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Article(id=1241786734057423169, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241786727631754095, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0108, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1714838400000, receivedDateStr=2024-05-05, revisedDate=1720454400000, revisedDateStr=2024-07-09, acceptedDate=null, acceptedDateStr=null, onlineDate=1773994628680, onlineDateStr=2026-03-20, pubDate=1740672000000, pubDateStr=2025-02-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773994628680, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773994628680, creator=13701087609, updateTime=1773994628680, updator=13701087609, issue=Issue{id=1241786727631754095, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='1', pageStart='1', pageEnd='235', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773994627149, creator=13701087609, updateTime=1773996954801, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796490583146988, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241786727631754095, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796490583146989, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241786727631754095, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=74, endPage=84, ext={EN=ArticleExt(id=1241786735709978956, articleId=1241786734057423169, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Study on seismic vibration control performance and optimal design of semi-active impact damper, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

A semi-active impact damper (SAID) with controllable timing is presented based on vibro-impact mechanism, aiming to control the multi-modal vibration of civil structures under earthquake excitations. The proper impact actuating force can interfere with the accumulation of structural vibration amplitude without additional controllable elements. In this paper, a device construction with adjustable collision clearance was proposed based on the SAID mechanical model and corresponding semi-active control strategy. The damping performance of the SAID system in a five-story frame structure is studied through shaking table tests. The results showed that the SAID system could effectively reduce the acceleration at the top floor of the structure and the inter-story drift. Time-frequency energy analysis revealed that the SAID system can transfer the structural vibration energy from low-order modes to high-order modes to accelerate the energy dissipation during the controlled impact process and suppress the structural response caused by dominant modes. An enhanced semi-active impact damper (ESAID) is further proposed to reduce the adverse effect of the acceleration sudden change caused by the impacts while improving the damping performance of the SAID system.

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文中提出了一种具有碰撞出力时机可控的半主动碰撞耗能装置（semi-active impact damper，SAID），旨在控制地震激励下土木工程结构的多模态振动，SAID无需额外的控制元件，依靠其碰撞作动力干预结构振幅的积累实现振动控制。根据SAID力学模型和对应半主动控制策略提出了一种碰撞净距可调的装置构造，并开展了振动台试验，探究了SAID系统在5层框架结构的减震效果。研究表明，SAID系统可以有效减小结构顶层加速度和结构层间位移，依据时频能量分析可以发现SAID能够在可控碰撞中将结构的振动能量由低阶模态向高阶模态转移，从而快速耗散能量，并有效限制主导模态所引起的结构反应。本研究进一步提出了SAID系统的优化方案增强型半主动碰撞耗能装置（enhanced semi-active impact damper，ESAID）系统，以减少冲击引起的加速度突变的负面影响，同时提高SAID系统的减震性能。

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鲁正（1982—），男，教授，博士，主要从事结构振动控制方面的研究。E-mail：

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鲁正（1982—），男，教授，博士，主要从事结构振动控制方面的研究。E-mail：

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Parameter definitions of the main structure and SAID

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符号参数符号参数
M主体结构质量矩阵Fp碰撞力
C主体结构阻尼矩阵Fc库伦摩擦力
K主体结构刚度矩阵kp碰撞刚度系数
地震加速度向量cp碰撞阻尼系数
X主体结构位移mp碰撞质量块质量
主体结构速度ωp碰撞圆频率（设置为20倍主体结构圆频率）
主体结构加速度xp碰撞质量块位移
F主体结构和SAID相互作用力ξp碰撞阻尼比
d1、d2碰撞质量块左右端净距e材料恢复系数
y碰撞质量块和主体结构相对位移碰撞质量块和主体结构相对速度
G（y）碰撞恢复力方程碰撞阻尼力方程
), ArticleFig(id=1241802958594179731, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241786734057423169, language=CN, label=表1, caption=

