共查询到16条相似文献，搜索用时 203 毫秒
1.
李春祥 《地震工程与工程振动》2005,25(5):169-176
提出了双层多重调谐质量阻尼器（DMTMD）和多重双重调谐质量阻尼器（MDTMD）控制策略。利用定义的优化目标函数,评价了最易制作DMTMD和MDTMD模型的性能。数值结果表明,DMTMD和MDTMD比基于任意整数或基于奇数的多重调谐质量阻尼器（AI-MTMD和ON-MTMD）具有更好的有效性和鲁棒性。MDTMD和DMTMD具有近似相同的有效性,但MDTMD比DMTMD具有更好的鲁棒性。总的来说,MDTMD的冲程大于DMTMD的冲程;DMTMD中小质量块的冲程大于AI-MTMD和ON-MTMD的冲程。 相似文献
2.
结构双层多重调谐质量阻尼器(DMTMD)控制策略的鲁棒性评价 总被引：1，自引：0，他引：1
基于定义的二类优化目标函数,评价双层多重调谐质量阻尼器(DMTMD)控制策略对漂移频率系数(DFR)摄动的鲁棒性。数值研究表明,使用第二类优化准则设计的DMTMD、双重调谐质量阻尼器(DTMD)和多重调谐质量阻尼器(MTMD)比使用第一类优化准则设计的DMTMD、DTMD和MTMD具有更高的对DFR摄动的鲁棒性。而且,使用第二类优化准则设计的总数为4的DMTMD、DTMD和总数为11的MTMD具有近似相同的对DFR摄动的鲁棒性。 相似文献
3.
本文提出了一种新的控制策略——多重双重调谐质量阻尼器(以下简称为MDTMD)。MDTMD系统参数的可能组合形成十种MDTMD模型,本文评价其中最易制作的一种MDTMD模型。利用定义的优化目标函数,评价了MDTMD的控制性能。数值结果表明MDTMD比双重调谐质量阻尼器(DTMD)具有更好的有效性和对频率调谐的鲁棒性。但MDTMD的冲程大于DTMD的冲程。 相似文献
4.
土木工程结构鲁棒控制的发展 总被引：1，自引：0，他引：1
评述了结构控制的发展,指出发展结构鲁棒控制策略的重要性。重点评述了结构双重调谐质量阻尼器(DTMD)和多重双重调谐质量阻尼器(MDTMD)的控制策略,提出了需进一步发展主动双重调谐质量阻尼器(ADTMD)和主动多重双重调谐质量阻尼器(AMDTMD)控制策略、此外,评述了结构鲁棒控制的设计准则与高层建筑和大跨桥梁在风与地震作用下的统一自适应主动鲁棒控制策略。 相似文献
5.
基于Maxwell型阻尼器的多重调谐质量阻尼器性能评价 总被引：1，自引：0，他引：1
李春祥 《地震工程与工程振动》2004,24(2):141-144
研究了基于Maxwell型阻尼器的多重调谐质量阻尼器(MTD—MTMD)在控制结构地震反应方面的最优动力特性。利用建立的设置MTD-MTMD时结构的传递函数,定义了设置MTD—MTMD时结构的动力放大系数(DMF)。将MTD-MTMD的优化准则定义为结构最大动力放大系数的最小值的最小化(Min．Min．Max．DMF)。利用定义的优化准则,评价了Maxwell型阻尼器的松弛时间系数(RTC)对MTD—MTMD最优参数和有效性的影响。利用最大的MTD—MTMD动力放大系数(DMF),评价了RTC对MTD-MTMD冲程的影响。 相似文献
6.
为了改良被动式调谐质量阻尼器(TMD)对建筑结构的减震效果,本文提出了一种新型的可实时调节频率和电涡流阻尼的半主动调谐质量阻尼器(SATMD)。由Hilbert-Huang变换(HHT)识别出结构的瞬时频率,通过基于HHT的控制算法实时调节SATMD的质量进行频率的调谐;通过基于线性二次型高斯(LQG)的控制算法实时调整磁导间距来调节电涡流阻尼系数。为了验证SATMD对建筑结构的减震效果,以一单自由度结构模型为例进行地震响应模拟,同时采用一经优化设计的被动TMD作为对比,并考虑由于主结构的累积损伤等引起自身频率下降而造成被动TMD的去谐效应。以主结构的加速度和位移时程峰值、整体均方根值及TMD的耗能性能作为评价指标,对比了SATMD在主结构发生损伤前后对被动TMD的改良效果。数值模拟结果表明,在主结构发生损伤前后,SATMD均比经优化设计的被动TMD有更好的减震效果及耗能能力。 相似文献
7.
