基于赫林格?赖斯纳变分原理的一致高效无网格本质边界条件施加方法

无网格法具有高阶连续光滑的形函数, 在结构分析中呈现出显著的精度优势. 但无网格形函数在节点处一般没有插值性, 导致伽辽金无网格法难以直接施加本质边界条件. 采用变分一致尼兹法施加边界条件的数值解具有良好的收敛性和稳定性, 因而得到了非常广泛的应用, 然而该方法仍然需要引入人工参数来保证算法的稳定性. 本文以赫林格?赖斯纳变分原理为基础, 建立了一种变分一致的本质边界条件施加方法. 该方法采用混合离散近似赫林格?赖斯纳变分原理弱形式中的位移和应力, 其中位移采用传统无网格形函数进行离散, 而应力则在背景积分单元中近似为相应阶次的多项式. 此时的无网格离散方程可视为一种新型的尼兹法施加本质边界条件, 其中修正变分项采用再生光滑梯度和无网格形函数进行混合离散, 稳定项则内嵌于赫林格?赖斯纳变分原理弱形式中, 无需额外增加稳定项, 消除了对人工参数的依赖性. 该方法无需计算复杂耗时的形函数导数, 并满足积分约束条件, 保证了数值求解的精度. 数值结果表明, 所提方法能够保证伽辽金无网格法的计算精度最优误差收敛率, 与传统的尼兹法相比明显提高了计算效率.      

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.     

薄板分析的线性基梯度光滑伽辽金无网格法

薄板问题的控制方程为四阶微分方程,因而当采用伽辽金法进行分析时,形函数需要满足C$^{1}$连续性要求,且至少使用二次基函数才能保证方法的收敛性.无网格形函数虽然易于满足C$^{1}$连续性要求,但由于不是多项式,其二阶导数的计算较为复杂耗时,同时也对刚度矩阵的数值积分提出了更高的要求.本文提出了一种薄板分析的线性基梯度光滑伽辽金无网格法,该方法的基础是线性基无网格形函数的光滑梯度.在梯度光滑构造的理论框架内,无网格形函数的二阶光滑梯度可以表示为形函数一阶梯度的线性组合,因而可以提高形函数二阶梯度的计算效率.分析表明,线性基无网格形函数的光滑梯度不仅满足其固有的线性梯度一致性条件,还满足本属于二次基函数对应的额外高阶一致性条件,因此能够恰当地运用到薄板结构的伽辽金分析.此外,插值误差分析也很好地验证了线性基无网格光滑梯度的收敛特性.算例结果进一步表明,线性基梯度光滑伽辽金无网格法的收敛率与传统二次基伽辽金无网格法相当,但精度更高,同时刚度矩阵所需的高斯积分点数明显减少.      

薄板分析的线性基梯度光滑伽辽金无网格法

薄板问题的控制方程为四阶微分方程,因而当采用伽辽金法进行分析时,形函数需要满足C~1连续性要求,且至少使用二次基函数才能保证方法的收敛性.无网格形函数虽然易于满足C~1连续性要求,但由于不是多项式,其二阶导数的计算较为复杂耗时,同时也对刚度矩阵的数值积分提出了更高的要求.本文提出了一种薄板分析的线性基梯度光滑伽辽金无网格法,该方法的基础是线性基无网格形函数的光滑梯度.在梯度光滑构造的理论框架内,无网格形函数的二阶光滑梯度可以表示为形函数一阶梯度的线性组合,因而可以提高形函数二阶梯度的计算效率.分析表明,线性基无网格形函数的光滑梯度不仅满足其固有的线性梯度一致性条件,还满足本属于二次基函数对应的额外高阶一致性条件,因此能够恰当地运用到薄板结构的伽辽金分析.此外,插值误差分析也很好地验证了线性基无网格光滑梯度的收敛特性.算例结果进一步表明,线性基梯度光滑伽辽金无网格法的收敛率与传统二次基伽辽金无网格法相当,但精度更高,同时刚度矩阵所需的高斯积分点数明显减少.     

