dynamic finite element, all above-said difficulties can be eliminated.     

Refined Series Methodology for the Fully Coupled Thin-Walled Laminated Beams Considering Foundation Effects

The refined power series solutions are presented for the coupled static analysis of thin-walled laminated beams resting on elastic foundation. For this purpose, the elastic strain energy considering the material and structural coupling effects and the energy including the foundation effects are constructed. The equilibrium equations and the force-displacement relationships are derived from the extended Hamilton's principle, and the explicit expressions for displacement parameters are presented based on power series expansions of displacement components. Finally, the member stiffness matrix is determined by using the force-displacement relationships. For comparison, the finite element model based on the Hermite cubic interpolation polynomial is presented. In order to verify the accuracy and the superiority of the laminated beam element developed by this study, the numerical solutions are presented and compared with results obtained from the regular finite beam elements and the ABAQUS's shell elements. The influences of the fiber angle change and the boundary conditions on the coupled behavior of laminated beams with mono-symmetric I-sections are investigated.