Nonlinear random stability of viscoelastic cable with small curvature

The nonlinear planar mean square response and the random stability of a viscoelastic cable that has a small curvature and subjects to planar narrow band random excitation is studied. The Kelvin viscoelastic constitutive model is chosen to describe the viscoelastic property of the cable material. A mathematical model that describes the nonlinear planar response of a viscoelastic cable with small equilibrium curvature is presented first. And then a method of investigating the mean square response and the almost sure asymptotic stability of the response solution is presented and regions of instability are charted. Finally , the almost sure asymptotic stability condition of a viscoelastic cable with small curvature under narrow band excitation is obtained.     

结构随机激励的响应灵敏度分析

本文建立了有色噪声随机激励的响应协方差矩阵方程,推导了响应灵敏度的计算式,给出了进行灵敏度计算的方法,并作了实例计算。     

一种以均方响应作为约束的动力学设计方法

本文提出一种将结构在随机激励下某些点（自由度）上的均方响应作为约束的动力学设计方法。文中分析了广义随机激励不相关与相关两种情况，并推导了各自情况下的任一给定点（自由度）上的均方响应对于设计变量的灵敏度计算公式。所导公式适用于宽带平稳随机激励。算例表明，所提方法是有效与可行的。     

一种新的随机减量函数的构造及分析

当外激励为均值为零的平稳随机过程时,系统输出响应的随机减量函数代表了系统的自由衰减振动.但当外激励不是零均值的平稳随机过程时,这种传统的随机减量函数在某些情况下,将不再具有上述性质.为进一步拓宽随机减量函数的应用范围,本文从分析Brown运动的随机过程的表征中得到启发,在传统的随机减量函数的基础上,提出一种新的随机减量函数的构造形式,并对同一系统在相同触发条件下,受不同外激励作用时的传统随机减量函数与新构造的随机减量函数进行了对比.数值计算和实验结果表明,当外激励为零均值的随机过程时,新旧随机减量函数在反映系统自由振荡的效果上基本相同,但在外激励为其他情况下,新构造的随机减量函数在性态和稳定性上明显优于传统随机减量函数.     

线性随机桁架结构的平稳随机响应分析

研究了随机桁架结构的平稳随机响应问题。同时考虑结构的物理参数、几何尺寸的随机性，从结构平稳随机响应在频域上的表达式出发，利用求解随机变量函数矩的方法，导出了随机桁架结构在平稳随机激励下位移响应均方值的均值、均方差和变异系数的计算表达式。通过算例考察了随机荷载激励下结构物理参数、几何尺寸的随机性对结构随机响应的影响。     

An equivalent nonlinearization method for analysing response of nonlinear systems to random excitations

I.IntroductionInthelasttwodecades,theresponseofstochasticallyexcitednonlinearsystemshavebeenresearcheddeeplyandwidely.Manyexactandapproximatemethodsofpredictingtheresponseofnonlinearsystemstorandomexcitationshavebeenprop0sedl']'l21.Becauseofv4riousreasons…     

随机参数多自由度体系在平稳随机反应下的系统动力可靠性

对具有随机参数的多自由度体系,提出了求解其系统动力可靠度上、下限的一种计算方法。考虑结构的物理和几何参数具有随机性,从结构随机响应的频域表达式出发,利用求解随机变量数字特征的代数综合法和矩法,导出了随机参数多自由度体系在平稳随机激励下的平稳随机反应均方值的数字特征,再由动力可靠性的Poisson公式导出了随机参数结构的动力可靠度的计算公式,然后根据系统可靠性分析方法,分析了随机参数多自由度体系的系统动力可靠性,最后给出了系统动力可靠度上、下限的计算公式,并给出一个算例。     

风激下结构的紊流诱发振动

高耸结构群或桥梁部件在风激下，除了产生经典气动弹性效应外，还会引起结构或部件间的相互动力干涉作用，特别是由于上游结构振荡绕流所形成的紊流激励作用，使得处于尾流场中的结构或部件的动态性能与上游结构有明显的差别。文中报导弹性约束下两Ｈ型结构的气动干涉实验结果。依据实验观察到的主要特征分析风激干涉下结构的紊流诱发振动与随机动力稳定性，得出紊流随机响应的解析表达式以及用以确定临界风速的动力稳定性条件，计算     