主体结构和SAID系统参数定义

, figureFileSmall=null, figureFileBig=null, tableContent=
符号参数符号参数
M主体结构质量矩阵Fp碰撞力
C主体结构阻尼矩阵Fc库伦摩擦力
K主体结构刚度矩阵kp碰撞刚度系数
地震加速度向量cp碰撞阻尼系数
X主体结构位移mp碰撞质量块质量
主体结构速度ωp碰撞圆频率（设置为20倍主体结构圆频率）
主体结构加速度xp碰撞质量块位移
F主体结构和SAID相互作用力ξp碰撞阻尼比
d1、d2碰撞质量块左右端净距e材料恢复系数
y碰撞质量块和主体结构相对位移碰撞质量块和主体结构相对速度
G（y）碰撞恢复力方程碰撞阻尼力方程
), ArticleFig(id=1241802958728397472, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241786734057423169, language=EN, label=Table 2, caption=

Damping ratio of the inter-story drift angle of the structure with SAID

, figureFileSmall=null, figureFileBig=null, tableContent=
激励类型幅值/g质量比/%0、1层间位移角减震率/%1、2层间位移角减震率/%2、3层间位移角减震率/%3、4层间位移角减震率/%4、5层间位移角减震率/%
El Centro0.101.0119.9123.74-0.59-1.18-2.22
El Centro0.151.0115.0719.854.40-3.46-0.54
Northridge0.101.0131.5832.2015.324.679.48
Northridge0.151.0124.4930.6816.5124.159.84
AWX0.9-10.101.0120.0425.6613.019.25-3.88
AWX0.9-10.1251.017.1525.9020.85-0.563.29
), ArticleFig(id=1241802958896169646, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241786734057423169, language=CN, label=表2, caption=

附加SAID结构层间位移角减震率

, figureFileSmall=null, figureFileBig=null, tableContent=
激励类型幅值/g质量比/%0、1层间位移角减震率/%1、2层间位移角减震率/%2、3层间位移角减震率/%3、4层间位移角减震率/%4、5层间位移角减震率/%
El Centro0.101.0119.9123.74-0.59-1.18-2.22
El Centro0.151.0115.0719.854.40-3.46-0.54
Northridge0.101.0131.5832.2015.324.679.48
Northridge0.151.0124.4930.6816.5124.159.84
AWX0.9-10.101.0120.0425.6613.019.25-3.88
AWX0.9-10.1251.017.1525.9020.85-0.563.29
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半主动碰撞耗能装置减震性能分析及优化设计研究
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鲁正 1, 2 , 张家伟 1
地震工程与工程振动 | 研究论文 2025,45(1): 74-84
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地震工程与工程振动 | 研究论文 2025, 45(1): 74-84
半主动碰撞耗能装置减震性能分析及优化设计研究
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鲁正1, 2 , 张家伟1
作者信息
  • 1.同济大学 土木工程学院，上海 200092
  • 2.同济大学 土木工程防灾减灾全国重点实验室，上海 200092

    • 鲁正（1982—），男，教授，博士，主要从事结构振动控制方面的研究。E-mail：

Study on seismic vibration control performance and optimal design of semi-active impact damper
Zheng LU1, 2 , Jiawei ZHANG1
Affiliations
  • 1.College of Civil Engineering, Tongji University, Shanghai 200092, China
  • 2.State Key Laboratory of Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China
出版时间: 2025-02-28 doi: 10.13197/j.eeed.2025.0108
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摘要
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文中提出了一种具有碰撞出力时机可控的半主动碰撞耗能装置（semi-active impact damper，SAID），旨在控制地震激励下土木工程结构的多模态振动，SAID无需额外的控制元件，依靠其碰撞作动力干预结构振幅的积累实现振动控制。根据SAID力学模型和对应半主动控制策略提出了一种碰撞净距可调的装置构造，并开展了振动台试验，探究了SAID系统在5层框架结构的减震效果。研究表明，SAID系统可以有效减小结构顶层加速度和结构层间位移，依据时频能量分析可以发现SAID能够在可控碰撞中将结构的振动能量由低阶模态向高阶模态转移，从而快速耗散能量，并有效限制主导模态所引起的结构反应。本研究进一步提出了SAID系统的优化方案增强型半主动碰撞耗能装置（enhanced semi-active impact damper，ESAID）系统，以减少冲击引起的加速度突变的负面影响，同时提高SAID系统的减震性能。

