共查询到19条相似文献，搜索用时 125 毫秒
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基于几何非线性的Pall型摩擦阻尼器滞回特性分析与试验验证 总被引：5，自引：0，他引：5
本文从Palll摩擦阻尼器四连杆机构的几伺非线性变形特征出发,分析一种改进的Pall摩擦阻尼器--T形芯板摩擦阻尼器的滞回特性以及支撑的受力特点.本文与不考虑几何非线性的简化计算方法得到完全不同的结论:支撑的拉力在阻尼器起滑后并不保持为一常数,而是呈显著增加趋势,支撑最大拉力可达起滑时的2～3倍.试验结果也充分验证了这一结论.这一结论意味着按传统简化计算方法设计的Pall阻尼结构可能存在较大安全隐患. 相似文献
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SMA复合摩擦阻尼器性能的试验研究 总被引：3，自引：0，他引：3
利用形状记忆合金(SMA)的超弹性效应及高阻尼性能,结合传统Pall摩擦型阻尼器的特点,提出了一种SMA复合摩擦阻尼器。在建立阻尼器力学分析模型的基础上,对SMA复合摩擦阻尼器的性能进行了试验研究,分析了位移幅值、加载频率等对阻尼器的等效刚度、单位循环耗能和等效阻尼比的影响,并与理论分析结果进行了对比。研究表明,SMA复合摩擦阻尼器在加卸载循环下会形成比较稳定的滞回曲线,表明这种阻尼器具有良好的耗能能力。 相似文献
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粘弹性-摩擦阻尼器在底部框架砌体结构抗震加固中的控制应用 总被引：5，自引：0，他引：5
本文根据新型粘弹性－摩擦阻尼器的耗能特点和底部框架砌体结构动力特性，提出通过对底部框架砌体结构设置粘弹性－摩擦阻尼器，达到对底部框回体结构抗震加固的目的。文中推导了粘弹性－摩擦阻尼器和人字型支撑的组合层间单元刚度短阵和控制力向量，建立了设置粘弹性－摩擦阻尼器框架结构地震反应时程分析的控制方法。 相似文献
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薄弱层设置耗能阻尼器支撑的钢框架模型振动台试验 总被引：2，自引：0，他引：2
设计制作了一个五层钢框架模型,在其第一层、第三层和第五层薄弱层分别设置摩擦阻尼器、粘弹性阻尼器和粘弹性-摩擦阻尼器等三种耗能阻尼器支撑,进行了罕遇地震和多遇地震下的振动台试验。试验结果表明,耗能阻尼器支撑能够有效地控制结构的地震反应。 相似文献
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传统的屈曲约束支撑通常被设计为在大震作用中消耗能量,小震作用下为该结构提供了抗侧刚度。为了克服这一缺点,结合屈曲约束支撑和长圆孔摩擦阻尼器的工作原理,提出了一种基于屈曲约束支撑和长圆孔摩擦阻尼器串联的新型阻尼器,对该阻尼器进行了低周反复荷载试验,分析了其滞回性能、刚度退化等。试验结果表明：新型金属-摩擦阻尼器滞回曲线饱满,通过设置不同的螺栓预紧力可以使阻尼器达到分阶段能耗的目标。利用ABAQUS数值仿真软件对新型金属-摩擦阻尼器进行了数值分析准确性验证。并通过改变模拟试件屈服比例值,了解屈服比例变化对新型金属-摩擦阻尼器抗震性能的影响。结果表明：数值模拟滞回曲线与试验曲线基本一致;屈服比例的增加对阻尼器刚度退化、滑动承载力有明显影响。 相似文献
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屈曲约束支撑(buckling restrained brace, BRB)作为一种具备承载能力和耗能能力的阻尼器,在工程中得到了广泛应用。然而传统的屈曲约束支撑为避免发生低周疲劳破坏,在多遇地震工况下被设计为弹性支撑,无法耗散地震输入的能量。总结了分阶段屈服屈曲约束支撑的研究现状,并在此基础上通过改变一阶屈服耗能阻尼器的类型,提出了一阶阻尼器为摩擦型阻尼器的双阶屈服屈曲约束支撑(double-stage yield buckling restrained brace, DYBRB),分析了其构造形式、工作原理及力学模型,并利用有限元软件ABAQUS对其进行了模拟分析,通过改变一、二阶刚度比和摩擦阻尼器摩擦力与芯板屈服力比,对比不同支撑的等效黏滞阻尼系数。结果表明：该DYBRB的构造合理,滞回曲线饱满,具有明显的分阶段屈服能力,且在小位移下可以实现耗能,提高了支撑全过程耗能能力。一、二阶刚度比取4左右,摩擦阻尼器摩擦力比例取0.75～1时,DYBRB全过程的耗能能力较好。 相似文献
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压电-T型变摩擦阻尼器及其性能试验与分析 总被引：9，自引：0，他引：9
本文结合压电驱动器和T型摩擦阻尼器的特点，提出了压电-T型变摩擦阻尼器，并建立了阻尼器输入电压主动调节或按位移和速度相关调节的阻尼力模型。其次，设计制作了最大阻尼力450N、阻尼力可调倍数2.5～3倍的小比例模型压电-T型变摩擦阻尼器，进行了可调阻尼力性能试验，得到了输入电压主动调节和分别按位移和速度相关调节的阻尼力滞回曲线，试验结果与阻尼力模型分析结果吻合较好。此外，探讨了压电-T型变摩擦阻尼器的规格化设计，分别设计了最大阻尼力20kN和200kN、阻尼力可调倍数2的压电-T型变摩擦阻尼器参数。压电-T型变摩擦阻尼器构造简单、阻尼力调节方便、响应迅速，是一种性能优燎能阻尼器. 相似文献
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A wall‐type friction damper is newly proposed in this paper to improve the performance of reinforced concrete (RC) framed structures under earthquake loads. Traditionally, the damper was generally invented as a brace‐type member. However, it has been seen to cause problems in the RC frame structures in that concrete is apt to be damaged in the connection regions of the RC member and the brace‐type damper under earthquake loads. The proposed wall‐type damper has an advantage in the retrofit of RC structures. The system consists of a Teflon® slider and a RC wall. The damper is also designed to control normal pressures acting on a frictional slider. The numerical applications show that the proposed damper can be effective in mitigating the seismic responses of RC frame structures and reducing the damage to RC structural members. Copyright © 2004 John Wiley & Sons, Ltd. 相似文献