粘滞和粘弹性阻尼器减震结构的随机响应特性

利用积分型本构关系,针对带支撑任意线性粘滞和粘弹性阻尼器单自由度耗能结构,建立了微分和积分混合地震响应方程;基于随机平均分析法,推导出耗能结构振幅与相位瞬态联合概率密度函数、位移与速度瞬态联合概率密度函数、位移与速度瞬态响应方差、振幅动力可靠性、振幅首超时间任意阶统计矩的一般解析解;给出了带支撑广义Maxwell阻尼器和广义微分模型阻尼器耗能结构上述各种随机响应特性,从而建立了带支撑任意线性粘滞和粘弹性阻尼器单自由度减震结构的各种随机响应特性分析的统一解析解法。     

一种新型的宽带随机谱下疲劳寿命计算模型的建立与分析

通过严密的数学推导和具体的数值分析，建立了一种新型的宽带随机载荷谱下疲劳寿命计算模型，数值计算表明，本模型较国际上已有的几种有代表性的近似计算模型有更大的适应范围和更高的精度。     

Deterministic and Stochastic Response of Nonlinear Coupled Bending-Torsion Modes in a Cantilever Beam

The purpose of this study is to understand the main differences between the deterministic and random response characteristics of an inextensible cantilever beam (with a tip mass) in the neighborhood of combination parametric resonance. The excitation is applied in the plane of largest rigidity such that the bending and torsion modes are cross-coupled through the excitation. In the absence of excitation, the two modes are also coupled due to inertia nonlinearities. For sinusoidal parametric excitation, the beam experiences instability in the neighborhood of the combination parametric resonance of the summed type, i.e., when the excitation frequency is in the neighborhood of the sum of the first bending and torsion natural frequencies. The dependence of the response amplitude on the excitation level reveals three distinct regions: nearly linear behavior, jump phenomena, and energy transfer. In the absence of nonlinear coupling, the stochastic stability boundaries are obtained in terms of sample Lyapunov exponent. The response statistics are estimated using Monte Carlo simulation, and measured experimentally. The excitation center frequency is selected to be close to the sum of the bending and torsion mode frequencies. The beam is found to experience a single response, two possible responses, or non-stationary responses, depending on excitation level. Experimentally, it is possible to obtain two different responses for the same excitation level by providing a small perturbation to the beam during the test.     

Modelling of solute transport in a mild heterogeneous porous medium using stochastic finite element method: Effects of random source conditions

Randomness in the source condition other than the heterogeneity in the system parameters can also be a major source of uncertainty in the concentration field. Hence, a more general form of the problem formulation is necessary to consider randomness in both source condition and system parameters. When the source varies with time, the unsteady problem, can be solved using the unit response function. In the case of random system parameters, the response function becomes a random function and depends on the randomness in the system parameters. In the present study, the source is modelled as a random discrete process with either a fixed interval or a random interval (the Poisson process). In this study, an attempt is made to assess the relative effects of various types of source uncertainties on the probabilistic behaviour of the concentration in a porous medium while the system parameters are also modelled as random fields. Analytical expressions of mean and covariance of concentration due to random discrete source are derived in terms of mean and covariance of unit response function. The probabilistic behaviour of the random response function is obtained by using a perturbation‐based stochastic finite element method (SFEM), which performs well for mild heterogeneity. The proposed method is applied for analysing both the 1‐D as well as the 3‐D solute transport problems. The results obtained with SFEM are compared with the Monte Carlo simulation for 1‐D problems. Copyright © 2007 John Wiley & Sons, Ltd.     

端部激励相位差下斜拉索的非线性振动

斜拉桥中拉索承受着多种端部激励,可激发大幅空间振动．以斜拉索为对象,探究不同端部激励间相位差对其非线性振动的影响．首先,推导斜拉索无量纲离散控制方程,引入考虑相位的三向端部激励得到一般化模型;然后,针对拉索下端存在的纵桥向、竖向和横桥向激励的两两组合,受大幅或小幅激励,及其在主共振区或主参数共振区几组因素,共计12种工况,采用数值分析法分别研究了各工况下不同激励相位差时的斜拉索稳态响应．研究发现：激励相位差能加剧与激励频率相近的面内、外模态振动;在任意端部激励组合下,激励相位差不仅可使斜拉索非线性振动出现定量变化,还可改变内共振的表现形式．面内、外激励组合下,相位差对拉索响应幅值的影响以π为周期变化,且当相位差趋于π/2 + kπ (k = 0, 1, 2…)时影响最为突出;而面内激励组合下,以2π为变化周期,当相位差为π + 2kπ (k = 0, 1, 2, …)时其对稳态幅值的影响最显著．其原因是：面外激励关于拉索所在的竖直面对称,故其本质上以π为周期;而面内激励无此对称性,仍以2π为周期．因此,有无面外激励参与决定了激励间相位差对斜拉索响应的影响规律．     

