两类铅阻尼器试验研究

在研制一套具有竖向耗能能力的抗倾覆装置过程中,针对该装置对阻尼器的要求,设计了两种铅阻尼器,铅剪切阻尼器和钢铅组合耗能器。为了了解两种阻尼器的力学性能,对这两种铅阻尼器分别进行了静力加载、静力反复荷载、动力性能实验以及MTS实验。实验分析结果表明,这两类阻尼器工艺简单,滞回环较为丰满,均能达到位移小阻尼力大、耗能稳定的目的,符合装置要求,适合于在工程中广泛应用。     

铅橡胶复合阻尼器的性能试验研究

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。     

铅粘弹性阻尼器性能试验研究

本文介绍了作者提出的铅粘弹性阻尼器的构造和原理，对铅粘弹性阻尼器在不温度，频率，应应幅值和粘弹性层厚度的情况下进行了试验，分析研究了温度，频率，应变幅值和粘弹性层度对铅粘弹性阻尼器性能的影响规律，同时，对铅粘弹性阻尼器进行了低周疲劳试验和大变形试验，考察了铅粘弹性阻尼器的疲劳性能和极限变形能力，最后给出了有关的结论和建议。     

钢铅组合防屈曲支撑的滞回性能与参数研究

为简化防屈曲支撑的加工工艺,提高防屈曲支撑的初始刚度和在小变形下的耗能能力,基于现有防屈曲支撑在截面形式与构造方式上的特点,提出了一种新型钢铅组合防屈曲支撑并进行了构造设计。通过有限元数值模拟,分析了钢铅组合防屈曲支撑的耗能特性与效果,建立了恢复力简化模型,并根据理想弹塑性材料本构关系推导出滞回规则。通过对不同设计参数的理论分析和数值模拟,分析了钢铅屈服力比、铅剪切面长宽比、核心段宽厚比和耗能段长度等参数对防屈曲支撑滞回性能的影响。研究结果表明,钢铅组合防屈曲支撑能够提供较大的抗侧刚度,耗能效果良好,加工工艺简单,适合工程应用。     

低屈服点钢剪切板阻尼器滞回性能试验研究

为改善传统滞变型阻尼器在小振动变形时不明显的耗能效果,利用国产低屈服点钢设计了5个剪切板阻尼器（LYPSSP）,并对其进行低周往复循环荷载试验,重点考察阻尼器核心板连接方式、高厚比、十字加劲肋对其滞回性能的影响。研究结果表明：核心板与翼缘板通过熔透焊缝连接与螺栓连接相比,构造简单、可靠度高且易加工;由国产低屈服点钢制作的剪切板阻尼器滞回曲线饱满,耗能性能好,在同一位移级别下循环的滞回曲线基本上重合,稳定性好,并且在整个循环加载过程中,强化现象非常明显,破坏之前也没有出现强度和刚度的突然改变;以P/Py为设计目标时,核心板高厚比越小、面外屈曲越小,滞回曲线就越饱满,耗能性能就越好;根据等效粘滞阻尼器系数和平均耗能指数,能够对阻尼器的耗能性能很好地做出评价。     

波纹钢管铅阻尼器耗能性能分析研究

提出一种波纹钢管铅阻尼器,介绍了其构造、工作机理、布置形式及特点,采用ABAQUS软件,建立钢管阻尼器、波纹钢管阻尼器和波纹钢管铅阻尼器有限元模型,对其应力分布,传力路径和滞回性能进行模拟分析。结果表明:波纹钢管铅阻尼器耗能减震机理明确,工作性能和耗能性能稳定,滞回曲线饱满以及耗能能力强,具有良好的变形和延性,极限变形大;波纹钢管铅阻尼器通过在波纹钢管内设置铅芯使初始刚度、承载能力和耗能能力得到大幅度提高,既有效保持了波纹钢管的变形能力,又避免波纹钢管发生局部屈曲,使波纹钢管耗能能力得到充分发挥。波纹钢管铅阻尼器在1mm小位移下就可以进入耗能,而且很快进入稳定耗能状态,等效阻尼比稳定在0.3~0.4之间。     

