Nonlinear behavior of composite sandwich beams in three-point bending

The load-deflection behavior of a composite sandwich beam in three-point bending was investigated. The beam was made of unidirectional carbon/epoxy facings and a polyvinyl chloride closed-cell foam core. The load-deflection curves were plotted up to the point of failure initiation. They consist of an initial linear part followed by a nonlinear portion. A nonlinear mechanics of materials analysis that accounts for the combined effect of the nonlinear behavior of the facings and core materials (material nonlinearity) and the large deflections of the beam (geometric nonlinearity) was developed. The theoretical predictions were in good agreement with the experimental results. It was found that the effect of material nonlinearity on the deflection of the beam is more pronounced for shear-dominated core failures in the case of short span lengths. It is due to the nonlinear shear stress-strain behavior of the core. For long span lengths, the observed nonlinearity is small and is attributed to the combined effect of the facings nonlinear stress-strain behavior and the large deflections of the beam.     

A variational approach for the deflections and stability behavior of postbuckled elastic-plastic slender struts

In this paper, we present the large deflection behavior of a postbuckled vertical slender strut made of elastic-plastic material and subjected to uniformly distributed loads, w, including their own weight. Such struts will buckle at the critical buckling load. w_cr. As the load is increased beyond w_cr, the deflections of the strut also increase. Eventually the strut may undergo a second instability, where a small increase in the load will cause a large jump in the deflections, and the strut will move to another position of equilibrium. The problem is formulated in terms of a variational approach, to which the Ritz method of solution is applied. In addition, we use determinants to develop an inequality for stability behavior of the strut in the postbuckled region.     

The solution of rectangular plates with large deflection by spline functions

In this paper, Von Karman ’s set of nonlinear equations for rectangular plates with large deflection is divided into several sets of linear equations by perturbation method, the dimensionless center deflection being taken as a perturbation parameter. These sets of linear equations are solved by the spline finite-point (SFP) method and by the spline finite element (SFE) method. The solutions for rectangular plates having any length-to-width ratios under a uniformly distributed load and with various boundary conditions are presented, and the analytical formulas for displacements and deflections are given in the paper. The computer programs are worked out by ourselves. Comparison of the results with those in other papers indicates that the results of this paper are satisfactorily better.     

Axisymmetric deformation of a materially nonlinear circular plate

Governing equations are developed for small strain moderately large axisymmetric deflections of a class of isotropic homogeneous materially nonlinear elastic circular plates. These equations are found to contain through thickness integrals which cannot always be carried out in closed form. Important special cases of the governing equations are identified. The utility of the class of material nonlinearities considered is illustrated by presenting an exact solution for small deflection pure bending, an approximate solution for small deflection bending due to a uniform pressure, and an exact elastic stability analysis. Some of these solutions are simplified for specific elements of the class of material nonlinearities employed.

     

Maneuver control of the multilink flexible manipulators

In this paper a new controller for the end-effector trajectory tracking (EETT) of multilink flexible manipulators (MLFM) is introduced. The new controller is derived utilizing the concept of the integral manifold of the singularly perturbed differential equations.Based on the new controller, to reduce the end-effector trajectory tracking error, a corrective term of order ε² has to be added to the computed torque command (CTC) of the rigid link counterpart of the MLFM, where the parameter ε=1/2πf and f is the smallest non-zero natural frequency (first natural frequency) of the MLFM in the specified range of operation of the manipulator. The implementation of the new controller does not require measurement of the time derivative of the links’ lateral deflections, which may be practically impossible. This is achieved since the time derivative of the links’ lateral deflections is estimated by using an observer, which is designed based on the gain-scheduling technique. The stability of the proposed controller is proven using the Lyapunov criterion. Simulation results showed the effectiveness of the new controller.One of the main contributions of this work is in the derivation of a new EETT controller for the MLFM, based on the integral manifold concept, which: (1) requires the fewest corrective terms in addition to the CTC and (2) its calculation effort is minimized.     