Parametric random excitation of nonlinear coupled oscillators

The stochastic bifurcation and response statistics of nonlinear modal interaction under parametric random excitation are studied analytically, numerically and experimentally. Two basic definitions of stochastic bifurcation are first introduced. These are bifurcation in distribution and bifurcation in moments. bifurcation in moments is examined for the case of a coupled oscillator subjected to parametric filtered white noise. The center frequency of the excitation is selected to be close to either twice the first mode or second mode natural frequencies or the sum of the two. The stochastic bifurcation in moments is predicted using the Fokker-Planck equation together with gaussian and non-Gaussian closures and numerically using the Monte Carlo simulation. When one mode is parametrically excited it transfers energy to the other mode due to nonlinear modal interaction. The Gaussian closure solution gives close results to those predicted numerically only in regions well remote from bifurcation points. However, bifurcation points predicted by the non-Gaussian closure are in good agreement with those estimated by numerical simulation. Depending on the excitation level, the probability density of the excited mode is strongly non-Gaussian and exhibits multi-maxima as predicted by Monte Carlo simulation. Experimental tests are carried out at relatively low excitation levels. In the neighborhood of stochastic bifurcation in mean square the measured results exhibit different regimes of response characteristics including zero motion and occasional small random motion regimes. These two regimes are characterized by the phenomenon of on-off intermittency. Both regimes overlap and thus it is difficult to locate experimentally the bifurcation point.     

砂土初始孔隙比空间变异性对其力学特性及破坏模式的影响分析

现有研究大多采用简单的摩尔库伦模型针对土的空间变异性对边坡或基础的安全系数或失效概率做计算分析.事实上临界状态本构模型,如SIMSAND,能更准确地反映土的应力-应变关系.为此,本文采用SIM-SAND模型,针对砂土初始孔隙比的空间变异性对其力学特性及破坏模式的影响做详细分析,算例采用简单的室内平面应变双轴试验,分为松砂排水、密砂排水、松砂不排水和密砂不排水四种情况.每一种情况均采用蒙特卡罗方法进行初始孔隙比的随机分布生成,并做大量计算,以此来分析初始孔隙比的不均匀性对剪切带生成和破坏模式和竖向承载力发展及其概率密度分布的影响.     

THEORETICAL AND EXPERIMENTALRESEARCH ON DYNAMIC BEHAVIOR OF GUYED MASTS UNDER WIND LOAD

I. INTRODUCTION Wind-induced vibration is the critical factor for the safety of guyed masts. Many dynamic modelshave been proposed in the literature[1 , 2]. However, there are obvious de?ciencies in many of theseprevious works owing to the poor cabl…     

On the stability of the shear flow of a viscoelastic fluid with slip along the fixed wall

In this paper we solve the time-dependent shear flow of an Oldroyd-B fluid with slip along the fixed wall. We use a non-linear slip model relating the shear stress to the velocity at the wall and exhibiting a maximum and a minimum. We assume that the material parameters in the slip equation are such that multiple steady-state solutions do not exist. The stability of the steady-state solutions is investigated by means of a one-dimensional linear stability analysis and by numerical calculations. The instability regimes are always within or coincide with the negative-slope regime of the slip equation. As expected, the numerical results show that the instability regimes are much broader than those predicted by the linear stability analysis. Under our assumptions for the slip equation, the Newtonian solutions are stable everywhere. The interval of instability grows as one moves from the Newtonian to the upper-convected Maxwell model. Perturbing an unstable steady-state solution leads to periodic solutions. The amplitude and the period of the oscillations increase with elasticity.     

