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Article(id=1228805283766530069, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228805274362904818, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.2025.05.019, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1690473600000, receivedDateStr=2023-07-28, revisedDate=1695830400000, revisedDateStr=2023-09-28, acceptedDate=null, acceptedDateStr=null, onlineDate=1770899609747, onlineDateStr=2026-02-12, pubDate=1746806400000, pubDateStr=2025-05-10, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770899609747, onlineIssueDateStr=2026-02-12, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770899609747, creator=13701087609, updateTime=1770899609747, updator=13701087609, issue=Issue{id=1228805274362904818, tenantId=1146029695717560320, journalId=1225147924628267009, year='2025', volume='38', issue='5', pageStart='889', pageEnd='1132', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1770899607506, creator=13701087609, updateTime=1770901500406, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1228813213828051801, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228805274362904818, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1228813213828051802, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228805274362904818, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=1078, endPage=1086, ext={EN=ArticleExt(id=1228805283997216804, articleId=1228805283766530069, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Longitudinal seismic performance and parametric analysis of combined seismic isolation bearing of continuous beam bridge, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

The combined seismic isolation bearing is composed of a sliding friction bearing and an elastomeric bearing. The bearing system offers a substantial vertical support capacity, various post-yield stiffness choices, and the ability to separate the bridge’s vertical support system from the horizontal support system. To investigate the seismic performance of the combined seismic isolation bearing system, by way of example of a continuous beam bridge with each continuous unit of (4 × 40) m spans, the OpenSees software was used to model with the conventional spherical steel bearing, full sliding friction bearing and combined seismic isolation bearing support systems to obtain the longitudinal seismic response of the bridges, respectively. The influence of seismic parameters such as sliding friction coefficient and shear stiffness on the seismic performance of the combined seismic isolation bearing was discussed. The results demonstrated that the combined seismic isolation bearing exhibits excellent seismic performance and self-centering ability. The seismic performance of the combined isolation bearing will be affected by the sliding friction coefficient and shear stiffness. By selecting appropriate seismic parameters, the maximum displacement demand of bearings, the residual displacement of bearings, and the seismic response of the piers can be effectively controlled.

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组合型减隔震支座由滑动摩擦支座和弹性支座组成，该支座体系可以实现分离桥梁竖向承载系统与水平承载系统的目的，且具有较大的竖向承载能力和灵活的屈后刚度选择。为研究组合型减隔震支座体系的抗震性能，以某（4×40） m一联的连续梁桥为例，运用OpenSees软件建模分析了采用常规球形钢支座、全滑动摩擦支座和组合型减隔震支座支撑体系的桥梁的纵桥向地震响应，并讨论了抗震参数，如滑动摩擦系数和剪切刚度，对组合型减隔震支座抗震性能的影响。结果表明：组合型减隔震支座具有良好的抗震性能和自复位能力；滑动摩擦系数和剪切刚度会影响组合型减隔震支座的抗震性能，而合理选取抗震参数可有效控制支座的最大位移需求、支座残余位移和桥墩的地震响应。

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李建中（1963—），男，博士，教授。E-mail：
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刘攀（1998—），男，博士研究生。E-mail：

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刘攀（1998—），男，博士研究生。E-mail：

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刘攀（1998—），男，博士研究生。E-mail：

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China Civil Engineering Journal,2016,49(11):69-78., articleTitle=Study on transverse seismic design of small and medium span bridges with elastomeric bearing pads, refAbstract=null)], funds=[Fund(id=1228805291853148784, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, awardId=2021-01, language=CN, fundingSource=天津市交通运输科技发展计划项目(2021-01), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1228805286719320339, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, xref=1., ext=[AuthorCompanyExt(id=1228805286723514644, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, companyId=1228805286719320339, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1.State Key Laboratory of Disaster Prevention for Civil Engineering，Tongji University，Shanghai 200092，China), AuthorCompanyExt(id=1228805286731903253, 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shear stiffness on seismic response of bridge, figureFileSmall=+Zf0Z0jQiUi5rZ7XRtSF+A==, figureFileBig=Sg7cmF6HM1jGhDp9phCWyA==, tableContent=null), ArticleFig(id=1228805290842321475, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=CN, label=图9, caption=剪切刚度对桥梁地震响应的影响, figureFileSmall=+Zf0Z0jQiUi5rZ7XRtSF+A==, figureFileBig=Sg7cmF6HM1jGhDp9phCWyA==, tableContent=null), ArticleFig(id=1228805290934596170, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=EN, label=Fig. 10, caption=Influence of seismic parameters on seismic response of bridge, figureFileSmall=BZ3YfSFlYojhNZDfKDfCjg==, figureFileBig=mXf2MbvKhEmQDSie9p3IHg==, tableContent=null), ArticleFig(id=1228805291056230989, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=CN, label=图10, caption=抗震参数对桥梁地震响应的影响, figureFileSmall=BZ3YfSFlYojhNZDfKDfCjg==, figureFileBig=mXf2MbvKhEmQDSie9p3IHg==, tableContent=null), ArticleFig(id=1228805291169477203, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=EN, label=Tab. 1, caption=