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Shear‐type buildings with Maxwell model‐based brace–damper systems are studied in this paper with a primary emphasis on the effects of brace stiffness. A single‐story building with a viscous damper installed on top of a Chevron‐brace is first investigated. Closed‐form solutions are derived for the simple structure, relating the brace stiffness and damper coefficient to the targeted reduction in response displacement or acceleration. For a given brace stiffness, the solution is minimized to give a set of formulae that will allow the optimal damper coefficient to be determined, assuring the desired performance. The model is subsequently extended to multistory buildings with viscous dampers installed on top of Chevron‐braces. For a targeted reduction in the mean square of the interstory drift, floor acceleration or base shear force, the minimum brace stiffness and optimal damper coefficients are obtained through an iterative procedure. The response reduction, which signifies the improved performance, is achieved by a combination of brace stiffness and viscous damper coefficients, unlike conventional approaches where damper coefficients are typically optimized independent of brace stiffnesses. Characteristics of multi‐degree‐of‐freedom systems are studied using a 2‐story and a 10‐story buildings where the effects of brace stiffness on the overall performance of the building can be quantified. Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
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Semi‐active control of buildings and structures for earthquake hazard mitigation represents a relatively new research area. Two optimal displacement control strategies for semi‐active control of seismic response of frame structures using magnetorheological (MR) dampers or electrorheological (ER) dampers are proposed in this study. The efficacy of these displacement control strategies is compared with the optimal force control strategy. The stiffness of brace system supporting the smart damper is also taken into consideration. An extensive parameter study is carried out to find the optimal parameters of MR or ER fluids, by which the maximum reduction of seismic response may be achieved, and to assess the effects of earthquake intensity and brace stiffness on damper performance. The work on example buildings showed that the installation of the smart dampers with proper parameters and proper control strategy could significantly reduce seismic responses of structures, and the performance of the smart damper is better than that of the common brace or the passive devices. The optimal parameters of the damper and the proper control strategy could be identified through a parameter study. Copyright © 2000 John Wiley & Sons, Ltd. 相似文献
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智能型压电-摩擦耗能器 总被引：21，自引：1，他引：20
本文利用压电陶瓷驱动器的电致形变特征和摩擦耗能器的紧固力决定摩擦力大小的特性,提出了智能型压电－摩擦复合耗能器。文中首先提出了叠层压电陶瓷驱动器与Ｐａｌｌ摩擦耗能器复合的基本结构;其次,提出了压电－摩擦耗能器可调紧固力的计算方法,分析了耗能器形状参数的影响;最后,具体设计了可调摩擦耗能型和拟粘滞型两种压电－摩擦耗能器。 相似文献
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Vibration control systems are being used increasingly worldwide to provide enhanced seismic protection for new and retrofitted buildings. This paper presents a new vibration control system on the basis of a seesaw mechanism with viscoelastic dampers. The proposed vibration control system comprises three parts: brace, seesaw member, and viscoelastic dampers. In this system, only tensile force appears in bracing members. Consequently, the brace buckling problem is negligible, which enables the use of steel rods for bracing members. By introducing pre‐tension in rods, long steel rods are applicable as bracing between the seesaw members and the moment frame connections over some stories. Seesaw mechanisms can magnify the damper deformation according to the damper system configuration. In this paper, first, the magnification factor, that is, the ratio of the damper deformation to the story drift, is delivered, which