共查询到19条相似文献，搜索用时 531 毫秒
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铅橡胶复合阻尼器的性能试验研究 总被引：4，自引：0，他引：4
介绍作者提出的铅橡胶复合阻尼器的构造与耗能原理，通过不同形状，不同大小铅心的8个铅橡胶复合阻尼器的循环荷载试验，研究了频率、应变幅值、循环次数、铅芯直径、竖向压力等对铅橡胶复合阻尼器的影响规律。研究结果表明，铅橡胶复合阻尼器工作性能稳定，耗能性能和抗疲劳性能好。 相似文献
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黏弹性阻尼器是一种典型的被动控制装置,它可以通过黏弹性材料的剪切滞回耗能起到提高结构阻尼和减小结构地震或风振响应的作用。自主研发了损失系数不小于0.5的黏弹性材料,并基于此材料研发了新型国产黏弹性阻尼器。通过对黏弹性阻尼器足尺试件进行不同应变幅值、加载频率工况下的基本力学性能试验、以及低周疲劳性能试验,研究了不同工况下新型黏弹性阻尼器力学参数及其变化规律。试验结果表明:新型黏弹性阻尼器的损失系数在多数工况下处于0.3~0.4之间;其基本力学性能与加载频率相关性较小,随着应变幅值的增加表现出一定程度的软化特征,但在各应变幅值下均具有稳定的耗能能力;新型黏弹性阻尼器有良好的变形能力,在150%的应变下能保持稳定的基本力学性能,应变350%时仍未破坏;新型黏弹性阻尼器的疲劳性能较好,经低周疲劳加载后各项基本力学指标变化率均不超过25%。 相似文献
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粘弹性阻尼器是有效的被动消能装置,普通粘弹性阻尼器的力学性能主要受环境温度、激励频率和应变幅值的影响,对结构的设计结果会产生偏差.新型粘弹性阻尼材料,其力学性能不受环境温度和激励频率的影响,通过与普通粘弹性阻尼器动态力学性能的对比,可见新型粘弹性阻尼器作为耗能元件,对消能减震结构的设计结果会比较精确. 相似文献
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利用形状记忆合金（Shape Memory Alloy，简称"SMA"）丝材的超弹性与复位弹簧特性，开发出一种新型变形可恢复SMA阻尼器，以增强其变形可恢复的能力。同时，为了解决SMA丝材在实际工程中锚固难的问题，提出了一种新型可调节夹具，不仅解决了SMA丝材的不易锚固问题，而且增强了调节预应变的能力。对所提出的新型SMA阻尼器进行了循环加载试验研究和数值仿真分析，探讨不同加载频率及位移幅值对其力学性能的影响，建立了恢复力模型。结果表明:新型SMA阻尼器在循环荷载作用下滞回性能稳定，具有良好的耗能性能；内置弹簧对新型SMA阻尼器变形可恢复能力有较大帮助。基于所建立恢复力模型的数值模拟结果与试验结果符合情况很好，验证了阻尼器恢复力力模型的正确性。 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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铅—橡胶阻尼器的试验研究 总被引：3，自引：0，他引：3
通过4种外径相同但铅芯直接不同的8个铅－橡胶阻尼器的低周往复水平荷载试验，研究影响铅－橡胶阻尼器性能的主要因素，得到了这种阻尼器的初始刚度，屈服刚度和等效阻尼比的变化规律。试验结果还表明，铅－橡胶阻尼器即使在很小的剪切变形下也具有较高的耗能能力。 相似文献
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某周期比超限偏心结构地震反应控制分析 总被引：1，自引：0，他引：1
本文以周期比超限的某偏心结构工程为研究背景,基于SAP2000建立三维有限元模型,采用黏滞阻尼器、黏弹性阻尼器、软钢阻尼器、复合铅黏弹性阻尼器和钢支撑五种减震方案对其进行扭转控制,针对不同扭转控制方案分别进行了模态分析、反应谱分析和动力时程分析,对比研究了多遇地震作用下各控制方案的周期比、层间位移、支撑内力及阻尼器的耗能能力。研究表明:五种控制方案均具有有效抑制结构扭转振动响应的能力,降低结构的最大层间位移角,并使之满足规范要求;后四种控制方案能明显减小结构的周期比,将结构第一扭转反应控制在第三振型;对于此类偏心结构体系的扭转振动控制,本文建议阻尼器设置应尽量远离刚度中心,以达到最佳扭转控制效果。 相似文献
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为研究铅金属减震器对特高压互连电气设备的减震效果,进行由硬管母线连接的特高压避雷器设备和电容式电压互感器设备组成的互连耦合体系的地震模拟振动台试验。通过白噪声扫频、抗震及减震试验,测定互连耦合体系抗震结构及减震结构的自振频率以及关键部位的应变、加速度响应。试验结果表明:抗震结构中避雷器设备的最大应变响应大于互感器设备,互连耦合体系中的避雷器设备属于易损设备;安装减震器后互连设备频率降低幅度较小,减震器基本不会影响电气设备的正常运行;安装减震器后互连耦合体系中的避雷器设备和互感器设备在较大峰值加速度地震波作用下,设备顶端加速度响应和最大应变响应均有较大幅度的降低,避雷器设备和互感器设备的最大应变响应的减震效率分别为75%和50%,减震效果显著,减震器的应用大幅提升了互连耦合体系的抗震能力。 相似文献
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带粘弹性阻尼器结构振动台试验设计——基于OpenSees的阻尼器尺寸选择 总被引：2，自引：0，他引：2
基于带粘弹性阻尼器钢框架结构振动台试验,提出了基于OpenSees的阻尼器尺寸选择方法。首先,通过试验获得一种特定尺寸阻尼器的滞回曲线,根据粘弹性阻尼器相似理论,将其转换为一系列不同尺寸的阻尼器滞回曲线。使用Bouc-Wen模型对它们进行参数识别并添加到结构分析模型中,利用OpenSees软件对添加阻尼器结构和纯框架结构进行不同水准的3条地震波下动力时程分析。最后,通过综合考查阻尼器的减震效果和最大应变来确定合适的用于振动台试验当中的阻尼器尺寸。结果表明,本方法可避免对不同尺寸阻尼器逐个进行性能试验,Bouc-Wen模型可较准确地模拟阻尼器力学性能,OpenSees非线性动力时程分析可准确模拟试验过程,根据提出的选择指标能简单方便地确定阻尼器的尺寸。 相似文献
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Viscoelastic dampers (VEDs) are one of the most common passive control devices used in new and retrofit building projects which reduce the structure responses and dissipate seismic energy during an earthquake. Various methods to design this kind of dampers have been proposed based on the desired level of additional damping, eigenvalue assignment, modal strain energy, linear quadratic regulator control theories, and other approaches. In the current engineering practice, the popular method is the one based