斜波压缩下HMX晶体的弹塑性行为

开展了（010）、（011）晶向HMX晶体的斜波压缩实验,获得了约15 GPa压力下的速度响应剖面。实验结果表明,HMX单晶存在明显弹塑性转变行为,且速度波形有下降趋势,这是材料的黏性效应导致,材料的弹性极限随着样品厚度增加而变化,不同晶向的材料动力学特性存在差异。结合Hobenemser-Prager黏弹塑性本构关系和三阶Birch-Murnaghan物态方程开展了HMX晶体斜波压缩物理过程的数值模拟,计算结果可以很好地描述HMX晶体的弹塑性转变这一物理过程。     

地震作用下钢框架最大弹塑性层间变形的概率统计特性

近年来基于功能的结构抗震设计思想逐渐被世界各国地震工程界所接受，与现行抗震规范相比，它在遵循“投资—效益”准则的基础上，更加注重结构在进入弹塑性状态后的表现，并且采用具体的量化指标(结构最大层间变形)来衡量。由于结构抗震设计中存在着大量不确定性，结构可靠度分析成为结构设计中的一个重要工具。本文以钢框架结构为例，考虑了结构抗震设计中的各种不确定性，包括地震作用、结构构件面积、材料弹性模量、恒荷载和活荷载的随机性，采用概率统计理论中的K—S检验法，对最大弹塑性层间变形的概率统计特性进行了分析。结果表明，在给定烈度的地震作用下钢框架结构的最大弹塑性层间变形，在其均值较小时服从极值I型分布，在均值较大时服从极值Ⅱ型分布。以上结论可为研究钢结构弹塑性变形可靠度的近似分析提供参考。     

端部受斜撞击作用悬臂梁的弹塑性动力响应模式

基于大变形动力控制方程并利用有限差分离散分析,研究了斜撞击作用下弹塑性悬臂梁的动力响应.通过对屈服函数以及弯矩、轴力在动力响应过程中分布规律的分析,阐明了斜撞击下悬臂梁的弹塑性动力响应模式和斜撞击的轴向分量对变形机制的影响.研究表明,弹塑性响应过程可划分为四个阶段,对应的变形模式为:"压缩塑性区扩展"模式,"广义移行塑性铰"和"压缩塑性区收缩"混合模式,"驻定塑性铰"模式,"弹性自由振动"模式.与刚塑性分析所假定的两相变形模式比较,弹塑性响应分析证实了响应早期的瞬态轴向压缩模式和梁根部"驻定塑性铰"模式的存在性,肯定了刚塑性分析所假定变形模式的主要特征.斜撞击的轴向分量在撞击发生的瞬时主导了梁的变形,使梁呈现同承受横向冲击明显不同的变形规律.随着响应的深入,轴向分量迅速衰减,其对截面屈服的贡献非常微弱,由横向分量引起的弯曲挠动在大部分时间内主导和控制梁的变形.数值计算结果表明,斜撞击载荷的质量、撞击速度和角度是影响梁动力响应的重要因素.     

应变空间中的弹塑性数值计算方法

本文论述了应变空间表述的岩土弹塑性理论及其数值计算方法的有关问题,并按此编制了计算程序.所给算例表明这一方法是简便可行的,为解决岩土工程问题提出了一种更好的途径.     

弹塑性结构分析的减缩方法

1.引言通过对大量复杂结构作弹塑性计算发现:常用的弹塑性分析数值方法,如初载荷法和切线刚度法等,即使在目前的大型计算机上也仍需要大量的上机时间,因而十分昂贵。减缩方法通常是把当代有限元与经典的Rayleungh—Rite法结合起来的杂交方法。这种方法保留了有限元的模型通用性,同时通过,Rayleungh—Rite法近似大量地降低自由度,文献[3]对非线性问题的减缩方法进行了研究,但是,文献[3]利用摄动技术提出的减缩方法有如下缺陷:(1)误差较大;(2)减缩基本向量形成不便,需要计算高阶导     

基于网络的结构协同弹塑性分析方法的研究

研究了基于网络的结构协同分析方法,包括总刚度矩阵形成、迭代计算方案、程序调控及通讯方案的研究。通过面向对象语言编制基于Internet的结构协同分析软件CSAS。该软件由主机结构计算程序、主机通讯程序、子机控制程序和子机通讯程序四个部分程序组成,通过联网通讯实现程序间实时信息传递。本文以4层框架剪力墙结构与60层框架剪力墙结构进行静力弹塑性分析为例,划分多个子结构,采用CSAS控制多部计算机联网协同计算,并与结构整体分析的结果进行对比,分析结果对比验证了基于网络的结构协同弹塑性分析方法的有效性。     