饱和多孔弹性Timoshenko梁的大挠度分析

基于微观不可压饱和多孔介质理论和弹性梁的大挠度变形假设,考虑梁剪切变形效应,在梁轴线不可伸长和孔隙流体仅沿轴向扩散的限定下,建立了饱和多孔弹性Timoshenko梁大挠度弯曲变形的非线性数学模型.在此基础上,利用Galerkin截断法,研究了两端可渗透简支饱和多孔Timoshenko梁在突加均布横向载荷作用下的拟静态弯曲,给出了饱和多孔 Timoshenko梁弯曲变形时固相挠度、弯矩和孔隙流体压力等效力偶等随时间的响应.比较了饱和多孔Timoshenko梁非线性大挠度和线性小挠度理论以及饱和多孔 Euler-Bernoulli梁非线性大挠度理论的结果,揭示了他们间的差异,指出当无量纲载荷参数q＞l0时,应采用饱和多孔Timoshenko梁或Euler-Bernoulli梁的大挠度数学模型进行分析,特别的,当梁长细比λ＜30时,应采用饱和多孔Timoshenko梁大挠度数学模型进行分析.     

Failure mechanisms in composite panels subjected to underwater impulsive loads

This work examines the performance of composite panels when subjected to underwater impulsive loads. The scaled fluid-structure experimental methodology developed by Espinosa and co-workers was employed. Failure modes, damage mechanisms and their distributions were identified and quantified for composite monolithic and sandwich panels subjected to typical blast loadings. The temporal evolutions of panel deflection and center deflection histories were obtained from shadow Moiré fringes acquired in real time by means of high speed photography. A linear relationship of zero intercept between peak center deflections versus applied impulse per areal mass was obtained for composite monolithic panels. For composite sandwich panels, the relationship between maximum center deflection versus applied impulse per areal mass was found to be approximately bilinear but with a higher slope. Performance improvement of sandwich versus monolithic composite panels was, therefore, established specially at sufficiently high impulses per areal mass (I₀/M¯>170 m s⁻¹). Severe failure was observed in solid panels subjected to impulses per areal mass larger than 300 m s⁻¹. Extensive fiber fracture occurred in the center of the panels, where cracks formed a cross pattern through the plate thickness and delamination was very extensive on the sample edges due to bending effects. Similar levels of damage were observed in sandwich panels but at much higher impulses per areal mass. The experimental work reported in this paper encompasses not only characterization of the dynamic performance of monolithic and sandwich panels but also post-mortem characterization by means of both non-destructive and microscopy techniques. The spatial distribution of delamination and matrix cracking were quantified, as a function of applied impulse, in both monolithic and sandwich panels. The extent of core crushing was also quantified in the case of sandwich panels. The quantified variables represent ideal metrics against which model predictive capabilities can be assessed.     

Inelastic deformations of mild-steel beams under symmetrical and unsymmetrical cyclic bending

The behavior of cantilever beams under the constraint of symmetrical and unsymmetrical cyclic deflections is investigated. An analytical technique developed predicts the behavior from cyclic moment-curvature relations derived from cyclic-strain control tests. Twenty tests were conducted on rectangular structural-steel sections under pure bending to establish these relations which couple the moment range and mean moment to curvature range. Models are proposed which fit the moment range and mean moment; these models are capable of accommodating, in discrete form, the phenomena of hardening and softening of a structural section as well as relaxation of the mean moment. Nine tests were conducted on cantilever beams under completely and partially reversed tip deflections. The load range changed little with changes in mean deflection. The mean load, in general, relaxed with increased cycling. The theory presented modelled the experimental behavior fairly accurately. It also suggested that the behavior may comprise:

1. an elastic case, where mean load is proportional to load range;
2. an intermediate range where the effects of mean deflection cannot be ignored; and
3. large inelastic cyclic deformation where the effects of mean deflection can be completely ignored except for associated changes in structural geometry and its secondary membrane effect.

     

一般夹层旋转壳在轴对称变形下的大挠度方程

应用最小势能原理建立了具有不同质不等厚薄表层和软夹心的一般夹层旋转壳在轴对称变形下的非线性理论,得到了一组相对简单的夹层壳大挠度方程和边界条件。在分析壳体的变形时,将表层视作薄膜,假设夹心沿厚度方向不可压缩且只能承受横向剪应力,参考面的法线在变形时保持为直线。为便于实际应用,给出几种特殊壳体情况下的大挠度方程。     

Large deflections of deep orthotropic spherical shells under radial concentrated load: asymptotic solution

Nonlinear behavior of deep orthotropic spherical shells under inward radial concentrated load is studied. The singular perturbation method is developed and applied to Reissner’s equations describing axially symmetric large deflections of thin shells of revolution. A small parameter proportional to the ratio of shell thickness to the sphere radius is used. The simple asymptotic formulas describing load–deflection diagrams, maximum bending and membrane stresses of the structure are derived. The influence of boundary conditions on the behavior of the shell by large deflections is considered. Obtained asymptotic solution is in close agreement with the experimental and numerical results and has the same accuracy (in the asymptotic meaning) as the given equations of nonlinear theory of thin shells.     