半主动碰撞耗能装置  /  多模态振动控制  /  时频能量分析  /  碰撞耗能装置  /  半主动控制

A semi-active impact damper (SAID) with controllable timing is presented based on vibro-impact mechanism, aiming to control the multi-modal vibration of civil structures under earthquake excitations. The proper impact actuating force can interfere with the accumulation of structural vibration amplitude without additional controllable elements. In this paper, a device construction with adjustable collision clearance was proposed based on the SAID mechanical model and corresponding semi-active control strategy. The damping performance of the SAID system in a five-story frame structure is studied through shaking table tests. The results showed that the SAID system could effectively reduce the acceleration at the top floor of the structure and the inter-story drift. Time-frequency energy analysis revealed that the SAID system can transfer the structural vibration energy from low-order modes to high-order modes to accelerate the energy dissipation during the controlled impact process and suppress the structural response caused by dominant modes. An enhanced semi-active impact damper (ESAID) is further proposed to reduce the adverse effect of the acceleration sudden change caused by the impacts while improving the damping performance of the SAID system.

semi-active impact damper  /  multi-modal vibration control  /  time-frequency analysis  /  impact damper  /  semi-active control
鲁正, 张家伟. 半主动碰撞耗能装置减震性能分析及优化设计研究. 地震工程与工程振动, 2025 , 45 (1) : 74 -84 . DOI: 10.13197/j.eeed.2025.0108
Zheng LU, Jiawei ZHANG. Study on seismic vibration control performance and optimal design of semi-active impact damper[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (1) : 74 -84 . DOI: 10.13197/j.eeed.2025.0108
正文
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0　引言
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为确保高层建筑结构在复杂地震激励下的适用性和安全性，各种振动控制策略，包括被动控制、主动控制和半主动控制受到广泛关注和研究[1-3]。被动控制因其概念简单和易于实施而备受关注[4]。然而，传统的线性阻尼系统，如调谐质量阻尼器（tuned mass damper，TMD）工作频率范围相对较窄[5-6]，其振动衰减效果集中在共振频率区域。当建筑结构的响应主要由其他模态或模态组合驱动时，TMD系统可能会失效，从而影响其整体的振动控制性能。