Design parameters of different bearing systems

, figureFileSmall=null, figureFileBig=null, tableContent=
支座体系支座类型摩擦系数中墩支座屈服前/后刚度/（kN·m−1）边墩支座屈服前/后刚度/（kN·m−1）桥台处支座屈服前/后刚度/（kN·m−1）
体系1常规球型钢支座体系0.0358240/071690/024640/0
体系2全滑动摩擦支座体系0.0358240/071690/024640/0
体系3组合型减隔震支座体系0.0358240/400071690/400024640/2000
), ArticleFig(id=1228805291270140502, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=CN, label=表1, caption=

不同支座体系设计参数

, figureFileSmall=null, figureFileBig=null, tableContent=
支座体系支座类型摩擦系数中墩支座屈服前/后刚度/（kN·m−1）边墩支座屈服前/后刚度/（kN·m−1）桥台处支座屈服前/后刚度/（kN·m−1）
体系1常规球型钢支座体系0.0358240/071690/024640/0
体系2全滑动摩擦支座体系0.0358240/071690/024640/0
体系3组合型减隔震支座体系0.0358240/400071690/400024640/2000
), ArticleFig(id=1228805291370803803, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=EN, label=Tab. 2, caption=

Selected real ground motion records

, figureFileSmall=null, figureFileBig=null, tableContent=
地震编号地震名称地震时间记录站台震级地震动峰值加速度/g
1Imperial Valley-021942El-Centro Array 9#6.950.06
2Kern County1952Taft Lincoln School7.360.14
3Parkfield1966Cholame-Shandon Array6.190.06
4Borrego Mtn1968San Onofre-So Cal Edison6.630.03
5San Fernando1971Cedar Springs Allen Ranch6.610.02
6San Fernando1971San Juan Capistrano6.610.01
7San Fernando1971Pacoima Dam6.611.22
), ArticleFig(id=1228805291509215841, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=CN, label=表2, caption=

选用的真实地震动记录

, figureFileSmall=null, figureFileBig=null, tableContent=
地震编号地震名称地震时间记录站台震级地震动峰值加速度/g
1Imperial Valley-021942El-Centro Array 9#6.950.06
2Kern County1952Taft Lincoln School7.360.14
3Parkfield1966Cholame-Shandon Array6.190.06
4Borrego Mtn1968San Onofre-So Cal Edison6.630.03
5San Fernando1971Cedar Springs Allen Ranch6.610.02
6San Fernando1971San Juan Capistrano6.610.01
7San Fernando1971Pacoima Dam6.611.22
), ArticleFig(id=1228805291635044966, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=EN, label=Tab. 3, caption=

Longitudinal peak seismic responses of bridge under different bearing systems

, figureFileSmall=null, figureFileBig=null, tableContent=
桥梁体系桥墩编号支座位移/mm支座剪力/kN支座残余位移/mm墩顶位移/mm墩底弯矩/(kN·m)
体系1P1189.2473.921.80——
P2190.87215.072.8422.038485.52
P30.005367.750.00189.7164030.43
P4190.86215.072.8522.038485.34
P5189.2473.921.80——
体系2P1228.4773.92140.36——
P2229.27215.07140.7219.137279.19
P3230.55174.72140.5118.307238.75
P4229.24215.07140.6819.137279.41
P5228.4773.92140.36——
体系3P1167.45408.823.66——
P2159.57853.344.3633.0411710.92
P3160.74817.683.6931.9111323.78
P4159.56853.334.3633.0411710.91
P5167.45408.823.66——
), ArticleFig(id=1228805291744096875, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805283766530069, language=CN, label=表3, caption=