伽辽金型无网格法的数值积分方法

无网格法直接通过节点信息构造形函数,不依赖于节点之间的有序单元连接,能够建立任意高阶连续的整体协调形函数。与传统的有限元法相比,无网格法对大变形问题、移动边界问题和高阶问题的求解方面有比较明显的优势。伽辽金型无网格法是目前应用最为广泛的一类无网格法。虽然无网格形函数本身不依赖于单元,但伽辽金型无网格法需要采取合适的方法进行弱形式的数值积分。由于无网格形函数一般不是多项式,具有非插值性且影响域与背景积分网格通常不重合,伽辽金型无网格法通常需要采用高阶的高斯积分进行数值积分,导致了计算效率低下,难于求解大型实际问题。因此,如何通过建立高效积分方法提高无网格法的计算效率成为无网格法研究领域的一个核心问题。本文对无网格法中强制边界条件的施加方法进行了简要归纳,总结了伽辽金型无网格法中若干常用的数值积分方法,并对伽辽金型无网格法的数值积分方法领域存在的一些问题进行了探讨。     

二维弹性力学问题的光滑无网格伽辽金法

计算效率低的问题长期阻碍着无网格伽辽金法(element-free Galerkin method, EFGM)的深入发展.为了提高EFGM的计算速度,本文提出一种求解二维弹性力学问题的光滑无网格伽辽金法.该方法在问题域内采用滑动最小二乘法(moving least square, MLS)近似、在域边界上采用线性插值建立位移场函数;基于广义梯度光滑算子得到两层嵌套光滑三角形背景网格上的光滑应变,根据广义光滑伽辽金弱形式建立系统离散方程.两层嵌套光滑三角形网格是由三角形背景网格本身以及四个等面积三角形子网格组成.为了提高方法的精度,由Richardson外推法确定两层光滑网格上的最优光滑应变.几个数值算例验证了该方法的精度和计算效率.数值结果表明,随着光滑积分网格数目的增加,光滑无网格伽辽金法的计算精度逐步接近EFGM的,但计算效率要远远高于EFGM的.另外,光滑无网格伽辽金法的边界条件可以像有限元那样直接施加.从计算精度和效率综合考虑,光滑无网格伽辽金法比EFGM具有更好的数值表现,具有十分广阔的发展空间.     

二维弹性力学问题的光滑无网格伽辽金法

计算效率低的问题长期阻碍着无网格伽辽金法(element-free Galerkin method, EFGM) 的深入发展. 为了提高EFGM 的计算速度, 本文提出一种求解二维弹性力学问题的光滑无网格伽辽金法. 该方法在问题域内采用滑动最小二乘法(moving least square, MLS)近似、在域边界上采用线性插值建立位移场函数; 基于广义梯度光滑算子得到两层嵌套光滑三角形背景网格上的光滑应变, 根据广义光滑伽辽金弱形式建立系统离散方程. 两层嵌套光滑三角形网格是由三角形背景网格本身以及四个等面积三角形子网格组成. 为了提高方法的精度, 由Richardson外推法确定两层光滑网格上的最优光滑应变. 几个数值算例验证了该方法的精度和计算效率. 数值结果表明, 随着光滑积分网格数目的增加, 光滑无网格伽辽金法的计算精度逐步接近EFGM 的, 但计算效率要远远高于EFGM的. 另外, 光滑无网格伽辽金法的边界条件可以像有限元那样直接施加. 从计算精度和效率综合考虑, 光滑无网格伽辽金法比EFGM具有更好的数值表现, 具有十分广阔的发展空间.      

无网格稳定配点法及其在弹性力学中的应用

伽辽金型无网格法具有精度高、稳定性好的优点,但是实现高阶准确积分过程复杂,计算效率低.配点型无网格法的计算效率高,但是其在求解复杂问题时往往会出现精度和稳定性较差的结果.本文介绍一种新的无网格法-无网格稳定配点法,采用重构核近似作为近似函数,在规则子域内非常容易实现高阶准确积分,既保留了配点型无网格法效率高的特点,又具备伽辽金型无网格法精度高和稳定性好的特点,而且还兼具有限体积法满足局域离散方程守恒的特点.通过弹性力学算例验证了该算法的优越性,未来可将其进一步应用于流体和流固耦合问题分析.     

质点积分无单元伽辽金法及其在金属挤压过程中的应用

无单元伽辽金法需要在背景网格上积分,计算量大.节点积分无单元伽辽金法把对求解域的积分转化为对节点的求和,效率高,但因零能模态不受控制而会产生不稳定现象,需要采取一定的稳定化方案.本文采用应力点思想,通过Newtor-Cotes法计算积分,建立了质点积分无单元伽辽金法,并通过小变形弹性静力学问题说明了该方法具有良好的稳定性,且计算效率远高于无单元伽辽金法.最后本文将质点积分无单元伽辽金法成功地应用于三维金属挤压成型过程的数值模拟,显示了该方法在分析此类问题时的优势和潜力.     