非线性机制的引入可以克服线性阻尼器失调问题，基于碰撞耗能的阻尼机制可通过干扰主体结构的振幅累积实现振动控制，并极大地减少了对空间的需求[7-9]。然而，当主体结构出现塑性铰或结构退化时，这些附加的非线性被动控制系统的效率可能会受到影响[10]。为应对这些挑战，主动控制和半主动控制策略提供了有效的解决方案。主动控制通过向附加阻尼系统的主体结构引入外部动力来调节结构的响应动态，以此适应结构特性，尽管如此，主动控制系统往往伴随着高能耗和复杂的布置方案，这些因素使得其在实际工程应用中难以实现[11-13]。相比之下，半主动控制利用结构自身的响应或反作用力来产生控制力，显著降低了对外部能源的依赖，因此在工程应用中受到了广泛关注[14-19]。
本文介绍了一种半主动碰撞耗能装置（semi-active impact damper，SAID），其可通过主体结构与装置碰撞质量块之间的相互作用获得动能和动量。SAID将根据预定的控制策略快速施加作用力实现与主体结构的动量交换，其控制策略是基于质量块与其附加的主体结构层之间的相对运动设计的，有效地减弱了SAID系统对主体结构力学性能及参数波动的敏感度。本文通过振动台试验研究了SAID在多模态减震中的性能，并从实际应用的角度，进一步提出了一种增强型半主动碰撞耗能装置（enhanced semi-active impact damper，ESAID），以提升半主动碰撞耗能装置的工程适用性和减震性能。
1　半主动碰撞耗能装置
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1.1　SAID力学模型
SAID的力学模型如图1所示。其中，M、k、c分别为附加SAID主体结构的质量、刚度和阻尼，碰撞质量块mp在主体结构顶部自由运动，其与两侧可移动端板的净距分别为d1、d2，碰撞质量块运动至与端板接触产生碰撞力，以干扰原始结构的振幅积累过程，其等效碰撞刚度和等效碰撞阻尼分别为kp、cp。在半主动控制策略的指导下，调整每次碰撞挡板的位置以改变质量块的自由运动距离和碰撞时间，实现最优动量交换。同时控制策略避免因质量块与附加主体结构相对运动方向一致，而产生增大结构响应的有害动量交换。多自由度结构附加SAID的运动方程为
式（1）~式（4）的各符号及其含义如表1所示，其中碰撞恢复力G（y）和阻尼力的非线性方程如图2所示。
1.2　控制策略
根据前期对碰撞耗能装置在外部随机激励作用下的稳态运动研究[20-21]，当SAID碰撞质量块实现每个周期碰撞2次时，可以保证碰撞前后主体结构保持稳态运动。故设计半主动控制策略时，需满足碰撞质量块在主体结构运动的每个周期内碰撞2次，且每次碰撞都能减小主体结构响应，在此基础上，为了实现碰撞的最大动量交换和能量耗散，处于稳态运动的附加主体结构速度需达到峰值，此时主体结构顶部相对于底部位移回到原点。因此，针对SAID系统的半主动控制策略是：①结构顶部相对于底部的位移为0时发生碰撞；②碰撞质量块相对其连接层运动方向与附加主体结构运动方向相反。两项控制策略保证了不产生放大结构响应的有害动量交换条件下每次碰撞产生最大的动量交换。
SAID系统的控制策略和工作流程如图3所示，控制器由信号处理和反馈系统以及补偿器组成。位移传感器时刻监测结构顶部位移xt、底部位移xb以及碰撞质量块位移xp，一旦SAID系统满足控制策略，在接收到半主动控制指令后，碰撞质量块就会从SAID系统向下释放并于多挡板边界发生碰撞。根据位移传感器收集到的数据，结合补偿器计算主体结构和碰撞质量块当前的位移。通过采集数据计算SAID质量块的相对位置xp，并考虑运行状态下的时滞，建立补偿器调整碰撞质量块的释放时机及相对位置，以确保其与挡板的碰撞，当系统判断未满足控制策略时，碰撞质量块会持续运动直到与端板发生碰撞。
1.3　装置构造
在实际应用中，如果要使用图1所示的连续移动挡板，需要额外的传感器和作动器调整挡板位置，一定程度上会影响SAID系统的鲁棒性，且需要更多的外部能源输入。因此本文提出的SAID装置采用了一种多挡板边界构造，即通过在碰撞质量块的运动方向上设置均匀分布的齿条挡板，通过调整碰撞质量块与齿条挡板的接触时机，可调整碰撞质量块的运动距离，实现挡板位置可调的效果。如图4（a）所示，SAID装置主要由滑块、滑轨、固定底座、端板、端板支撑、齿条和电磁控制模块等部件组成。如图4（b）所示，由复位弹簧、电磁线圈、吊环和棘爪组成的电磁控制模块是SAID装置的核心，电磁控制模块通过接收来自控制指令运作，当接收到碰撞指令时，通电的电磁线圈通过复位弹簧驱动棘爪向下运动。此时，释放的棘爪与齿条形成的多挡板边界发生碰撞并产生碰撞力，并由顶部固定底座传递到主结构，每次碰撞完成后，电磁线圈断电，使得在复位弹簧作用下棘爪迅速恢复到起始位置。
2　试验概况
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本研究采用5层钢框架结构进行了振动台试验，通过在顶层固定安装SAID系统，分析结构的动力响应和前5阶模态运动，以评估SAID的多模态减震效应。根据GB 50011—2010《建筑抗震设计规范》[22]和上海市DGJ 08-9—2003《建筑抗震设计规程》[23]，试验选择的台面输入激励为El Centro波（0.15 g）、Northridge波（0.15 g）及人工波AWX0.9-1（0.125 g）。