Parametrically Excited Vibration of a Timoshenko Beam on Random Viscoelastic Foundation jected to a Harmonic Moving Load

The vibration response of a Timoshenko beam supported by a viscoelastic foundation with randomly distributed parameters along the beam length and jected to a harmonic moving load, is studied. By means of the first-order two-dimensional regular perturbation method and employing appropriate Green's functions, the dynamic response of the beam consisting of the mean and variance of the deflection and of the bending moment are obtained analytically in integral forms. Results of a field measurement for a test track are utilized to model the uncertainty of the foundation parameters. A frequency analysis is carried out and the effect of the load speed on the response is studied. It is found that the covariance functions of the stiffness and the loss factor both have the shape of an exponential function multiplied by a cosine function. Furthermore, it is shown that in each frequency response there is a peak value for the frequency, which changes inversely with the load speed. It is also found that the peak value of the mean and also standard deviation of the deflection and bending moment can be a decreasing or increasing function of the load speed depending on its frequency. An erratum to this article is available at .     

Transport of phosphate in a heterogeneous field

A model for the transport of P in an ensemble of vertical homogeneous columns is given. For a single column, the dimensionless concentration of P sorbed to the solid phase, , as a function of dimensionless depth, is approximated with a piston profile. The velocity of the P-front within a column depends on the application rate of P and the retention capacity of the soil. For a field, represented by an ensemble of columns differing with respect to P applied (A _T ) and retention capacity (F _T ), the field average dimensionless concentration , at fixed depth and time, is related to A _T and F _T using probability theory. F _T and A _T are expressed in terms of easily measured variables: oxalate extractable P and Fe + Al. With the probability density functions of these random variables the field-averaged profile is calculated. Experimental and computed profiles are reasonably in agreement and differences can be explained by assuming correlation of F _T and A _T . A parameter analysis shows the increase in field-scale dispersion if the coefficients of variation of the random variables are increased. Negative correlation of A _T and F _T or a positive correlation of successive applications A _i cause an increase in field-scale dispersion. Trends observed for A _T and F _T must be taken into consideration if the model is used for predictive purposes.Notation of variables and parameters A _T Total amount of phosphate (P) applied [mmol/m²] - A Annually applied amount of P [mmol/m²] - C Covariance - CV Coefficient of variation - D Coefficient of molecular diffusion and hydrodynamic dispersion [m²/yr] - D ^* Effective dispersion coefficient for adsorbing solute, D/R [m²/yr] - E Expectation - F Functional relationship of sorption with time and concentration [mmol/xxx - F _m Maximal sorption based on (Fe + Al) _ox [mmol/xxx - F _T Total sorption capacity for P of soil layer with thickness L [mmol/m²] - K Kolmogorov-Smirnov statistic - L Length of column [m] - M Number of applications - N Number of sample locations - P _m Maximal sorption based on P _ox + P _R [mmol/xxx - P _R Extrapolated measured sorption [mmol/xxx - Q Adsorbed amount [mmol/xxx - R Retardation factor - S Precipitated amount [mmol/xxx - VAR Variance - X Generic notation of a random variable - c Concentration of P in solution [mmol/m³] - c ⁰ Feed solution concentration of P [mmol/m³] - f Probability density function - h Separation vector - l _infD ^supf Field scale dispersivity [m] - m Mean, - m Ratio of means, m/m ^R with m ^R for reference situation - t Time [yr] - t ₁ Period in time between successive applications [yr] - t ^* Time required to dissolve solid P [yr] - v Interstitial water velocity [m/yr] - v ^* Effective interstitial water velocity for adsorbing solute, v/R [m/yr] - Time averaged propagation velocity of front [m/yr] - x, y, z Coordinates [m] - Ratio between P _m and (Fe + Al) _OX - Semivariogram - Dimensionless concentration of P in the solid phase - Variable - Coefficient of correlation - _s Soil bulk density [kg/m³] - Standard deviation, (VAR)^1/2 - Ratio of standard deviations, / _R with _R for reference situation - Total time [yr] - Volumetric water content - Coordinate [m] - Dimensionless depth - _p Dimensionless front penetration depth     

Effect of Thermal Modulation on the Onset of Convection in a Viscoelastic Fluid Saturated Porous Layer

The effect of thermal modulation on the onset of convection in a horizontal, anisotropic porous layer saturated by a viscoelastic fluid is investigated by a linear stability analysis. Darcy’s law with viscoelastic correction is used to describe the fluid motion. The perturbation method is used to find the critical Rayleigh number and the corresponding wavenumber for small amplitude thermal modulation. The stability of the system characterized by a correction Rayleigh number is calculated as a function of the thermal and mechanical anisotropy parameters, the viscoelastic parameters and the frequency of modulation. It is found that the onset of convection can be delayed or advanced by the factors represented by these parameters. The results of the problem have possible implications in mantle convection.