includes the rod deformation. Results of a case study demonstrate that the magnification factor of the proposed system is greater than unity for some cases. Seismic response analysis is conducted for steel moment frames with the proposed vibration control system. Energy dissipation characteristics are examined using the time‐history response results of energy. The maximum story drift angle distributions and time‐history response results of displacement show that the proposed system can reduce the seismic response of the frames effectively. Copyright © 2012 John Wiley & Sons, Ltd. 相似文献
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JOS A. INAUDI 《地震工程与结构动力学》1997,26(3):361-376
A control strategy for semi-active friction devices leading to efficient hysteretic dissipaters is proposed. The control algorithm makes the contact force between the sliding surfaces of the damper proportional to the absolute value of the prior local peak of the damper deformation. This control logic leads to a non-linear force–deformation relation that satisfies homogeneity of degree one; this means that, like in a linear viscoelastic damping model, when the deformation is scaled by a constant, the force results are scaled by the same constant. The closed-loop system shows rectangular hysteresis loops which enclose an area proportional to the square of the deformation of the damper. Some characteristics of the dynamic response of structures incorporating this type of semi-active damper are investigated. It is demonstrated that in the case of single-degree-of-freedom models, the period of vibration and decay ratio are independent of the amplitude of vibration. In the case of multi-degree-of-freedom models with this type of nonlinearity, the free-vibration response can exhibit natural modes of vibration. A linearization method is proposed and modelling tools for the delay associated with actuator dynamics and for the flexibility of the brace connecting the damper to the structure are presented. © 1997 by John Wiley & Sons, Ltd. 相似文献
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本文研究半主动控制系统中磁流变(MR)阻尼器的控制力优化问题,从而提高MR阻尼器的半主动控制效果。文中首先建立了多自由度结构MR阻尼器控制系统的运动方程;然后根据MR阻尼器的出力特性提出了结构控制的半主动控制律,并对控制率中MR阻尼器的最大控制力设计值提出了不同的优化取值方法;最后仿真分析了MR阻尼器的不同最大控制力设计值对不同自由度结构的控制效果。研究表明,当设计值取最优控制力的平均绝对值或均方根值时,MR阻尼器的最大控制力比最优控制力的最大值降低了85%,而控制效果降低不多,可以满足对结构的控制要求;降低最大控制力设计值后,不但可以充分发挥MR阻尼器的出力性能,而且可以缩小MR阻尼器的设计尺寸,便于工程应用。 相似文献
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In this paper, a method for designing supplemental brace–damper systems in single‐degree‐of‐freedom (SDOF) structures is presented. We include the effects of the supporting brace stiffness in the dynamic response by using a viscoelastic Maxwell model. On the basis of the study of an SDOF under ground excitation, we propose a noniterative design procedure for simultaneously specifying both the damper and the brace while assuring a desired structural performance. It is shown that to increase the damper size beyond the value delivered by the proposed criteria will not provide any improvement but actually worsen the structural response. The design method presented here shows excellent agreement with the FEMA 273 design approach but offers solutions closer to optimality. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献
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不同构造参数对圆环耗能器性能的影响分析 总被引：1，自引：0，他引：1
设计了13组不同构造参数的圆环耗能器,采用ABAQUS软件对安装在支撑框架结构中的圆环耗能器进行参数分析,研究圆环钢板厚度、圆环外直径、支撑角度、圆环钢板局部削弱形式和削弱深度对圆环耗能器性能的影响。研究结果表明：圆环耗能器滞回曲线稳定、饱满,塑性耗能能力强;随着圆环钢板厚度的增加或者圆环外直径的减小,圆环耗能器初始刚度和屈服力增大;支撑与横梁之间的角度对圆环耗能器性能有一定影响,交叉支撑角度宜取45°左右;圆环钢板局部削弱圆环耗能器比不削弱圆环耗能器具有更好的耗能效果;圆环钢板局部削弱形式宜采用圆弧式,且钢板削弱深度宜控制在圆环钢板宽度的20%~30%。 相似文献