组合式铅橡胶复合阻尼器的性能试验研究

研究提出了组合式铅橡胶复合阻尼器,对该阻尼器的力学性能和疲劳性能进行了试验研究,分析了频率、应变幅值、铅芯直径、循环次数对阻尼器性能的影响规律。研究结果表明,组合式铅橡胶阻尼器具有很好的工作性能和耗能性能。     

剪切钢板阻尼器研究与应用进展

文章对国内外剪切钢板阻尼器的研究与应用进展进行了综述,介绍了剪切钢板阻尼器的构造、耗能原理、性能特点、工程应用实例等,作者从所得的研究成果中重点概括了腹板宽厚比、腹板削弱情况、翼缘宽厚比、翼缘所用钢材、翼缘形状、加劲肋设置方式等对剪切钢板阻尼器耗能能力及限制腹板发生面外失稳能力的影响,同时深入分析了剪切钢板阻尼器在研究和应用中存在的问题,并指出了今后应重点研究解决的若干问题。     

一种新型耗能剪力墙的滞回曲线计算分析

为了验证一种耗能剪力墙的抗震控制效果,本文进行了这种剪力墙模型的低周反复荷载试验。利用多垂直杆元模型建立了耗能剪力墙的力学计算模型,并利用该模型建立了计算耗能剪力墙荷载－位移骨架曲线和滞回曲线的计算方法,编制了相应的计算程序,利用该程序对试验进行了分析。计算曲线与试验曲线一致,表明本文采用的计算模型是正确的。     

Steel frames with bracing mechanism and hysteretic dampers

A new earthquake resistant structural system for multi‐storey frame structures, based on a dual function of its bracing components, is developed. This consists of a hysteretic damper device and a cross‐bracing mechanism with a kinetic closed circuit, working only in tension, so that cable members can be used for this purpose. Solutions are presented regarding the connections' design of three types of structural frame system, that are concerned throughout the study: braced moment free frame, braced moment resisting frame with moment free supports, and with moment resisting supports. The dynamic behaviour of the system is investigated on the basis of an SDOF model, and based on the response spectra method an approximate design approach of the controlled structures is shown. From the time history analysis of the structural systems for the El Centro earthquake the areas of appropriate stiffness relations of the frames to the hysteretic dampers and the cable braces are deduced, so that the energy dissipation of the system may be controlled by the damper‐cable bracing mechanism. Based on the results of these studies, a predesign approach is developed for the implementation of the control system in frame structures. Copyright © 2003 John Wiley & Sons, Ltd.     

Simplified seismic design approach for steel portal frame piers with hysteretic dampers

A simplified seismic design procedure for steel portal frame piers installed with hysteretic dampers is proposed, which falls into the scope of performance‐based design philosophy. The fundamental goal of this approach is to design a suite of hysteretic damping devices for existing and new bridge piers, which will assure a pre‐defined target performance against future severe earthquakes. The proposed procedure is applicable to multi‐degree‐of‐freedom systems, utilizing an equivalent single‐degree‐of‐freedom methodology with nonlinear response spectra (referred to as strength‐demanded spectra) and a set of formulae of close‐form expressions for the distribution of strength and stiffness produced in the structure by the designed hysteretic damping devices. As an illustrative example, the proposed procedure is applied to a design of a simple steel bridge pier of portal frame type with buckling‐restrained braces (one of several types of hysteretic dampers). For the steel portal frame piers, an attempt is made to utilize not only the displacement‐based index but also the strain‐based index as pre‐determined target performance at the beginning of design. To validate this procedure, dynamic inelastic time‐history analyses are performed using the general‐purpose finite element program ABAQUS. The results confirm that the proposed simplified design procedure attains the expected performance level as specified by both displacement‐based and strain‐based indices with sufficient accuracy. Copyright © 2006 John Wiley & Sons, Ltd.     