不同支座体系下的桥梁纵桥向峰值地震响应

, figureFileSmall=null, figureFileBig=null, tableContent=
桥梁体系桥墩编号支座位移/mm支座剪力/kN支座残余位移/mm墩顶位移/mm墩底弯矩/(kN·m)
体系1P1189.2473.921.80——
P2190.87215.072.8422.038485.52
P30.005367.750.00189.7164030.43
P4190.86215.072.8522.038485.34
P5189.2473.921.80——
体系2P1228.4773.92140.36——
P2229.27215.07140.7219.137279.19
P3230.55174.72140.5118.307238.75
P4229.24215.07140.6819.137279.41
P5228.4773.92140.36——
体系3P1167.45408.823.66——
P2159.57853.344.3633.0411710.92
P3160.74817.683.6931.9111323.78
P4159.56853.334.3633.0411710.91
P5167.45408.823.66——
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连续梁桥纵桥向组合型减隔震支座抗震性能及抗震参数研究
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刘攀 1 , 项敬辉 2 , 李建中 1 , 屈宏雅 1
振动工程学报 | 2025,38(5): 1078-1086
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振动工程学报 | 2025, 38(5): 1078-1086
连续梁桥纵桥向组合型减隔震支座抗震性能及抗震参数研究
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刘攀1 , 项敬辉2, 李建中1 , 屈宏雅1
作者信息
  • 1.同济大学土木工程防灾国家重点实验室，上海 200092
  • 2.天津市政工程设计研究总院有限公司，天津 300392

    • 刘攀（1998—），男，博士研究生。E-mail：

通讯作者:

李建中（1963—），男，博士，教授。E-mail：
Longitudinal seismic performance and parametric analysis of combined seismic isolation bearing of continuous beam bridge
Pan LIU1 , Jinghui XIANG2, Jianzhong LI1 , Hongya QU1
Affiliations
  • 1.State Key Laboratory of Disaster Prevention for Civil Engineering，Tongji University，Shanghai 200092，China
  • 2.Tianjin Municipal Engineering Design & Research Institute Co.，Ltd.，Tianjin 300392，China
出版时间: 2025-05-10 doi: 10.16385/j.cnki.issn.1004-4523.2025.05.019
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摘要
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组合型减隔震支座由滑动摩擦支座和弹性支座组成，该支座体系可以实现分离桥梁竖向承载系统与水平承载系统的目的，且具有较大的竖向承载能力和灵活的屈后刚度选择。为研究组合型减隔震支座体系的抗震性能，以某（4×40） m一联的连续梁桥为例，运用OpenSees软件建模分析了采用常规球形钢支座、全滑动摩擦支座和组合型减隔震支座支撑体系的桥梁的纵桥向地震响应，并讨论了抗震参数，如滑动摩擦系数和剪切刚度，对组合型减隔震支座抗震性能的影响。结果表明：组合型减隔震支座具有良好的抗震性能和自复位能力；滑动摩擦系数和剪切刚度会影响组合型减隔震支座的抗震性能，而合理选取抗震参数可有效控制支座的最大位移需求、支座残余位移和桥墩的地震响应。

连续梁桥  /  组合型减隔震支座  /  纵桥向地震响应  /  抗震性能  /  抗震参数

The combined seismic isolation bearing is composed of a sliding friction bearing and an elastomeric bearing. The bearing system offers a substantial vertical support capacity, various post-yield stiffness choices, and the ability to separate the bridge’s vertical support system from the horizontal support system. To investigate the seismic performance of the combined seismic isolation bearing system, by way of example of a continuous beam bridge with each continuous unit of (4 × 40) m spans, the OpenSees software was used to model with the conventional spherical steel bearing, full sliding friction bearing and combined seismic isolation bearing support systems to obtain the longitudinal seismic response of the bridges, respectively. The influence of seismic parameters such as sliding friction coefficient and shear stiffness on the seismic performance of the combined seismic isolation bearing was discussed. The results demonstrated that the combined seismic isolation bearing exhibits excellent seismic performance and self-centering ability. The seismic performance of the combined isolation bearing will be affected by the sliding friction coefficient and shear stiffness. By selecting appropriate seismic parameters, the maximum displacement demand of bearings, the residual displacement of bearings, and the seismic response of the piers can be effectively controlled.

