结构地震反应的瞬时KCE控制

提出了地震作用下结构主动控制的瞬时ＫＣＥ控制，给出参数的优化确定方法，并针对某试验用模型结构进行了计算和分析。结果表明，瞬时ＫＣＥ控制算法明显优于瞬时最优控制算法。     

线性结构的滑动模态半主动控制

本文研究应用可变阻尼器对线性结构进行半主动控制的算法和原理。采用滑动模态控制算法,并基于Ｌｙａｐｕｎｏｖ直接法提出了半主动控制器设计。利用滑动模态控制方法和所建立的控制器,我们给出了一个风荷载激励下的线性结构的半主动控制算例。计算机模拟分析表明,半主动控制具有效果明显,鲁棒性好等优点,是一种非常有发展前途的控制方法。     

结构可变阻尼半主动控制

本文阐述了结构半主动控制的概念，并介绍了国内外有关结构半主动控制的研究状态，阐述了几种有关结构半主动控制的算法，包括基于经典最优控制的控制律及算法，基于变结构系统理论的滑动模太控制算法和非线性奇次系统的ｂａｎｇ－ｂａｎｇ控制算法。重点阐述了变结构系统理论和滑移面的确定及控制律的设计。     

基于模型参考的结构非线性自适应减振控制

本文针对非线性结构振动控制问题,提出了一种将线性二次型最优(LQR)控制算法和模糊控制算法相结合的自适应减震控制方法。以原线性结构,即名义系统作为参考模型,基于参考模型设计了LQR控制器,并利用遗传算法优化LQR控制器的加权系数;将结构振动中的非线性部分作为不确定参数,以此来设计模糊控制器,弥补了结构非线性部分对振动控制的影响。最后,通过钢筋混凝土非线性结构算例验证本文所提算法的有效性。结果表明:强震作用下,结构构件会产生屈服进入非线性阶段,而基于线性参考模型设计的LQR控制器并不适用于非线性结构;模糊控制器可以补偿结构非线性产生的影响,达到自适应减震控制的目的。     

多层结构MTMD振动控制系统参数优化研究

采用振动控制算法中的线性二次型最优控制,研究了在地震作用下的结构控制作用系统参数优化设计,即假定控制器数量、位置,对控制作用参数进行优化.将选取的主结构简化为多自由度模型,将MTMD(多重调谐质量阻尼器)对结构的反力与地震荷载共同作为结构的荷载输入分析;基于对主结构多模态耦合作用的考虑以及MTMD加载位置的初步假定,以二次型性能指标对系统状态方程加以控制.得到控制效果与利用最优参数法的结构控制效果做进一步比较验证.最后利用ANSYS优化设计模块,对已得到的控制器参数进行二次优化.     

基于二次型性能指标的控制器优化布置方法

本文建立了基于二次型性能指标的结构控制系统控制器最优布置方法。以控制器撤除时的系统最优控制性能指标增量作为控制器对系统最优控制的贡献，并用做确定经济的控制器数量和最优控制器位置的定量分析准则。本文中的控制器位置和控制器设计采用同一个优化性能指标，使得控制系统设计为最优。根据逼近满设置控制器结构控制系统的最优状态求得控制器降阶后等价的反馈控制增益。应用本文的方法对剪切模型框架结构上安装的锚索控制器进行了控制器的总体优化设计。数值分析表明，本文提出的控制器数量、位置和参数优化方法不仅易于实现，而且甚为有效。     

巨型框筒部分悬挂结构控制体系地震反应特性及阻尼控制研究

本文提出巨型框筒部分悬挂结构新体系，研究这种结构体系对地震反应特性，提出用阻尼器进行巨型框筒部分悬挂体系地震反应的控制方法，采用结构动力学有限元方法，建立空间分析模型，对结构体系进行地震随机振动分析、时程分析和地震反应谱分析。分析结果表明，这种结构体系能有效地减小结构的地震响应，最后研究了影响控制效果的主要因素及控制器参数的影响规律。     

具有地震抑制功能的结构主动控制算法与仿真分析

提出了一种具有地震抑制功能的结构抗震主动控制算法。其特点是设计一组状态反馈控制律，使得闭环结构系统在具有希望极点的同时，还能够减小结构地震输人的影响。首先，在特征结构配置参数化方法的基础上，将该控制问题转化为一个含有约束条件的优化问题；其次，给出了求解该问题的算法及实施步骤，该方法直接基于结构系统原始矩阵，不涉及系统的增广或变换，便于工程应用；最后，对地震作用下三层剪切型Benchmark结构模型进行了仿真分析，结果表明本文所提具有地震干扰抑制功能算法的有效性。     