2.1　钢框架结构模型
本研究中的5层钢框架结构意图和照片如图5（a）、（b）所示，层高为1090 mm，结构总质量为6000 kg。如图5（c）所示，负责采集并监控信号输入至电磁控制模块的激光位移传感器安装在主体结构旁边的脚手架上。此外，为了获取结构的层间位移和加速度响应，安装了12个压电式加速度传感器和10个拉线式位移传感器，如图5（d）所示。位移传感器安装在接近脚手架的一侧，而加速度传感器则设置在对面位置。在本研究中，通过白噪声扫描得到的结构顶层位移频谱图如图6所示，结构前5阶频率分别为0.98、2.93、4.66、6.06、6.97 Hz，结构的阻尼比约为0.002。
2.2　半主动碰撞耗能装置设计
图7为SAID装置及试验中的监测-反馈系统，在试验中SAID系统固定安装于主体结构顶层，系统与主体结构的质量比μ为1.01%，最大工作行程为790 mm，两侧端板采用了缓冲材料以防止剧烈碰撞造成损坏。通过摩擦角法可测得滑块与滑轨之间的最大静摩擦系数约为0.05。作为控制策略中的控制器，监测-反馈系统的采样周期Ts为0.040 s，时滞Tg为0.125 s，SAID系统内时间延迟的主要来源是控制程序发出指令与电磁控制模块完成相应动作之间的时间间隔。
3　试验结果及其分析
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3.1　加速度
图8对比分析了Northridge地震波下无控结构和附加SAID结构在第1、3、5层的加速度时程曲线和频谱图，SAID可以有效衰减第3、5层的加速度响应，然而，其对底层结构的减震效果并不明显，甚至会对结构的响应有轻微放大作用。从3层结构的频谱图可知，SAID的引入会明显降低结构的1~3阶模态响应幅值，同时第4与第5阶模态的响应幅值会出现放大的效果。这表明非线性SAID系统可以通过碰撞的形式，将低频振动传递至更高频率，从而使主体结构迅速将高阶能量耗散，而高阶模态中底层响应会增大，因此，第1层的振动控制效果不如其他层。
为了进一步研究SAID系统对结构多模态振动的影响，对无控结构和附加SAID结构顶层加速度响应进行时频能量分析，通过连续小波变换（continuous wavelet transform，CWT）计算出时频能量谱，其中能量密度由无控结构能量最大值归一化，可得到如图9所示的能量谱。
由图9（a）、（b）可知，无控结构的振动主要集中在1阶频率（0.98 Hz），该频率下能量随时间变化不明显，说明主结构对低频振动耗能能力较弱。图9（c）、（d）中附加SAID系统的结构，当碰撞发生时，能量峰从低频转为高频，其频率分布在10~30 Hz范围内并迅速耗散掉，同时结构1~3阶频率能量也逐渐衰弱。因此可以看出，SAID系统中产生的碰撞将振动能量转换为高频能量，从而加速了主体结构的能量消耗。
3.2　层间位移角
图10展示了在3种地震激励下，无控与附加SAID系统结构的层间位移角对比。由图可知，主体结构的整体变形呈剪切型，3种激励条件下层间位移角的峰值均出现在第2层，且随着楼层的增高，层间位移角逐步减小。SAID系统可以有效抑制低楼层的层间位移角，因而主体结构的整体变形较无控结构更加平稳。表2给出了不同振幅地震激励作用下层间位移角结果，SAID系统对不同类型不同振幅激励的减震作用体现出一致性，对于无控结构中层间位移角最大的第2层的减震效果最高效，而顶部2层的层间位移角减震效果不明显。
4　增强型半主动碰撞耗能装置
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4.1　ESAID力学模型
半主动碰撞耗能装置SAID虽然保证了结构在地震作用下的振动控制效果，然而其碰撞作用力的形式引起的结构加速度响应突变和可能产生的较大噪声仍然限制其在实际工程中的应用。为了解决这个问题，扩大SAID的应用范围，本研究提出了一种易于实现的增强型半主动碰撞耗能装置ESAID，通过在原本半主动碰撞耗能装置两侧安装线性弹簧元件和阻尼元件，即在原本的碰撞质量块两侧附着弹性和阻尼材料，其刚度系数和阻尼系数分别为ke和ce，碰撞质量块与挡板边界发生碰撞时，附着的弹性和阻尼材料首先产生接触力，改变两者碰撞时的相互作用力，ESAID的力学模型如图11所示，安装于质量块两侧的弹簧元件阻尼元件不仅可以减小碰撞产生的加速度突变和噪声，同时不会影响碰撞耗能系统的非线性特点。
4.2　优化结果