裂纹问题的一致性高阶无网格法

一致性高阶无网格法能高效精确地求解连续体问题,尤其是能得到高精度的应力场。本文将该方法拓展到应力解析精度至关重要的裂纹问题（即非连续体问题）的数值分析。采用背景积分网格描述裂纹几何,基于无需增加节点额外自由度的虚拟节点法描述裂纹处位移场的间断,提出了虚拟节点的引入算法和断裂单元的数值积分方法。为进一步模拟裂纹扩展,采用相互作用积分方法计算应力强度因子,裂纹的扩展方向由最大周向应力准则确定。数值结果表明,本文发展方法能够精确地通过间断分片试验;相较于标准的高阶无网格法和低阶一致性无网格法,本文的一致性高阶无网格法显著改善了应力强度因子的计算精度,能够准确预测裂纹扩展路径。     

An efficient Galerkin meshfree formulation for shear deformable beam under finite deformation

This paper proposes a geometrically nonlinear total Lagrangian Galerkin meshfree formulation based on the stabilized conforming nodal integration for efficient analysis of shear deformable beam. The present nonlinear analysis encompasses the fully geometric nonlinearities due to large deflection, large deformation as well as finite rotation. The incremental equilibrium equation is obtained by the consistent linearization of the nonlinear variational equation. The Lagrangian meshfree shape function is utilized to discretize the variational equation. Subsequently to resolve the shear and membrane locking issues and accelerate the computation, the method of stabilized conforming nodal integration is systematically implemented through the Lagrangian gradient smoothing operation. Numerical results reveal that the present formulation is very effective.     

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。     

等几何修正准凸无网格法

采用等几何B样条基函数的多项式再生条件对无网格形函数的多项式再生条件进行了修正,使得无网格形函数的负值部分明显减少,在域内趋于非负函数,即等几何修正准凸无网格形函数。该准凸无网格形函数仍然具有与传统再生核无网格形函数相似的构造形式,数值实现比较便捷,同时该准凸无网格形函数的多项式再生条件具有准确的修正系数,无需引入额外的人工节点松弛参数。更重要的是,等几何修正准凸无网格形函数可在确保形函数高阶光滑的前提下减小相对支持域,提高计算效率。最后,基于等几何修正准凸无网格形函数对杆梁和膜板结构进行了伽辽金无网格振动分析。结果表明,与标准再生核无网格法相比,等几何修正准凸无网格法具有更优的计算精度。     

The least-squares meshfree method for rigid-plasticity with frictional contact

The least-squares meshfree method (LSMFM) for rigid-plasticity based on J₂-flow rule and infinitesimal theory is proposed. In the least-squares formulation the squared residuals of the constitutive and equilibrium equations are minimized. Those residuals are represented in a form of first-order differential system using the velocity and stress components as nodal unknowns and thus the proposed formulation is a mixed-type method. Also the penalty scheme for the enforcement of the boundary and frictional contact conditions is devised and the reshaping of nodal supports is introduced to avoid the difficulties due to the severe local deformation near the contact interface. The proposed method does not require any structure of extrinsic cells for the construction of shape functions, the treatment of incompressibility, the integration of variational formulation and the reconstruction of approximation. Through some numerical examples of metal forming processes, the validity and effectiveness of the method are discussed.     

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.     

A nodal integration technique for meshfree radial point interpolation method (NI-RPIM)

A novel nodal integration technique for the meshfree radial point interpolation method (NI-RPIM) is presented for solid mechanics problems. In the NI-RPIM, radial basis functions (RBFs) augmented with polynomials are used to construct shape functions that possess the Delta function property. Galerkin weak form is adopted for creating discretized system equations, in which nodal integration is used to compute system matrices. A stable and simple nodal integration scheme is proposed to perform the nodal integration numerically. The NI-RPIM is examined using a number of example problems including stress analysis of an automobile mechanical component. The effect of shape parameters and dimension of local support domain on the results of the NI-RPIM is investigated in detail through these examples. The numerical solutions show that the present method is a robust, reliable, stable meshfree method and possesses better computational properties compared with traditional linear FEM and original RPIM using Gauss integration scheme.