弹塑性接触问题神经网络计算模型

利用神经网络优化计算原理,引入LPNN(Lagrange Programming Neural Network)模型求解弹塑性摩擦接触问题,提高了神经网络计算精度。通过采用非线性函数作为神经元的传递函数,使神经网络的非线性问题同力学的非线性问题得到统一。最后对两个简单的弹塑性接触问题进行了数值仿真,验证了算法可行有效。     

基于理想弹塑性假定的滚石冲击力计算方法研究

通过常规方法所得的滚石冲击力计算结果远大于实际工况,为提升工程设计的经济性,以悬臂梁和简支梁两种结构为代表,推导了考虑材料弹塑性特性的冲击力计算方法。采用能量守恒定律将滚石冲击-结构受荷的能量转换过程按阶段进行了分解,计算了结构受荷后的最大压入变形,并推导出滚石最大冲击力,最后引入工程实例,与LS-DYNA数值计算结果对比,发现:与Hertz弹性接触理论、《规范》推荐的计算方法相比,弹塑性修正解更接近实际工况。     

基于SiPESC平台的弹塑性分析的软件框架

基于开放式结构有限元分析软件系统SiPESC.FEMS,针对弹塑性非线性有限元分析理论与流程,采用工厂模式和构造器模式等经典软件设计模式,提出了一种基于面向对象设计方法的通用小变形率无关弹塑性分析软件框架。该框架利用算法与数据模型分离的思想,通过抽象出数据模型类、算法类和算法参数类,支持各功能模块的动态替换和组装,具备开放性和可扩展性。同时,基于SiPESC平台工程数据库的数据管理能力,实现了弹塑性分析中产生的大量历史数据以统一的接口与管理方式进行存取,为大规模问题的求解提供了高效、稳定的支撑。通过多类型实体单元、多类本构模型和多种规模的计算实例,验证了该计算框架在弹塑性有限元程序开发中的通用性、有效性和灵活性。     

双剪统一弹塑性有限差分方法研究

基于拉格朗日有限差分方法,建立了双剪统一弹塑性有限差分计算格式,并利用VC++语言编写动态链接库文件将双剪统一弹塑性模型导入拉格朗日有限差分程序FLAC(Fast Lagrangian Analysis of Continua)中进行计算分析。双剪统一弹塑性有限差分方法可以模拟复杂应力状态下结构的渐进破坏,无需形成刚度矩阵,对于材料非线性问题无需进行迭代计算,因此在理论和工程应用中都有积极的意义。本文利用双剪统一弹塑性有限差分方法对拉压强度不等材料的厚壁圆筒受内压、中心带孔板条受拉压、条形基础下的地基极限分析及边坡问题进行了数值分析并与滑移线场等解析方法计算结果进行对比,结果均吻合较好。     

An effective boundary method for the analysis of elastoplastic problems

In this paper, a series of effective formulae of the boundary element method is presented. In these formulae, by using a new variable two kernels are only of the weaker singularity of Lnr (where r is the distance between a source point and a field point). Hence, the singularities in the conventional displacement formulation and stress formulation at internal points are reduced respectively so that the "boundary-layer" effect which strongly degenerates the accuracy of stress calculation by using original formulae is eliminated. Also the direct evaluation of coefficients C (boundary tensor), which are difficult to calculate, is avoided. This method is used in elastoplastic analysis. The results of the numerical investigation demonstrate the potential advantages of this method.     

Neural networks for computing in the elastoplastic analysis of structures

A neural network model is proposed and studied for the treatment of elastoplastic analysis problems. These problems are formulated as Q.P.P.s with inequality subsidiary conditions. In order to treat these conditions the Hopfield model is appropriately generalized and a neural model is proposed covering the case of inequalities. Finally, the parameter identification problem is formulated as a supervised learning problem. Numerical applications close the presentation of the theory and the advantages of the neural network approach are illustrated.

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Sommario Si propone un modello di rete neurale con l'obiettivo di usarlo per la trattazione di problemi di analisi elastoplastica, formulati come problemi di programmazione quadratica con disequazioni sussidiarie. Allo scopo di trattare queste condizioni si generalizza il modello di Hopfield e si propone un modello neurale che copre il caso di disequazioni. Inoltre il problema di identificazione parametrica viene formulato come un problema di apprendimento guidato. La presentazione della teoria è seguita da esempi di applicazioni numeriche e dalla illustrazione dei vantaggi dell'uso delle reti neurali.

