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Article(id=1227614515521585782, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227614514896634485, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.2024.04.002, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1654185600000, receivedDateStr=2022-06-03, revisedDate=1661097600000, revisedDateStr=2022-08-22, acceptedDate=null, acceptedDateStr=null, onlineDate=1770615708474, onlineDateStr=2026-02-09, pubDate=1714233600000, pubDateStr=2024-04-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770615708474, onlineIssueDateStr=2026-02-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770615708474, creator=13701087609, updateTime=1770615708474, updator=13701087609, issue=Issue{id=1227614514896634485, tenantId=1146029695717560320, journalId=1225147924628267009, year='2024', volume='37', issue='4', pageStart='539', pageEnd='728', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1770615708325, creator=13701087609, updateTime=1770795248114, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1228367559410512191, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227614514896634485, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1228367559410512192, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227614514896634485, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=548, endPage=555, ext={EN=ArticleExt(id=1227614515748078201, articleId=1227614515521585782, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Shaking table tests on mass rotation wrap rope device for continuous girder bridges, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to give full play to the seismic potential of the movable support pier and improve the overall longitudinal synergistic effect of the continuous girder bridge，based on the principle of functional separation and synergistic force，a new type of mass rotation wrap rope device is proposed based on the mechanism of wrap rope. Taking a typical three-span continuous girder bridge as an example，the shaking table test is carried out by inputting actual seismic waves with different seismic spectrum characteristics and intensity as excitation，the seismic response with equal pier height model and unequal pier height model are analyzed to explore the synergistic force and shock absorption effect of the device on the continuous girder bridge. Through the test results of the response of the key positions of the structure such as the acceleration response，displacement response and strain response，it can be seen that the effect of the device on the movable bearing pier participating in the overall longitudinal synergistic force of the continuous girder bridge is more obvious，and with the increase of the ground motion input intensity，the synergistic effect of the device becomes more and more prominent，the design intention of the device is realized. At the same time，the effect of the device is related to factors such as the number of wrap rope turns of the device itself，the pier height of the movable bearing pier，etc. The design needs to determine the reasonable design parameters of the device according to different factors such as the pier height to achieve the best effect of the device.

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为发挥活动墩的抗震潜能，提升连续梁桥纵向整体协同受力效果，基于功能分离与协同受力原理，提出一种质量转动缠绕索装置。以一典型三跨连续梁桥为例，通过以不同地震频谱特性和地震强度的实际地震波作为激励的振动台试验，分析各类地震作用下等墩高模型和不等墩高模型结构关键位置的地震响应的变化规律。从桥墩墩顶加速度响应、位移响应和墩底应变响应等结构关键位置的试验结果可以看出，装置对于增强活动墩参与连续梁桥纵向整体协同受力的效果较为明显，且随着地震动输入强度的增加，装置的协同作用越发凸显。同时，装置的作用效果与装置本身的缠绕圈数、活动墩的墩高等因素有关，设计时需要根据结构墩高的不同确定装置的合理设计参数，以实现装置的最佳应用效果。

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刘延芳（1982—），男，博士研究生，教授级高级工程师。电话：（010）82016121；E-mail： 。

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刘延芳（1982—），男，博士研究生，教授级高级工程师。电话：（010）82016121；E-mail： 。

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刘延芳（1982—），男，博士研究生，教授级高级工程师。电话：（010）82016121；E-mail： 。

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Additional weight details of model

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位置原型质量/t模型质量/kg模型自重/kg实际配重/kg
合计7710.891274.3183.91240（1120）
主梁5594.2924.5167.7840
桥墩2116.69349.816.2400（280）
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模型配重明细

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位置原型质量/t模型质量/kg模型自重/kg实际配重/kg
合计7710.891274.3183.91240（1120）
主梁5594.2924.5167.7840
桥墩2116.69349.816.2400（280）
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Natural frequencies of two kinds of model structures

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试验工况未采用装置/Hz采用装置/Hz
加载前3.6543.197
0.1g3.6523.194
0.2g3.6573.205
0.4g3.6523.194
0.6g3.6513.248
0.8g3.6493.250
1.0g3.6553.250
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两种模型结构自振频率