An experimental study on steel‐encased buckling‐restrained brace hysteretic dampers

This paper describes a seismic test program performed on 12 steel‐encased buckling‐restrained braces (BRBs). The use of rolled or built‐up buckling‐restraining mechanisms with welded or bolted attachments was examined. In addition, the effects of bolt pretension, core‐to‐encasing attachment details, aspect ratio of core segment and imperfections due to manufacturing on the brace response were investigated. All specimens were subjected to a stepwise incremental quasi‐static testing protocol with a maximum axial strain amplitude of 2%. All specimens except one showed satisfactory performance with stable hysteretic response and sustained cumulative inelastic deformations in excess of 200 times the yield deformation. Based on the experimental results, the compression strength adjustment factor, and the strain hardening adjustment factor for each excursion were quantified. Test results revealed that these two factors are significantly influenced by the parameters investigated in the experimental program. BRB details were also found to influence the buckling and the yielding patterns of the core segment. Copyright © 2009 John Wiley & Sons, Ltd.     

锥形形状记忆合金阻尼器性能分析与试验研究

本文对一种新型形状记忆合金阻尼器——锥形形状记忆合金阻尼器的性能进行了数值分析和试验研究。基于形状记忆合金的超弹性双线型本构模型,利用非线性有限元方法分析了锥形形状记忆合金阻尼器的滞回性能,并且用大型能用程序ANSYS进行了验证,得出锥形形状记忆合金阻尼器的滞回模型可简化为分段线性滞回模型,试验包括形状记忆合金丝的本构试验、疲劳试验阳阻尼器的性能试验．试验结果与数值分析结果基本吻合,形状记忆合金表现出良好的超弹性。     

圆钢管混凝土压弯构件弯矩-曲率滞回模型研究

采用数值计算方法,对圆钢管混凝土压弯构件弯矩—曲率滞回关系进行了计算,分析了各参数,如构件轴压比、截面含钢率和材料强度等对圆钢管混凝土压弯构件弯矩—曲率滞回曲线的影响。最后,基于系统参数分析结果提出一种圆钢管混凝土压弯构件弯矩—曲率滞回模型。     

Effect of earthquake energy input characteristics on hysteretic damper efficiency

Robust performance of hysteretic dampers, used in controlling mid‐rise buildings, against change of earthquake characteristics is investigated in this paper. A shear type ten‐storey building incorporating hysteretic dampers is studied as a model under the assumption of elastic perfectly plastic behavior for inelastic frame and damper deformations. An energy‐based damper performance index is used to evaluate damper overall efficiency. Thirty‐five earthquake records are applied and the damper strength is optimized for each earthquake record to obtain the maximum performance index or the damper efficiency. Based on the obtained numerical results it is found that, besides the effect of maximum energy input on damper efficiency, other time‐dependant properties such as energy‐based effective duration and earthquake dominant period have great influence on the damper efficiency. A factor (α), which represents the combined effect of maximum energy input, effective duration and dominant earthquake period, is also derived for the prediction of damper efficiency. Copyright © 2003 John Wiley & Sons, Ltd.     

铅阻尼器在自锚式悬索桥横向减震设计中的应用研究

某自锚式钢桁架悬索桥结构主跨408m,采用双层桥面,2根主缆为空间线形布置。本文根据自锚式悬索桥独特的动力特性,提出在悬索桥主梁与过渡墩、辅助墩之间沿横向设置铅挤压阻尼器的消能减震设计方案,以控制悬索桥的横向地震反应。根据风、行车和地震荷载等各种工况可能引起的支座剪力值,提出了铅挤压阻尼器临界滑移荷载值的确定方法。研究表明,同时采用铅挤压阻尼器和粘滞阻尼器的消能减震技术,可以有效地减小悬索桥的横向地震反应,可供工程实践参考。     

圆钢管混凝土压弯构件荷载-位移滞回模型研究

本文采用数值计算方法，对圆钢管混凝土压弯构件荷载-位移滞回关系曲线进行了理论分析。理论计算结果与实验结果吻合良好。基于理论模型，分析了各参数，如构件轴压比、长细比、截面含钢率和材料强度等对圆钢管混凝土压弯构件荷载-位移滞回曲线的影响。最终提出-种圆钢管混凝土压弯构件荷载-位移滞回模型及位移延性系数的简化计算方法。