基于特征结构配置的结构鲁棒控制算法及仿真

本文提出了结构系统的鲁棒主动控制算法，其目的是求取状态反馈控制律，在闭环系统具有希望特征值前提下，使得闭环系统特征值关于参数摄动具有最小的灵敏度。基于状态反馈特征结构配置参数化方法和矩阵特征值灵敏度分析理论，该问题转化为含有约束条件的优化问题，并给出了求解该鲁棒控制问题的算法。该方法给出了特征值灵敏度函数的参数化表示，且直接基于结构系统矩阵，故便于工程应用。三自由度层间剪切型结构地震作用下的仿真分析，表明所提方法的有效性。     

基于参数灵敏度最小的鲁棒主动控制方法

本文建立了带有参数摄动的结构状态空间模型。在此基础上，提出了基于参数灵敏度最小的鲁棒极点配置的主动控制算法，通过使闭环系统的特征值对系统参数变化不敏感来提高结构控制系统对参数摄动的鲁棒性。最后对一个单自由度结构地震作用下的控制仿真计算，证实了这种控制方法的有效性和较强的鲁棒性。     

地震下结构振动的最优控制算法模型比较与改进

模拟地震激励输入结构的过程,将控制目标函数化解到每个时间步长上。用激励所产生的脉冲响应重新构造控制目标函数,直接从泛函变分出发,推导出了一种改进的最优控制算法,并用状态转移的数值方法加以实现。从概念上讲,本算法是一种更为合理的结构最优控制算法。算例表明,在相同控制能量下,本算法能更有效地削减响应峰值,且稳定性良好。     

Automatic modal parameter identification of high arch dams: feasibility verification

Modal parameters, including fundamental frequencies, damping ratios, and mode shapes, could be used to evaluate the health condition of structures. Automatic modal parameter identification, which plays an essential role in realtime structural health monitoring, has become a popular topic in recent years. In this study, an automatic modal parameter identification procedure for high arch dams is proposed. The proposed procedure is implemented by combining the density-based spatial clustering of applications with noise (DBSCAN) algorithm and the stochastic subspace identification (SSI). The 210-m-high Dagangshan Dam is investigated as an example to verify the feasibility of the procedure. The results show that the DBSCAN algorithm is robust enough to interpret the stabilization diagram from SSI and may avoid outline modes. This leads to the proposed procedure obtaining a better performance than the partitioned clustering and hierarchical clustering algorithms. In addition, the errors of the identified frequencies of the arch dam are within 4%, and the identified mode shapes are in agreement with those obtained from the finite element model, which implies that the proposed procedure is accurate enough to use in modal parameter identification. The procedure is feasible for online modal parameter identification and modal tracking of arch dams.

     

Multi‐level design model and genetic algorithm for structural control system optimization

The integrated optimum problem of structures subjected to strong earthquakes and wind excitations, optimizing the number of actuators, the configuration of actuators and the control algorithms simultaneously, is studied. Two control algorithms, optimal control and acceleration feedback control, are used as the control algorithms. A multi‐level optimization model is proposed with respect to the solution procedure of the optimum problem. The characteristics of the model are analysed, and the formulation of each suboptimization problem at each level is presented. To solve the multi‐level optimization problem, a multi‐level genetic algorithm (MLGA) is proposed. The proposed model and MLGA are used to solve two multi‐level optimization problems in which the optimization of the number of actuators, the positions of actuators and the control algorithm are considered in different levels. In problem 1, an example structure is excited by strong wind, and in problem 2, an example structure is subjected to strong earthquake excitation. Copyright © 2001 John Wiley & Sons, Ltd.     

Using the ETAS Model for Catalog Declustering and Seismic Background Assessment

The concept of background seismicity is strictly related to the identification of spontaneous and triggered earthquakes. The definition of foreshocks, main shocks and aftershocks is currently based on procedures depending on parameters whose values are notoriously assumed by subjective criteria. We propose a method for recognizing the background and the induced seismicity statistically. Rather than using a binary distinction of the events in these two categories, we prefer to assign to each of them a probability of being independent or triggered. This probability comes from an algorithm based on the ETAS model. A certain degree of subjectivity is still present in this procedure, but it is limited by the possibility of adjusting the free parameters of the algorithm by rigorous statistical criteria such as maximum likelihood. We applied the method to the seismicity of southern California and analyzed the sensitivity of the results to the free parameters in the algorithm. Finally, we show how our statistical declustering algorithm may be used for mapping the background seismicity, or the moment rate in a seismic area.     

A design procedure for buildings equipped with energy dissipation devices using nonclassical damping and iso-performance curves

This article describes a design procedure for elastic buildings equipped with linear and nonlinear energy dissipating devices. The objective is to achieve a design that responds to a target building performance following a simple and robust step-by-step algorithm. The proposed procedure identifies first the modal significance of key design performance indicators and controls the modal properties by solving a singular two-parameter eigenvalue problem. For that purpose, a new modal significance metric is proposed, and a target frequency shift and damping ratio for the complete structure are obtained from the so-called iso-performance design curves. The design algorithm employs linear-equivalent stiffness and damping properties, which are then transformed into parameters characterizing inelastic force-deformation constitutive models corresponding to physical devices. The design algorithm leads to an optimal damper distribution corresponding to the minimum global amount of supplemental equivalent damping needed to achieve a maximum modal perturbation. The design procedure is first demonstrated using a five-story building example and then a real and complex 22-story free-plan building with two towers of rhomboid-shape plan with a very singular dynamic behavior.     