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试验工况未采用装置/Hz采用装置/Hz
加载前3.6543.197
0.1g3.6523.194
0.2g3.6573.205
0.4g3.6523.194
0.6g3.6513.248
0.8g3.6493.250
1.0g3.6553.250
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Natural frequencies of four kinds of model structures

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试验工况未采用装置/Hz缠绕索1圈/Hz缠绕索2圈/Hz缠绕索3圈/Hz
加载前3.6494.3054.3034.304
0.6g3.6443.6503.6453.647
0.8g3.6363.6493.6563.643
1.0g3.6283.6533.6503.649
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四种模型结构自振频率

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试验工况未采用装置/Hz缠绕索1圈/Hz缠绕索2圈/Hz缠绕索3圈/Hz
加载前3.6494.3054.3034.304
0.6g3.6443.6503.6453.647
0.8g3.6363.6493.6563.643
1.0g3.6283.6533.6503.649
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连续梁桥质量转动缠绕索装置振动台试验
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刘延芳 1, 2 , 张文学 1 , 杜修力 1 , 鲍卫刚 2
振动工程学报 | 2024,37(4): 548-555
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振动工程学报 | 2024, 37(4): 548-555
连续梁桥质量转动缠绕索装置振动台试验
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刘延芳1, 2 , 张文学1, 杜修力1, 鲍卫刚2
作者信息
  • 1北京工业大学城市建设学部，北京　100124
  • 2中国交通建设股份有限公司，北京　100088

    • 刘延芳（1982—），男，博士研究生，教授级高级工程师。电话：（010）82016121；E-mail： 。

Shaking table tests on mass rotation wrap rope device for continuous girder bridges
Yan-fang LIU1, 2 , Wen-xue ZHANG1, Xiu-li DU1, Wei-gang BAO2
Affiliations
  • 1Faculty of Architecture, Civil and Transportation Engineering, Beijing University of Technology, Beijing 100124, China
  • 2China Communications Construction Company Limited, Beijing 100088, China
出版时间: 2024-04-28 doi: 10.16385/j.cnki.issn.1004-4523.2024.04.002
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摘要
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为发挥活动墩的抗震潜能，提升连续梁桥纵向整体协同受力效果，基于功能分离与协同受力原理，提出一种质量转动缠绕索装置。以一典型三跨连续梁桥为例，通过以不同地震频谱特性和地震强度的实际地震波作为激励的振动台试验，分析各类地震作用下等墩高模型和不等墩高模型结构关键位置的地震响应的变化规律。从桥墩墩顶加速度响应、位移响应和墩底应变响应等结构关键位置的试验结果可以看出，装置对于增强活动墩参与连续梁桥纵向整体协同受力的效果较为明显，且随着地震动输入强度的增加，装置的协同作用越发凸显。同时，装置的作用效果与装置本身的缠绕圈数、活动墩的墩高等因素有关，设计时需要根据结构墩高的不同确定装置的合理设计参数，以实现装置的最佳应用效果。

连续梁桥  /  协同受力  /  振动台试验  /  质量转动缠绕索装置

In order to give full play to the seismic potential of the movable support pier and improve the overall longitudinal synergistic effect of the continuous girder bridge，based on the principle of functional separation and synergistic force，a new type of mass rotation wrap rope device is proposed based on the mechanism of wrap rope. Taking a typical three-span continuous girder bridge as an example，the shaking table test is carried out by inputting actual seismic waves with different seismic spectrum characteristics and intensity as excitation，the seismic response with equal pier height model and unequal pier height model are analyzed to explore the synergistic force and shock absorption effect of the device on the continuous girder bridge. Through the test results of the response of the key positions of the structure such as the acceleration response，displacement response and strain response，it can be seen that the effect of the device on the movable bearing pier participating in the overall longitudinal synergistic force of the continuous girder bridge is more obvious，and with the increase of the ground motion input intensity，the synergistic effect of the device becomes more and more prominent，the design intention of the device is realized. At the same time，the effect of the device is related to factors such as the number of wrap rope turns of the device itself，the pier height of the movable bearing pier，etc. The design needs to determine the reasonable design parameters of the device according to different factors such as the pier height to achieve the best effect of the device.