on the modal strain energy that uses the inter-story lateral stiffness as one of the main variables for damper design. However, depending on the configuration of the structure, in some cases the resulting interstory lateral stiffness can be very large. Consequently, the dampers size would also be large producing much more damping than that effectively necessary, resulting in an increase of the overall cost of the supplemental damping system and causing excessive stress on the structural elements connected to the dampers. In this paper an alternative practical design method for structures with VEDs is proposed. This method uses the inter-story shear forces as one of the main variables to accomplish the damper design compared to what was done in previous studies. Nonlinear time-history analyses were conducted on a 7-story reinforced concrete (RC) structure to check the reliability and effectiveness of the proposed method. Comparisons on the seismic performance between the structure without dampers and that equipped with VEDs were carried out. It is concluded that the proposed method results in a very suitable size of dampers, which are able to improve the performance of the structure at all levels of earthquake ground motions and satisfying the drift requirement prescribed in the codes. 相似文献
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Seismic performance and damage evaluation of a reinforced concrete frame with hysteretic dampers through shake‐table tests 
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下载免费PDF全文 Passive energy dissipation devices are increasingly implemented in frame structures to improve their performance under seismic loading. Most guidelines for designing this type of system retain the requirements applicable to frames without dampers, and this hinders taking full advantage of the benefits of implementing dampers. Further, assessing the extent of damage suffered by the frame and by the dampers for different levels of seismic hazard is of paramount importance in the framework of performance‐based design. This paper presents an experimental investigation whose objectives are to provide empirical data on the response of reinforced concrete (RC) frames equipped with hysteretic dampers (dynamic response and damage) and to evaluate the need for the frame to form a strong column‐weak beam mechanism and dissipate large amounts of plastic strain energy. To this end, shake‐table tests were conducted on a 2/5‐scale RC frame with hysteretic dampers. The frame was designed only for gravitational loads. The dampers provided lateral strength and stiffness, respectively, three and 12 times greater than those of the frame. The test structure was subjected to a sequence of seismic simulations that represented different levels of seismic hazard. The RC frame showed a performance level of ‘immediate occupancy’, with maximum rotation demands below 20% of the ultimate capacity. The dampers dissipated most of the energy input by the earthquake. It is shown that combining hysteretic dampers with flexible reinforced concrete frames leads to structures with improved seismic performance and that requirements of conventional RC frames (without dampers) can be relieved. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
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黏滞阻尼器在单层网壳结构中的优化布置 总被引：1，自引：0，他引：1