     

Sensitivity analysis for 3-D elastoplastic structural reliability

By taking the elastoplastic effect of structural material into account and based on 3-D elastoplastic stochastic finite element method, methods for sensitivity analysis with respect to both the distribution parameters of random variables and parameters in the limit state function are suggested. In the incremental iterative calculation, the sub-increment changingK, method and the corresponding formulas for accelerating convergence are used. The sensitivity of 3-D structural system reliability with respect to random variables is also studied.     

A new hybrid stress element method for the analysis of elastoplastic solids

Based on a modified Hellinger/Reissner variational principle which includes the equivalent stress, equivalent plastic strain and non-conforming displacement increments as independent variables, a quadrilateral isoparametric hybrid stress element for the analysis of elastoplastic problem is proposed. By this formulation, the yield criterion and flow rule are satisfied in an average sense and greater accuracy can be obtained by using non-conforming displacement. A numerical example is presented to show that the present model has high accuracy and computational effectiveness.This project is supported by the Natural Science Foundation of the State Education Commission.     

A constitutive model and elastoplastic analysis of structures under cyclic loading

A constitutive model for cyclic plasticity is briefly outlined. Then the model is implemented in a finite element code to predict the response of cyclic loaded structural components such as a double-edge-notched plate, a grove bar and a nozzle in spherical shell. Comparision with results from other theories and experiments shows that the results obtained by using the present model are very satisfactory.The Project Supported by National Natural Science Foundation of China.     

A self-consistent analysis for coupled elastoplastic damage problems

Based on irreversible thermodynamics and internal state variable theory, the volume-averaged Clausius-Duhem inequality is presented. In contrast to former investigations on damage-elastoplasticity, our evalustions are founded on the volume-averaged field equations of the analyzed elements and the self-consistent method. Hence, our results not only include the influence of void shapes but also consider the interaction among voids. Further, previous work about coupled elastoplastic damage problems only takes into account small initial void volume fractions. Our work, however, will be able to deal with elastoplastic damage problems with larger initial void volume fractions. Project supported by the National Natural Science Foundation of China (19762002) and Natural Science Foundation of Jiangxi in China     

带变截面可更换耗能梁段的高强钢框架-偏心支撑有限元参数分析

提出了一种新型变截面可更换耗能梁,控制塑性变形集中在耗能区域中,通过扩大截面与框架梁采取翼缘和腹板螺栓拼接连接,易于实现螺栓弹性设计,减小螺栓滑移,完成耗能梁端在地震作用后的更换。利用变截面可更换耗能梁段中部区域耗能集中与塑性变形优越的特性,结合高强钢的较大弹性变形,在偏心支撑钢框架中设置变截面可更换耗能梁段,形成带变截面可更换耗能梁段的高强钢框架-偏心支撑结构体系,通过有限元软件模拟验证了已有端板连接可更换耗能梁段试验,对比破坏模式、承载能力与耗能特性,以此为基础,建立了带变截面可更换耗能梁段的高强钢框架-偏心支撑结构有限元模型,通过循环加载研究了结构的承载能力、刚度、受力特点、塑性转角和塑性分布等受力机理。考虑了中间耗能区域长度(e)、钢材牌号组合和变截面可更换耗能梁段长度(e'')三个参数变化对结构抗震性能的影响规律。     

水平荷载下型钢再生混凝土柱-钢梁组合框架受力性能非线性数值分析

在型钢再生混凝土柱-钢梁组合框架拟静力试验的基础上,采用Abaqus软件建立该组合框架有限元模型并进行非线性数值分析,获取组合框架的变形图、应力云图及荷载-位移骨架曲线,分析组合框架的受力破坏特征,验证了有限元模型的合理性,并对组合框架进行了参数分析。结果表明,数值模拟计算值和试验值对比误差较小,数值计算模型能够较好地模拟该组合框架的受力性能;组合框架符合强柱弱梁的破坏机制;另外,提高型钢强度或再生混凝土强度对组合框架承载力和刚度有利,但对其变形能力不利;框架承载力和刚度随着梁柱线刚度的增加而提高;增大轴压比对于组合框架的抗震性能和延性不利。研究结论可为该类绿色组合框架的工程应用提供参考。