continuous girder bridge  /  synergistic force  /  shaking table test  /  mass rotation wrap rope device
刘延芳, 张文学, 杜修力, 鲍卫刚. 连续梁桥质量转动缠绕索装置振动台试验. 振动工程学报, 2024 , 37 (4) : 548 -555 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.04.002
Yan-fang LIU, Wen-xue ZHANG, Xiu-li DU, Wei-gang BAO. Shaking table tests on mass rotation wrap rope device for continuous girder bridges[J]. Journal of Vibration Engineering, 2024 , 37 (4) : 548 -555 . DOI: 10.16385/j.cnki.issn.1004-4523.2024.04.002
正文
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引言
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地形适应性良好的连续梁桥一直是中国公路桥梁中应用最为广泛的桥梁结构形式之一。为适应温度变化引起的温度应力，连续梁桥通常仅在一联中设置一个固定支座，从而使得按桥墩组合刚度进行分配的上部结构纵向地震惯性力主要集中于固定墩，造成连续梁桥单墩受力，这给连续梁桥的抗震设计带来了严峻的考验。
基于能力保护设计理念的桥梁延性抗震设计虽可以在固定墩适当位置设置塑性铰，通过塑性铰的弹塑性变形提升桥梁结构的抗震性能，但该方法不可避免地会在结构中产生一定的不易震后修复的损伤［1］。各种减/隔震装置的出现，给工程设计人员提供了另外一种可以用来提高连续梁桥抗震性能的设计方法。文献［2⁃3］提出了叠层橡胶支座的系统理论与设计方法，并对支座进行了拉伸试验研究；Tyler等［4］、Hwang等［5］、Abe等［6］对铅芯橡胶支座进行试验，得到了铅芯橡胶支座的等效线性模型和滞回耗能性能；彭天波等［7］、张永亮等［8］对双曲面球形支座抗震性能进行了研究；欧进萍等［9］、闫维明等［10］、沈星等［11］研发了复合式金属阻尼器并对其性能进行了研究。上述研究成果对桥梁减/隔震研究及设计提供了基础，但无论采取何种减隔震装置，要想达到理想的减震效果，都会出现较大的相对位移。王志强等［12］、张永亮等［13］针对Lock⁃up装置在连续梁桥上的应用进行了研究，但采用Lock⁃up连接并不能有效地降低矮墩连续梁桥的地震响应，同时由于成本及后期维护问题，实际工程中的应用并不很多。
为改善连续梁桥纵向协同受力，提升连续梁桥纵向整体抗震性能，本文基于功能分离与协同受力的原理，提出一种在连续梁主梁与活动墩之间设置质量转动缠绕索的连接装置。在简要介绍该装置原理的基础上，通过一座典型连续梁桥的振动台试验，分析桥梁结构在不同频谱特性和输入强度地震动激励下的关键部位的地震响应，验证该装置在连续梁桥抗震设计中的协同受力和减震耗能的效果，为其在同类桥梁结构中的应用提供参考。
1　质量转动缠绕索装置简介
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1.1　设计理念