为了研究ESAID的附加刚度系数ke和附加阻尼系数ce对其减震性能的影响。图12给出在Northridge波作用下不同附加元件参数对附加ESAID这5层框架结构顶层位移减震效果的影响，根据Matlab-Simulink中的ESAID数值模型计算结果，当附加刚度系数ke低于5000 N/m时，ESAID减震效果随着阻尼系数ce增大更明显，然而，在ke继续增加时，阻尼系数的增加反而会降低ESAID的减震效果。当阻尼系数处于较低范围内时，ESAID阻尼性能随着刚度系数增加先增加后处于一个稳定状态，其最优附加刚度系数ke为15000 N/m，阻尼系数ce继续上升至500 N•s/m，时ESAID性能几乎不受刚度影响。由此可见，在无附加阻尼元件或低阻尼系数的情况下选择合适的刚度系数可获得最佳的ESAID减震效果，因此，本研究中选取的优化ESAID附加刚度系数ke为15000 N/m，不附加额外阻尼元件，优化后的顶层位移和加速度时程曲线如图13所示，优化后的ESAID的位移峰值减震率为39.2%，位移均方根减震率为56.9%，对比SAID的减震性能（位移峰值减震率为29.6%，位移均方根减震率为44.3%）有明显的提高。
图14对比了SAID与ESAID控制下的结构顶层加速度时程与质量块碰撞力时程。由图14（a）可知，SAID质量块碰撞引起的结构顶层加速度突变峰十分明显，其中25.55 s处的加速度突变峰值为全时程最大值，而ESAID控制下的结构顶层加速度时程则十分平滑，有效解决了主体结构在碰撞时加速度突变明显引起的舒适度问题。更进一步观察图14（b）可以发现，相比于SAID，ESAID质量块碰撞产生的控制力的作用时间更长，碰撞力幅值更小，弹簧单元的引入可使质量块碰撞产生的控制力幅值最大下降82.6%，实际应用中可以在一定程度延长装置的使用寿命。
图15给出了Northridge地震波作用下附加SAID结构与附加ESAID结构顶层加速度时频能量对比，可以看出附加SAID结构的振动能量在25 s处的激烈碰撞下集中于结构3阶频率处（4.66 Hz），同时还有部分振动能量扩散到了高频区域，此时结构的振动能量被迅速耗散；而ESAID由于质量块的两侧安装有弹簧单元，不会通过碰撞将结构的振动能量扩散到10 Hz以上，但其非线性恢复力仍然能够使结构的各线性模态耦合，从而使结构的振动能量从低阶模态向高阶模态转移，实现能量的快速消耗。
5　结论
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本研究提出了一种碰撞净距和碰撞时机可调的半主动碰撞耗能装置SAID，开展了5层钢框架结构附加SAID系统的振动台试验，并基于SAID在实际应用中存在的问题提出了一种增强型半主动碰撞耗能装置ESAID，主要结论如下：
1）SAID以可控的碰撞形式将主体结构低频振动能量传递至高频，使得振动能量的快速耗散，从而实现结构的多模态控制。
2）SAID对主体结构高层的加速度响应减震效果明显，由于碰撞力放大了高阶模态响应，对底层加速度控制效果不明显。
3）SAID可以有效降低主体结构层间位移角，受控主体结构的整体变形较无控结构更加平稳，不同类型和幅值的地震激励作用下，SAID对结构层间位移角最大的第2层减震效果最好。
4）ESAID通过在碰撞质量块两端安装附加弹簧和阻尼单元，可实现更优的减震性能，同时可有效控制碰撞噪声及碰撞时主体结构的加速度突变。
文中旨在阐述SAID在多自由度结构中的减震机理。试验中，无控结构和附加SAID的结构均处于弹性阶段，结果表明SAID具有宽频减震效果。然而，由于试验安全性限制，本研究未能进一步验证SAID在结构进入损伤阶段、刚度退化引起自振频率改变时的减震效果。在后续研究中，将结合数值试验和有限元分析，进一步探讨SAID在弹塑性结构中的减震性能。
基金
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  • 国家自然科学基金项目(52178296)
  • 上海市土木工程高峰学科交叉类合作基金项目(20223YB15)
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2025年第45卷第1期
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doi: 10.13197/j.eeed.2025.0108
  • 接收时间：2024-05-05
  • 首发时间：2026-03-20
  • 出版时间：2025-02-28
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  • 收稿日期：2024-05-05
  • 修回日期：2024-07-09
基金
国家自然科学基金项目(52178296)
上海市土木工程高峰学科交叉类合作基金项目(20223YB15)
作者信息
    1.同济大学 土木工程学院，上海 200092
    2.同济大学 土木工程防灾减灾全国重点实验室，上海 200092
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
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红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
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