哈大客运专线沈阳高铁站弹塑性时程分析

以哈大客运专线沈阳站为工程背景,对该结构进行罕遇地震作用下的弹塑性时程分析。通过SAP2000有限元软件研究结构的动力特性、变形状况、基底剪力时程曲线,分析了框架梁、柱的塑性损伤发展历程、拱桁架的塑性铰出铰机制以及关键框架梁、柱构件的塑性损坏状态。结果表明:结构在7度罕遇地震作用下基底剪力与多遇地震下比值最大为5.69;框架梁的损伤比框架柱严重,已进入"极限承载力"状态,仅有少量框架柱进入塑性变形阶段,结构满足"强柱弱梁"的设防要求;关键梁、柱构件损坏程度为79%和68%,仍有较大的富余度。结构薄弱区集中在顶层商业层区域,由于屋面和框架柱的连接效应,柱顶率先出现塑性铰,致使顶层位移角增大。     

离散结构的遗传形状优化设计

离散结构的形状优化问题，设计变量是不同性态的连续／离散混合变量，优化收敛困难。本文利用遗传算法实现其全局最优设计，以空间２５杆桁架结构为例，进行了多变量、多工况的结构形状遗传优化设计。为减少结构重分析次数，引入了Ｓｔｅａｄｙｓｔａｔｅ算法。结果表明结构形状的遗传优化设计方法是可行的。     

TOPOLOGY OPTIMIZATION OF TRUSS STRUCTURE WITH FUNDAMENTAL FREQUENCY AND FREQUENCY DOMAIN DYNAMIC RESPONSE CONSTRAINTS

In this paper, adaptive genetic algorithm (AGA) is applied to topology optimization of truss structure with frequency domain excitations. The optimization constraints include fundamental frequency, displacement responses under force excitations and acceleration responses under foundation acceleration excitations. The roulette wheel selection operator, adaptive crossover and mutation operators are used as genetic operators. Some heuristic strategies are put forward to direct the deletion of the extra bars and nodes on truss structures. Three examples demonstrate that the proposed method can yield the optimum structure form and the lightest weight of the given ground structure while satisfying dynamic response constraints.     

Damping of Free Elastic Vibrations in Linear Systems

The possibility of using a Mises truss as an absorber of free elastic vibrations in a linear elastic system is examined. The nonlinear normal mode method is used to analyze nonlinear vibrations. A local nonlinear normal mode is shown to be favorable for vibration damping__________Translated from Prikladnaya Mekhanika, Vol. 41, No. 2, pp. 110–117, February 2005.     

DESIGN OPTIMIZATION FOR TRUSS STRUCTURES UNDER ELASTO-PLASTIC LOADING CONDITION

In this paper, a method for the design optimization of elasto-plastic truss structures is proposed based on parametric variational principles (PVPs). The optimization aims to find the minimum weight/volume solution under the constraints of allowable node displacements. The design optimization is a formulation of mathematical programming with equilibrium constraints (MPECs). To overcome the numerical difficulties of the complementary constraints in optimization, an iteration process, comprising a quadratic programming (QP) and an updating process, is employed as the optimization method. Furthermore, the elasto-plastic buckling of truss members is considered as a constraint in design optimization. A combinational optimization strategy is proposed for the displacement constraints and the buckling constraint, which comprises the method mentioned above and an optimal criterion. Three numerical examples are presented to show the validity of the methods proposed.     

DYNAMIC CHARACTERISTIC ANALYSIS OF FUZZY- STOCHASTIC TRUSS STRUCTURES BASED ON FUZZY FACTOR METHOD AND RANDOM FACTOR METHOD

A new fuzzy stochastic finite element method based on the fuzzy factor method and random factor method is given and the analysis of structural dynamic characteristic for fuzzy stochastic truss structures is presented. Considering the fuzzy randomness of the structural physical parameters and geometric dimensions simultaneously, the structural stiffness and mass matrices are constructed based on the fuzzy factor method and random factor method; from the Rayleigh's quotient of structural vibration, the structural fuzzy random dynamic characteristic is obtained by means of the interval arithmetic; the fuzzy numeric characteristics of dynamic characteristic are then derived by using the random variable's moment function method and algebra synthesis method. Two examples are used to illustrate the validity and rationality of the method given. The advantage of this method is that the effect of the fuzzy randomness of one of the structural parameters on the fuzzy randomness of the dynamic characteristic can be reflected expediently and objectively.     

压电智能桁架的灵敏度分析与优化设计

在压电桁架结构的有限元分析方法基础上，考虑电荷载和机械荷载联合作用的机电耦合效应，给出了压电智能桁架的位移和自振频率对常规尺寸设计变量和形状设计变量的灵敏度计算公式，增加了电压这一类新的设计变量，给出了位移对电压的灵敏度计算方法。在此基础上实现了通过优化压电主动桁架的电压进行变形控制的方法，并在JIFEX软件中实现了压电桁架的灵敏度分析与优化设计。文中给出的数值算例验证了算法和程序的有效性。     

钢筋混凝土转动角软化桁架模型的新解法

在钢筋混凝土转动角软化桁架模型的基础上，本文推导出从应力到应变的计算方法。这种方法比以前的从应变到应力的计算方法更简便，并且能够模拟试件加载全过程。     

Selection of the optimum parameters for sandwich construction with honeycomb core

The minimum weight of sandwich construction which is regarded as objective function has been discussed. Under given constraint condition of the strength or the stiffness, the four optimum parameters of sandwich construction with honeycomb core (thickness of the face t_f, thickness of the honeycomb core h_c, thickness of the honeycomb wall t_s, side length of the honeycomb cell c) are evaluated. By using constraint condition of the strength, a equation of high degree is finally solved. In the constraint condition of the stiffness, the constraint optimization problem is treated as inconstraint optimization problem with the method of obtaining extreme value solution by undetermined parameter multiplication. Also, the results are discussed.     

Non-linear closed-form computational model of cable trusses

In this paper the non-linear closed-form static computational model of the pre-stressed suspended biconvex and biconcave cable trusses with unmovable, movable, or elastic yielding supports subjected to vertical distributed load applied over the entire span and over a part (over the half) of the span is presented. The paper is an extension of the previously published work of authors [S. Kmet, Z. Kokorudova, Non-linear analytical solution for cable trusses, Journal of Engineering Mechanics ASCE 132 (1) (2006) 119-123]. Irvine's linearized forms of the deflection and the cable equations are modified because the effects of the non-linear truss behaviour needed to be incorporated in them. The concrete forms of the system of two non-linear cubic cable equations due to the load type are derived and presented. From a solution of a non-linear vertical equilibrium equation for a loaded cable truss, the additional vertical deflection is determined. The computational analytical model serves to determine the response, i.e. horizontal components of cable forces and deflection of the geometrically non-linear biconvex or biconcave cable truss to the applied loading, considering effects of elastic deformations, temperature changes and elastic supports. The application of the derived non-linear analytical model is illustrated by numerical examples. Resulting responses of the symmetric and asymmetric cable trusses with various geometries (shallow and deep profiles) obtained by the present non-linear closed-form solution are compared with those obtained by Irvine's linear solution and those by the non-linear finite element method. The conditions for the use of the linear and non-linear approach are briefly specified.