减/隔震支座通过材料（高阻尼、纤维加劲等）优化、构造（铅芯、摩擦摆等）提升等措施，利用阻尼或摩擦等耗能作用，减轻结构的地震损伤。随着减/隔震技术的发展，为了适应不同条件下减/隔震支座的应用需求，学者们对减/隔震支座赋予越来越多的功能属性。文献［14⁃20］基于力与位移相平衡的原理，在普通盆式支座的基础上，结合柔性钢丝绳，研发了拉索减震支座，通过合理设计拉索和抗剪螺栓的参数，使得该支座可以满足静力作用下的使用性能，且在强震作用下能够有效减小连续梁桥固定墩的受力，并通过拉索限制墩梁之间的相对位移，防止落梁破坏的发生。通过振动台试验、理论分析及实桥应用，验证了该支座的减震效果及限位效果。该支座对地震位移控制需求不大的中小跨径或中低墩连续梁桥的减震及限位效果较好，对于大跨径、高墩的连续梁桥，由于抗剪螺栓剪断后有较大的位移需求，将导致拉索的限位能力成为该支座设计的一个重要环节。
与前述对减/隔震支座赋予更多功能属性的“加法”理念相反，本文基于连续梁桥的常规设计“做减法”，即对于连续梁桥，从美观的角度而言，桥墩高度在一定范围内时，固定墩与活动墩通常采用相同的桥墩截面。为了充分发挥与固定墩截面相同的活动墩的抗震潜能来提高连续梁桥的整体抗震性能，本文从协同连续梁桥固定墩与活动墩受力的角度出发，提出一种既可满足结构在正常运营状态下温度荷载所引起的缓慢变位需求，又可满足地震作用下各桥墩协同受力的连接装置。该装置的提出实现了水平限位与支座的竖向支承功能的分离。
1.2　工作原理及构造特点
俗话说“索捆三道紧”，意思是将绳索在粗糙的木桩上缠绕几圈后，可以很省力地拉住物体。其原理就是通过绳索与木桩之间的摩擦力，形成一个自锁系统，当有相对运动趋势时可产生较大的摩擦力。欧拉提出了摩擦力与绕在木桩上的绳索圈数之间的关系：
式中　 为缠绕索摩擦力；为缠绕索主动端拉力；为缠绕索被动端拉力；为缠绕索与圆柱体间的滑动摩擦系数；为缠绕圈数。
本文基于缠绕索原理，提出质量转动缠绕索装置，该装置构造如图1所示，其主要构成部分包括转动轴、附加质量块、缠绕索、摩擦轴、装置垫板、支架板、牛腿以及组装螺栓等。
常规荷载作用下，通过设置合理的缠绕索初始松弛量来满足结构在正常运营状态下温度荷载所引起的缓慢变位的需求。在地震作用下，该装置可以通过固定于转动轴两端的附加质量块的转动惯性力作为缠绕索主动端的拉力，并通过缠绕索与摩擦轴的摩擦来实现稳定的摩擦力。当主梁与活动支座之间的地震惯性力小于附加质量块的转动惯性力所激起的缠绕索摩擦力时，装置达到瞬间锁定的连接状态，实现固定墩与活动墩共同分担纵向地震惯性力的目的。当主梁与活动支座之间的地震惯性力大于附加质量块的转动惯性力所激起的缠绕索摩擦力时，活动墩将以缠绕索所提供的最大摩擦力与固定墩协同受载。同时还可以有效限制活动墩与梁体之间的相对位移，从而起到保护活动支座和伸缩缝的目的。
2　模型振动台试验
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2.1　模型设计
本次试验在北京工业大学3 m×3 m地震模拟振动台系统上进行。基于一座典型三跨连续梁桥，考虑振动台尺寸及试验条件，按照长度相似常数为1/30，加速度相似常数为1，弹性模量相似常数为6.338设计出跨径布置为995 mm+1640 mm+995 mm的三跨等墩高和不等墩高缩尺试验模型，如图2所示。为验证质量转动缠绕索装置的减震效果，本次振动台试验模型采用钢结构。试验模型主梁采用与原型主梁相似的箱型截面，由20b型槽钢和钢板焊接而成；桥墩截面严格按照抗弯刚度等效原则进行设计，采用矩形截面。
在固定支座设置4个不等边角钢与主梁底部耳板通过螺栓固定，以实现固定支座功能。活动墩支座采用支座与质量转动缠绕索装置一体化的设计方式，并采用聚四氟乙烯板模拟滑动支座。
模型采用标准配重块进行配重，其中主梁配重块均匀布设在主梁顶部。墩柱上的配重块采用对拉螺杆紧紧锚固在墩身上，防止试验时滑落，最终配重表如表1所示。
2.2　地震动输入