《地震工程与工程振动》2016,(3)
瓷柱型电气设备由于结构高耸、阻尼小等特点在地震中极易发生破坏。现有瓷柱型电气设备的加固措施均不能充分保证该类设备在地震发生时的安全运行。本文基于调谐质量阻尼器原理,结合瓷柱型电气设备中心对称的结构特点,提出了多重环式调谐质量阻尼器(MRTMD)的概念并设计了相应的三重调谐质量阻尼器减震装置,推导了对应的减震方程。文中以2个不同型号的电压互感器为例,通过有限元模拟,对比了该设备有控和无控时的动力响应。此外,考虑到导线及裹冰荷载的影响,本文研究了MRTMD控制频率偏移最佳控制频率时的减震效果。结果表明:MRTMD可以明显增强瓷柱型电气设备的抗震性能,实现任意方向的地震动减震;MRTMD对于不同类型的地震动均具有良好的鲁棒性;当控制频率发生50%偏移时,MRTMD仍然可以保持稳定的减震效果。 相似文献
8.
使用Kanai-Tajimi地震动模型,建立了主动调谐质量阻尼器(ATMD)结构系统的传递函数。将ATMD最优参数的评价准则定义为：设置ATMD结构均方根位移(解析式)的最小值的最小化。将ATMD有效性的评价准则定义为：设置ATMD结构均方根位移的最小值的最小化与未设置ATMD结构的均方根位移之比。根据逃择的评价准则,评价了地震卓越频率系数(EDFR)对ATMD抗震控制性能的影响。同时也评价了EDFR对被动调谐质量阻尼器(PTMD)抗震控制性能的影响。 相似文献
9.
10.
本文研究了土-结构动力相互作用对采取不同控制措施的结构控制效果的影响。文中首先建立了主动调谐质量阻尼器(ATMD)、半主动磁流变阻尼器(MR)和被动多重调谐质量阻尼器(MTMD)等三种结构控制措施在时域中的控制算法和控制律，然后基于子结构法，采用间接边界元方法，通过傅里叶变换，推导了分别安装三种结构控制措施的受控结构在频域中的运动方程，数值仿真分析了某36层高层建筑的地震反应及其控制效果。结果表明，当采用ATMD或MTMD控制时，考虑土-结构动力相互作用后结构地震反应有所减小；当采用MR控制时，考虑土-结构动力相互作用后结构地震反应有很大程度的减小。由此看来，在设计软土地基上高层结构的结构控制措施时，不考虑土-结构动力相互作用对结构控制效果的影响是偏于安全的。 相似文献
11.
Active multiple tuned mass dampers （referred to as AMTMD）, which consist of several active tuned mass dampers （ATMDs） with identical stiffness and damping coefficients but varying mass and control force, have recently been proposed to suppress undesirable oscillations of structures under ground acceleration. It has been shown that the AMTMD can remarkably improve the performance of multiple tuned mass dampers （MTMDs） and is also more effective in reducing structure oscillation than single ATMDs. Notwithstanding this, good performance of AMTMD （including a single ATMD illustrated from frequency-domain analysis） may not necessarily translate into a good seismic reduction behavior in the time-domain. To investigate these phenomena, a three-story steel structure model controlled by AMTMD with three ATMDs was implemented in SIMULINK and subjected to several historical earthquakes. Likewise, the structure under consideration was assumed to have uncertainty of stiffness, such as 4-15% of its initial stiffness, in the numerical simulations. The optimum design parameters of the AMTMD were obtained in the frequency-domain by implementing the minimization of the minimum values of the maximum dynamic magnification factors （DMF） of general structures with AMTMD. For comparison purposes, response analysis of the same structure with a single ATMD was also performed. The numerical analysis and comparison show that the AMTMD generally renders better effectiveness when compared with a single ATMD for structures subjected to historical earthquakes. In particular, the AMTMD can improve the effectiveness of a single ATMD for a structure with an uncertainty of stiffness of 4-15% of its initial stiffness. 相似文献
12.
Design parameters for single- and multiple-tuned liquid column dampers for reducing the response of structures to seismic excitations are presented. A deterministic analysis is carried out using 72 earthquake ground motion records to determine the tuning ratio, tube width to liquid length ratio, and head loss coefficient corresponding to a given mass ratio for single-tuned liquid column dampers. A similar analysis is performed to determine the central tuning ratio, tuning bandwidth, and grouping of dampers for multiple-tuned liquid column dampers. The study indicates that by properly selecting the design parameters, single- and multiple-tuned liquid column dampers can reduce the response of structures to seismic excitation by up to 45 per cent. Design examples using single- and multiple-tuned liquid column dampers in a bridge and a ten-storey building are presented to illustrate how the parameters are selected and to demonstrate the performance of the devices under different ground excitations. The response of several structures with tuned liquid column dampers is compared with that using tuned mass dampers where it is shown that both devices result in comparable reductions in the response. © 1998 John Wiley & Sons, Ltd. This paper was produced under the auspices of the U.S. Government and it is therefore not subject to copyright in the U.S. 相似文献
13.