机场道面地基参数的识别与转换

提出一种机场道面地基参数识别与转换的方法，基于文克勒地基板理论和弹性半空间理论的计算模型，应用最小二乘法准则，通过实测挠度与理论挠度进行拟合来识别地基回弹模量E0和反应模量K，并依据实测点挠度相等的方法实现E0和K值之间的转换，实例计算表明所得结果具有较好的精度。     

Large Deflection of a Circular Plate on Elastic Foundation under Symmetrical Load

ABSTRACT

The large deflection of a clamped circular plate on elastic foundation under nonuniform but symmetrical loads has been investigated following Berger's approximate method. The deflections are obtained in the form of an infinite series involving Bessel functions. Graphs are plotted for deflections, bending moments, and bending stresses for various values of foundation modulus and load functions.     

DETERMINATION OF DISPLACEMENT OF A BEAM WITH ONE END OVERHANGING IN SYMMETRIC BENDING WITH CONVERSION METHOD

置换法应用于求解一端外伸梁,在对称弯曲的条件下,根据直梁挠曲线所在平面内其与切线所成图形的边角几何关系,推导出求解该形梁的挠度和转角的置换法位移方程,其变量是相应的置换梁自由端的挠度、梁长、梁轴线位置坐标等. 对具体载荷梁的求解过程是：先以具体量值填充左、右置换梁自由端的挠度,再将其代入该置换法位移方程的统一表达式,即得到所求梁段的挠度、转角的方程全解. 所用的计算为代数方程的分式四则运算,只需挠曲线和叠加原理概念,无需积分,一般无需查挠度表,结果精确. 给出工程背景的算例.     

A general nonlinear theory of elastic shells

This paper presents a general nonlinear theory of elastic shells for large deflections and finite strains in reference to a certain natural state. By expanding the displacement components into power series in the coordinate θ³ normal to the undeformed middle surface of shells, the expansions of the Cauchy-Green strain tensors are expressed in terms of these expanded displacement components. Through the modified Hellinger-Reissner variational principle for a three-dimensional elastic continuum, a set of the fundamental shell equations is derived in terms of the expanded Cauchy-Green strain tensors and Kirchhoff stress resultants. The Love-Kirchhoff hypothesis is not assumed and higher order stretching and bending are taken into consideration. For elastic shells of isotropic materials, assuming the strain-energy to be an analytic function of the strain measures, general nonlinear constitutive equations are then derived. Thus, a complete and consistent two-dimensional shell theory incorporating the geometrical and physical nonlinearities is established. The classical theories of shells are directly derivable from the present results by proper truncations of the series.     

球壳轴对称弯曲问题共轭二阶挠度微分方程

提出球壳轴对称弯曲问题共轭二阶挠度微分方程并给出了初等函数解. 球壳微分方程是薄壳理论三大壳之一旋转壳的典型方程. 共轭二阶挠度微分方程是球 壳中微分方程形式最简单的, 是人们最喜爱的挠度微分方程. 挠度微分方程满足边 界条件非常简单, 使球壳的计算得到很大的简化.     

Magneto elastic stress subjected to uniform magnetic field over a thin infinite plate containing an elliptical hole with an edge crack

Two dimensional solutions of the magnetic field and magneto elastic stress are presented for a magnetic material of a thin infinite plate containing an elliptical hole with an edge crack subjected to uniform magnetic field. Using a rational mapping function, each solution is obtained as a closed form. The linear constitutive equation is used for these analyses. According to the electro-magneto theory, only Maxwell stress is caused as a body force in a plate. In the present paper, it raises a plane stress state for a thin plate, the deformation of the plate thickness and the shear deflection. Therefore the magneto elastic stress is analyzed using Maxwell stress. No further assumption of the plane stress state that the plate is thin is made for the stress analysis, though Maxwell stress components are expressed by nonlinear terms. The rigorous boundary condition expressed by Maxwell stress components is completely satisfied without any linear assumptions on the boundary. First, magnetic field and stress analyses for soft ferromagnetic material are carried out and then those analyses for paramagnetic and diamagnetic materials are carried out. It is stated that those plane stress components are expressed by the same expressions for those materials and the difference is only the magnitude of the permeability, though the magnetic fields H_x, H_y are different each other in the plates. If the analysis of magnetic field of paramagnetic material is easier than that of soft ferromagnetic material, the stress analysis may be carried out using the magnetic field for paramagnetic material to analyze the stress field, and the results may be applied for a soft ferromagnetic material. It is stated that the stress state for the magnetic field H_x, H_y is the same as the pure shear stress state. Solutions of the magneto elastic stress are nonlinear for the direction of uniform magnetic field. Stresses in the direction of the plate thickness and shear deflection are caused and the solutions are also obtained. Figures of the magnetic field and stress distribution are shown. Stress intensity factors are also derived and investigated for the crack length.     