为分析不同场地条件下，质量转动缠绕索装置的使用效果，本文分别选取El⁃Centro波（Ⅱ类场地）和天津波（Ⅳ类场地）作为试验地震动输入。根据试验相似关系，将2种地震波时长压缩至原始时长的1/3。图3和4给出了2种地震波经过加速度峰值归一化处理和地震波输入时长调整后的加速度时程曲线和反应谱曲线。
3　试验结果及分析
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为直观表明质量转动缠绕索装置的使用效果，引入减震率概念，即：
式中　 表示无减震装置时结构最大地震响应，主要指墩顶加速度、墩顶位移和墩底应变响应；表示采用减震装置后结构最大地震响应，主要指墩顶加速度、墩顶位移和墩底应变响应。
3.1　等墩高模型
3.1.1　动力特性分析
模型试验加载前后以0.1g的白噪声扫频，采集固定墩主梁加速度时程曲线，并对时程曲线进行傅里叶变化后得到模型结构的频谱曲线，从而得到试验加载前后模型结构的自振频率。
表2给出了不同地震动峰值加速度工况下两种模型动力特性的变化趋势。采用质量转动缠绕索装置模型的自振频率在加速度峰值为0.4g之后，随着加载幅值的增加有一个增大的过程，表明随着地震动输入强度的变化，采用质量转动缠绕索装置的桥梁结构的动力特性会发生变化，装置的作用会逐步显现出来，结构总体协同受力的性能有所改善。
3.1.2　墩顶加速度响应减震率
图5给出了El⁃Centro波不同峰值加速度作用下，2号固定墩和3号活动墩墩顶最大加速度响应的减震率随地震输入强度的变化趋势。对于活动墩而言，地震输入强度在0.6g以下时，采用质量转动缠绕索装置后，墩顶最大加速度响应值较未采用装置模型时减小10%~20%左右；地震输入强度在0.8g和1.0g时，墩顶最大加速度响应减震率增加10%左右。而对于2号固定墩而言，在不同地震输入强度下，当装置被激活后，其墩顶最大加速度响应减震率均有所增加，地震输入强度为0.4g时，增加幅度达460%左右。从墩顶最大加速度响应减震率来看，采用质量转动缠绕索装置的连续梁桥，活动墩分担了固定墩所承担的部分主梁纵向地震惯性力。
3.1.3　墩顶位移响应减震率
图6给出了El⁃Centro波不同峰值加速度作用下，2号固定墩处主梁和3号活动墩墩顶的最大位移响应的减震率随地震输入强度的变化趋势。可以看出，2号固定墩处主梁的最大位移响应减震率较未采用质量转动缠绕索装置时有所降低，最大位移响应总体变化较为平缓，平均降幅在30%左右。对于3号活动墩而言，采用装置相对于未采用装置的桥墩墩顶最大位移响应减震率总体有所增加。在地震输入强度为0.1g~0.4g时，活动墩墩顶最大位移响应减震率增幅较小；随着地震输入强度的增加增幅越来越大，平均增加87%左右。位移响应减震率的变化趋势表明，当装置被激活后，活动墩参与了结构的纵向协同变形，并且随着地震动输入强度的增加，装置参与协同变形的效果更加明显，连续梁桥的整体协同变形性能有所提升。
3.1.4　墩底应变响应减震率
图7给出了El⁃Centro波不同峰值加速度作用下，2号固定墩和3号活动墩墩底最大应变响应的减震率随地震输入强度的变化趋势。对于2号固定墩墩底最大应变响应减震率来说，采用质量转动缠绕索装置相对于未采用装置的最大应变响应减震率均有所降低，在峰值加速度为1.0g时的最大降幅为36%左右。对于3号活动墩而言，当地震输入强度小于0.2g时，采用装置模型的桥墩墩底最大应变响应减震率相对于未采用装置略有降低，平均降低幅度为25%左右；在地震输入强度为0.4g时，两者基本接近，变化幅度在6%左右；当地震输入强度为0.6g~1.0g时，采用装置相对于未采用装置的桥墩墩底最大应变响应减震率大幅提升，平均提升幅度为60%左右。试验结果表明，随着地震输入强度的增加，活动墩参与结构纵向受力的程度逐渐增加，进一步降低了固定支座墩的墩底地震响应，各桥墩协同受力效果更明显。