目前采用黏滞阻尼器对单层网壳结构进行减振控制时,阻尼器最优布置位置通过试算确定。针对此问题,推导了地震作用下黏滞阻尼器耗能公式,提出了以能量比例系数为评价指标的阻尼器优化布置准则。以单层球面网壳和单层柱面网壳为例,对比分析了地震作用下分别采用优化布置准则与现有布置方式布置阻尼器时结构最大节点位移减振系数,验证了所提出优化布置准则的正确性及在单层球面网壳和单层柱面网壳中的适用性。 相似文献
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Reliability of U‐shaped steel dampers used in base‐isolated structures subjected to biaxial excitation 下载免费PDF全文
下载免费PDF全文 A reliable performance of anti‐seismic devices when the upper‐structure is subjected to strong biaxial seismic excitation is of vital importance to ensure the latter doesn't reach critical behavior. U‐shaped steel dampers are hysteretic devices used to dissipate the earthquake‐induced energy of base‐isolated structures. In the framework of performance‐based design, which is gaining more and more recognition, it is of particular importance to assess the performance of base‐isolated structures with such dampers under different intensity levels of bidirectional ground motion. To achieve this goal, an analytical model able to simulate the bidirectional displacement response of an isolation system is adopted. Incremental dynamic analysis (IDA) is used to obtain the relation between the earthquake‐induced bidirectional damage of U‐shaped steel dampers and different intensity levels of the considered records. The performance of the dampers is categorized into 5 levels delimited by 4 limit states for which fragility curves are derived. The results obtained using the bidirectional approach are quantitatively compared to those given by employing an in‐plane model (widely used in current design practices in Japan) with the purpose of assessing whether the latter provides unconservative estimates of the performance of the dampers. The main conclusion is that, for large seismic intensities, the safety margin against fracture of the dampers is significantly overestimated when an in‐plane model is adopted. Copyright © 2016 John Wiley & Sons, Ltd. 相似文献
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Lyan‐Ywan Lu 《地震工程与结构动力学》2004,33(5):647-668
In this paper a predictive control method especially suitable for the control of semi‐active friction dampers is proposed. By keeping the adjustable slip force of a semi‐active friction damper slightly lower than the critical friction force, the method allows the damper to remain in its slip state throughout an earthquake of arbitrary intensity, so the energy dissipation capacity of the damper can be improved. The proposed method is formulated in a discrete‐time domain and cast in the form of direct output feedback for easy control implementation. The control algorithm is able to produce a continuous and smooth slip force for a friction damper and thus avoid exerting the high‐frequency structural response that usually exists in structures with conventional friction dampers. Using a numerical study, the control performance of a multiple degrees of freedom (DOF) structural system equipped with passive friction dampers and semi‐active dampers controlled by the proposed method are compared. The numerical case shows that by merely using a single semi‐active friction damper and a few sensors, the proposed method is able to achieve better acceleration reduction than the case using multiple passive dampers. Copyright © 2004 John Wiley & Sons, Ltd. 相似文献