Performance‐based optimum seismic design of reinforced concrete structures

A fully automated design methodology based on nonlinear response history analysis is proposed for the optimum seismic design of reinforced concrete (RC) structures. The conventional trial‐and‐error process is replaced by a structural optimization algorithm that serves as a search engine capable of locating the most efficient design in terms of cost and performance. Two variations of the proposed design methodology are introduced. The first approach treats the optimum design problem in a deterministic manner, while in the second variation the optimum design is sought in the framework of a reliability‐based optimization problem. The reliability‐based approach seems to be a more rational procedure since more meaningful design criteria that correlate better with the performance‐based design concept can be adopted. Thus, the practice of using the mean annual frequency of a limit‐state being exceeded to assess the candidate designs is compared with the use of deterministic criteria. Both formulations take into consideration the structural response for a number of limit‐states, from serviceability to collapse prevention. The proposed design procedure is specifically tailored to the design of RC structures, where a preliminary design step of generating tables of concrete sections is introduced. In order to handle the large size of the tables, the concept of multi‐database cascade optimization is implemented. The final design has to comply with the provisions of European design codes. The proposed methodology allows for a significant reduction of the direct construction cost combined with improved control of the seismic performance under earthquake loading. Copyright © 2008 John Wiley & Sons, Ltd.     

A digital elevation analysis: a spatially distributed flow apportioning algorithm

An integrated flow determination algorithm is proposed to calculate the spatial distribution of the topographic index to the channel network. The advantages of a single flow direction algorithm and other multiple flow direction schemes are selectively considered in order to address the drawbacks of existing algorithms. A spatially varying flow apportioning factor is introduced to distribute the contributing area from upslope cells to downslope cells. The channel initiation threshold concept is expanded and integrated into a spatially distributed flow apportioning algorithm to delineate a realistic channel network. The functional relationships between the flow apportioning factors and the expanded channel initiation threshold (ECIT) are developed to address the spatially varied flow distribution patterns considering the permanent channel locations. A genetic algorithm (GA) is integrated into the spatially distributed flow apportioning algorithm (SDFAA) with the objective function of river cell evaluation. An application of a field example suggests that the spatially distributed flow apportioning scheme provides several advantages over the existing approaches; the advantages include the relaxation of overdissipation problems near channel cells, the connectivity feature of river cells and the robustness of the parameter determination procedure over existing algorithms. Copyright © 2004 John Wiley & Sons, Ltd.     

Probability-consistent earthquakes and probability-consistent conservative earthquakes

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基于稀疏反演理论的自动叠加速度反演方法

叠加速度分析技术是常规地震资料处理中的重要环节,也是经典的时间域速度建模方法.叠加速度分析技术主要包括速度谱计算和拾取两个步骤.至今为止,多数研究工作通过提高速度谱的分辨率以及抗噪声能力,获得高质量的速度谱从而有利于拾取.本文的目标是将叠加速度分析技术转为一个全自动化的处理流程.从参数估计的角度出发,将叠加速度估计转化为稀疏反演框架下的模型参数估计问题,并通过稀疏反演算法自动反演叠加速度,进而提高叠加速度建模的效率.为实现这一目标,首先给出了正问题的定义,即层状介质中CMP道集的预测模型,利用叠加速度、垂向双程走时(t_0)以及反射子波以及CMP道集时距关系(如双曲时距关系)可以预测CMP道集.接着,速度分析反问题可以描述为已知观测的CMP道集,估计模型参数(叠加速度及t_0时间等).利用模型参数的稀疏性作为约束条件并用L_0范数作为模型稀疏性的度量准则,叠加速度分析可以转化为L_0范数约束下的稀疏反演问题.本文提出了一种基于预测校正思想的匹配追踪算法求解上述反问题,实现了自动叠加速度建模并为后续的高精度速度反演方法提供较好的初始模型.理论和实际资料的测试结果证明了本文方法的有效性.     

安装MR阻尼器工程结构的非参数模型自适应控制

本文首先建立了结构一磁流变阻尼器非线性系统的非参数模型,该模型不需要太多的受控结构的先验知识,且具有结构简单、参数少,是时变增量形式等优点,因此适合于非线性控制系统的设计。在此基础上,本文提出了非参数模型学习自适应半主动控制算法,并以一个6层框架结构为例,进行了深入的仿真数值分析。计算结果表明,采用本文提出的控制算法能得到令人满意的控制效果。通过在较大范围内选取结构参数值,验证了算法具有较好的鲁棒性。