3.2　不等墩高模型
3.2.1　动力特性分析
表3给出了加载前和加载加速度峰值分别为0.6g，0.8g和1.0g时的四个模型动力特性的变化趋势。试验结果可以看出，采用装置后结构整体刚度增加，一阶自振频率增幅为18%左右；随着地震输入强度的增加，装置转动轴发生转动，结构自振频率由初始的4.305 Hz降低到0.6g时的3.65 Hz，且对结构的总体刚度贡献降低，结构的自振频率随地震输入强度的变化不大。
3.2.2　墩顶加速度响应减震率
图8给出了不同峰值加速度的天津波作用下，模型结构最大加速度响应的减震率随地震输入强度的变化趋势。从图中可以看出，固定墩主梁最大加速度响应减震率较无质量转动缠绕索装置时有所增加，影响规律为随着加速度输入强度的增加而趋于线性增加，且随着缠绕索缠绕圈数的增加而增加，均大于未采用装置时的地震响应。活动墩墩顶最大加速度响应减震率较无装置时有所降低，但对于墩高不同的活动墩，缠绕索缠绕圈数对于各活动墩墩顶最大加速度响应减震率的影响规律不一致。具体而言，对于1号较低的活动墩来说，缠绕索缠绕1圈的响应减小幅值最大，平均降幅约36%；缠绕索缠绕2圈和3圈时的响应较为接近，平均减小幅值均约为20%。对于3号较高的活动墩来说，随着缠绕索缠绕圈数的增加，墩顶最大加速度响应减震率的减小幅度逐渐减小，缠绕索缠绕1圈的响应减小幅值最大，平均降幅约50%；缠绕索缠绕2圈时的平均降幅约为40%；缠绕索缠绕3圈时的平均降幅约为5%。综上所述，装置对于活动墩墩顶最大加速度响应减震率的影响跟墩高存在一定的关系，不同缠绕索缠绕圈数对高低墩的影响规律也略有差异。
3.2.3　墩顶位移响应减震率
图9给出了天津波不同峰值加速度作用下，各活动墩墩顶和固定墩主梁处的最大位移响应的减震率随地震动输入强度的变化趋势。对于2号固定墩而言，当采用质量转动缠绕索装置后，固定墩处主梁的最大位移响应减震率相对未采用装置时的有所减小，最大减小幅度约55%。随着缠绕索缠绕圈数的变化，其墩顶最大位移的减幅效果略有不同。缠绕索缠绕2圈的位移减幅效果最优，缠绕索缠绕3圈的减幅效果介于缠绕索缠绕1圈和2圈之间。对于不同墩高的活动墩而言，3号高墩与1号低墩的墩顶最大位移响应减震率的变化规律相类似，均随着缠绕索缠绕圈数的增加而增加，只是位移相对增加幅度有所差异。
3.2.4　墩底应变响应减震率
图10给出了天津波不同峰值加速度作用下，各墩墩底最大应变响应减震率随地震动输入强度的变化趋势。可以看出，对于活动墩而言，无论高墩还是低墩，采用质量转动缠绕索装置相对于未采用装置的墩底最大应变响应减震率均有所增加。缠绕索缠绕圈数为1圈时，随着地震动输入强度的增加，1号活动墩墩底最大应变响应减震率是未采用装置时的140%左右（均值），3号活动墩墩底最大应变响应减震率是未采用装置时的75%左右（均值），表明装置的协同受力与减震效果对于活动墩墩底最大应变的响应跟墩高存在一定的关系。不同墩高的活动墩墩底最大应变响应减震率均随着缠绕索缠绕圈数的增加而增加。对于2号固定墩而言，采用装置后，固定墩墩底的最大应变响应减震率相对未采用装置时的有所减小，应变响应减震率基本上为未采用装置的40%左右；且同样缠绕圈数情况下，随着地震输入强度的增加，应变响应减震率的减小比值也随之增加。与结构位移响应相类似，随着缠绕索缠绕圈数的变化，固定墩墩底最大应变响应的减幅效果略有不同。缠绕索缠绕2圈的墩底应变减小效果最优，缠绕索缠绕3圈的减幅效果介于缠绕索缠绕1圈和2圈之间。
4　结语