非对称结构扭转振动多重调谐质量阻尼器(MTMD)控制的最优位置 总被引：1，自引：1，他引：1
研究了非对称结构扭转振动多重调谐质量阻尼器(MTMD)控制的最优位置。本文采用的MTMD具有相同的刚度、阻尼，但质量不同。基于导出的设置MTMD时非对称结构扭转角位移传递函数，建立了扭转角位移动力放大系数解析式。MTMD最优参数的评价准则定义为：非对称结构最大扭转角位移动力放大系数的最小值的最小化。MTMD的有效性评价准则定义为：非对称结构最大扭转角位移动力放大系数的最小值的最小化与未设置MTMD时非对称结构最大扭转角位移动力放大系数的比值。基于定义的评价准则，研究了非对称结构的标准化偏心系数(NER)和扭转对侧向频率比(TTFR)对不同位置MTMD最优参数和有效性的影响。 相似文献
14.
In this study, several mass dampers were designed and fabricated to suppress the seismic responses of a ¼‐scale three‐storey building structure. The dynamic properties of the dampers and structure were identified from free and forced vibration tests. The building structure with or without the dampers was, respectively, tested on a shake table under the white noise excitation, the scaled 1940 El Centro earthquake and the scaled 1952 Taft earthquake. The dampers were placed on the building floors using the sequential procedure developed by the authors in previous studies. Experimental results indicated that the multiple damper system is substantially superior to a single tuned mass damper in mitigating the floor accelerations even though the multiple dampers are sub‐optimal in terms of tuning frequency, damping and placement. These results validated the sequential procedure for placement of the multiple dampers. The structure was also analysed numerically based on the shake table excitation and the identified structure and damper parameters for all test cases. Numerical and experimental results are in good agreement, validating the dynamic properties identified. Copyright © 2003 John Wiley & Sons, Ltd. 相似文献
15.
Active multiple tuned mass dampers (AMTMD) consisting of many active tuned mass dampers (ATMDs) with a uniform distribution of natural frequencies have been, for the first time, proposed for attenuating undesirable vibrations of a structure under the ground acceleration.The multiple tuned mass dampers (MTMD) in the AMTMD is manufactured by keeping the stiffness and damping constant and varying the mass. The control forces in the AMTMD are generated through keeping the identical displacement and velocity feedback gain and varying the acceleration feedback gain. The structure is represented by its mode‐generalized system in the specific vibration mode being controlled using the mode reduced‐order method. The optimum parameters of the AMTMD are investigated to delineate the influence of the important parameters on the effectiveness and robustness of the AMTMD by conducting a numerical searching technique. The parameters include the frequency spacing, average damping ratio, tuning frequency ratio, total number and normalized acceleration feedback gain coefficient. The criterion, which can be stated as the minimization of the minimum values of the maximum dynamic magnification factors (i.e. Min.Min.Max.DMF), is chosen for the optimum searching. Additionally, for the sake of comparison, the results of the optimum MTMD (the passive counterpart of AMTMD) and ATMD are also taken into account in the present paper. It is demonstrated that the proposed AMTMD can be expected to significantly reduce the oscillations of structures under the ground acceleration. It is also shown that the AMTMD can remarkably improve the performance of the MTMD and has higher effectiveness than ATMD. Copyright © 2002 John Wiley & Sons, Ltd. 相似文献
16.
M. AB 《地震工程与结构动力学》1996,25(7):743-749
A semi-active tuned mass damper (TMD) which is capable of adjusting initial displacement and damping is applied to seismic protection of structures. Control algorithms are derived in closed forms using perturbation analysis on modal properties of the single degree of freedom (SDOF) structure/TMD system. Because perturbation solutions are given in a relatively simple form, the control algorithms are developed in a physically intuitive manner. In the first half of the paper, the control algorithms are introduced using numerical simulations of the impulse response. Then the algorithms are applied to seismic protection of civil structures using the strategy of multiple releasing and capturing of TMDs. The control strategy for seismic control is summarized in a flow chart. Numerical studies with the El Centro earthquake record show that the proposed semi-active method has higher performance than conventional passive TMDs. 相似文献