Static statement of the stability problem under creep

In technological processes of rod bending, the critical time is determined [1] by the criterion of unbounded increase A → ∞ in the bent axis amplitude, which is equivalent to the requirement A ? A ₀, where A ₀ is value of the amplitude at the initial time t = 0. In this case, the mathematical models of the process of buckling of rods and plates [2] are constructed in the framework of the theory of small displacements. This contradiction can be removed by the assumption that the critical state is realized for deflections A of the order of several A ₀, i.e., at the time instant corresponding to a sharp increase in displacements. Naturally, this assumption is of local character, because the instant of the transition to the accelerated increase in deflections depends on specific conditions such as, for example, the support conditions, the creep coefficient, the type of the system imperfectness, the value of A ₀, and the eccentricity of the load application.In what follows, we show that, in the case of longitudinal bending (buckling), the time instant directly preceding the beginning of the catastrophic increase in deflections can be determined by the variation in the phase volume of the system.     

黏弹性板的大挠度蠕变屈曲

研究了具有初始小挠度受轴向压载黏弹性板的蠕变屈曲问题,在建立控制方程时,利用了von Karman非线性应变-位移关系,并考虑了初始挠度,用标准线性固体模型描述材料的黏弹性特性,在求解非线性积分方程时,利用梯形公式计算记忆积分式,将非线性积分方程化为非线性代数方程进行数值求解,得到了结构的蠕变变形过程,又将问题退化到小挠度情况进行研究,得到了挠度随时间扩展的解析解,分析了瞬时失稳临界载荷、持久临界载荷的物理意义,讨论了考虑几何非线性对黏弹性板蠕变屈曲的影响。     

Deflections of a rubber membrane

This paper deals with the problem of the transverse deflection of a natural rubber membrane that is fixed along a circular boundary. Uniaxial experiments were performed in order to characterize the constitutive behaviour of the rubber material in terms of several constitutive models available in the literature. These constitutive models were used to develop computational estimates for the quasi-static load-displacement response of a rigid spherical indentor that deflects the rubber membrane in a controlled fashion and to determine the deflected shape of the membrane at specified load levels. Both axisymmetric and asymmetric deflections of the rubber membrane were investigated. The paper provides a comparison of the experimental results for the membrane deflections with results derived from computational simulations.     

Finite Deflection of Skew Sandwich Plates on Elastic Foundations by the Galerkin Method

ABSTRACT

Application of the Galerkin method to various fluid and structural mechanics problems that are governed by a single linear or nonlinear differential equation is well known [1-5]. Recently, the method has been extended to finite element formulations [6-10], In this paper the suitability of the Galerkin method for solution of large deflection problems of plates is studied. The method is first applied to investigate large deflection behavior of clamped isotropic plates on elastic foundations. After validity of the method is established, it is then extended to analyze problems of large deflection of clamped skew sandwich plates, both with and without elastic foundations. The plates are considered to be subjected to uniformly distributed loads. The governing differential equations for the sandwich plate in terms of displacements in Cartesian coordinates are first established and then transformed into skew coordinates. The nonlinear differential equations of the plates are then transformed into nonlinear algebraic equations, using the Galerkin method. These equations are solved using a Newton-Raphson iterative procedure. The parameters considered herein for large deflection behavior of skew sandwich plates are the aspect ratio of the plate, Poisson's ratio, skew angle, shearing stiffnesses of the core, and foundation moduli. Numerical results are presented for skew sandwich plates for various skew angles and aspect ratios. Simplicity and quick convergence are the advantages of the method, in comparison with other much more laborious numerical methods that require extensive computer facilities.