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本文以改善连续梁桥单一固定墩受力为目的，基于功能分离与协同受力的原理，提出一种既可满足结构在正常运营状态下温度荷载所引起的缓慢变位需求，又可满足地震作用下各桥墩协同受力的质量转动缠绕索装置。该装置通过固定于转动轴两端的附加质量块的转动惯性力作为缠绕索主动端的拉力，从而向结构提供稳定的摩擦力，由此达到锁定及摩擦耗能的作用。通过一典型连续梁桥的振动台试验，探究了装置对于等墩高连续梁桥和不等墩高连续梁桥在不同频谱特性和输入强度地震动激励下的减震效果，得到以下结论：
（1）当装置被激活后，活动墩墩顶最大加速度响应减震率均较未采用装置时有所降低，但响应的降低幅度跟墩高存在一定的关系。且不同缠绕索缠绕圈数对高、低墩的影响规律也略有差异。固定墩墩顶最大加速度响应减震率较未采用装置时有所增加，且缠绕索缠绕圈数对于各墩墩顶加速度响应的影响规律也不一致。装置对于活动墩参与协同受力的效果较为明显，达到了装置设计的目的。
（2）对于等墩高连续梁桥而言，在输入地震动强度为0.1g~0.4g时，采用与未采用装置两者之间的最大位移相差较小；而在峰值加速度为0.6g~1.0g时，两者之间位移差值随地震输入强度的变化急速增加。这表明当装置被激活后，活动墩参与了结构的纵向协同变形，且随着地震动输入强度的增加，协同变形的效果更加明显，连续梁桥的整体协同变形性能有所提升。对于不等墩高连续梁模型，当装置被激活后，活动墩墩顶最大位移响应减震率均有所增加，并且随着缠绕索缠绕圈数的增加而增加；高墩与低墩的增加幅值有所不同；固定墩处主梁的位移响应减震率相对未采用装置时的有所减小，最大减小幅度在55%左右；且随着缠绕索缠绕圈数的变化规律与活动墩略有差异，缠绕索缠绕2圈的位移减小效果要优于缠绕1圈和3圈的效果。
（3）各桥墩墩底最大应变响应减震率随地震输入强度基本呈线性变化的趋势，活动墩墩底最大应变响应减震率在未采用装置时变化趋势较为平缓，当采用装置后，响应减震率随地震输入强度的变化趋势较为陡峭。固定墩墩底的应变响应减震率相对未采用装置时均有所减小。表明，当装置被激活后，随着地震动输入强度的增加，活动墩参与协同受力的效果更明显，进一步降低了固定支座墩的墩底地震响应。对于活动墩墩底最大应变的响应跟墩高存在一定的关系，不同墩高的活动墩墩底应变响应均随着缠绕索缠绕圈数的增加而增加。
（4）对于试验所研究的两种等墩高和不等墩高连续梁模型结构而言，当装置被激活后，结构的总体响应规律是相似的。这表明，装置对于不同类型的连续梁桥均能够较好地协调活动墩与固定墩之间的受力，提升结构的总体受力性能。但需要根据结构的不同墩高来确定所需装置的设计参数，以确定装置的最佳应用范围。
基金
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  • 国家自然科学基金资助项目(51778022)
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2024年第37卷第4期
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doi: 10.16385/j.cnki.issn.1004-4523.2024.04.002
  • 接收时间：2022-06-03
  • 首发时间：2026-02-09
  • 出版时间：2024-04-28
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  • 收稿日期：2022-06-03
  • 修回日期：2022-08-22
基金
国家自然科学基金资助项目(51778022)
作者信息
    1北京工业大学城市建设学部，北京　100124
    2中国交通建设股份有限公司，北京　100088
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