continuous beam bridge  /  combined seismic isolation bearing  /  longitudinal seismic response  /  seismic performance  /  seismic parameters
刘攀, 项敬辉, 李建中, 屈宏雅. 连续梁桥纵桥向组合型减隔震支座抗震性能及抗震参数研究. 振动工程学报, 2025 , 38 (5) : 1078 -1086 . DOI: 10.16385/j.cnki.issn.1004-4523.2025.05.019
Pan LIU, Jinghui XIANG, Jianzhong LI, Hongya QU. Longitudinal seismic performance and parametric analysis of combined seismic isolation bearing of continuous beam bridge[J]. Journal of Vibration Engineering, 2025 , 38 (5) : 1078 -1086 . DOI: 10.16385/j.cnki.issn.1004-4523.2025.05.019
正文
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近几十年来，减隔震技术在世界范围内引起了广泛关注，并取得了显著进展。减隔震桥梁采用隔震支座可延长结构周期，并利用耗能装置耗散地震能量[1]。自20世纪70年代以来，发展了许多不同类型的减隔震产品，包括橡胶类减隔震产品如叠层橡胶支座和铅芯橡胶支座等，以及摩擦类减隔震产品如摩擦摆式支座等[2–4]。目前，橡胶类和摩擦类减隔震支座被广泛应用于建筑和桥梁工程，用以减小结构的地震响应。
橡胶类减隔震支座具有灵活的刚度和较好的经济性，为解决该类支座耗能不足的缺点，研发了具有良好耗能效果的高阻尼橡胶支座[3]和铅芯橡胶支座。但通常来说，橡胶类支座存在大剪应变下的压溃问题[5]，因此橡胶类支座的竖向承载力通常较低，美国AASHTO减隔震设计规范规定橡胶类支座受力检算应考虑水平变形对竖向承载能力的折减[6]。在摩擦类减隔震支座中，摩擦摆支座因其良好的减隔震性能和自复位能力而被广泛应用于实际工程中[4,7]。摩擦摆支座屈后刚度与支座所承受的竖向荷载和滑动面的曲率半径有关[8]，当曲率半径较小时，支座的屈后刚度较大，但其水平容许位移量较小，且在地震作用下主梁有较大的抬升，会在连续梁中产生次内力；而当曲率半径较大时，支座容许位移较大，但其屈后刚度较小，自复位能力较弱。
为解决现阶段橡胶类支座和摩擦类支座的不足，一些学者提出将桥梁的竖向承载系统与水平承载系统分离的设计理念，即竖向承载系统仅承载竖向荷载，如恒载和活载；而地震作用下的水平地震力仅由独立的水平承载系统承担[9-12]。水平承载系统在正常使用条件下不参与工作，且其震后损伤不会影响结构的竖向承载能力，因此震后桥梁结构仍具备通行能力。此外，对震后受损的水平承载系统进行修复或更换也不会影响结构的竖向承载能力，进而达到对既有交通免干扰或者微干扰的目的。IEMURA等[13]提出一种由滑动支座和弹性支座组成的承力机理分离的自复位减隔震装置，该装置利用滑动支座提供竖向支撑和水平摩擦耗能，利用弹性支座提供自恢复力。该复合型支座中的滑动支座作为竖向承载系统，可以采用耐久性较好的钢支座；而橡胶支座作为水平承载系统，可根据地震风险灵活选择支座刚度。
本文以一座采用由滑动摩擦支座和弹性支座组成的组合型减隔震支座体系的（4×40） m跨径连续梁桥为例，采用OpenSees软件建立桥梁结构非线性动力模型，应用非线性时程方法研究该组合型减隔震支座体系桥梁的地震响应特点，讨论组合型减隔震支座体系抗震性能参数如滑动摩擦系数和剪切刚度对支座抗震性能的影响。
1　组合型减隔震支座体系工作原理与力学模型
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组合型减隔震支座体系由滑动支座和弹性支座组成，其中弹性支座采用叠层橡胶支座，滑动支座可采用带聚四氟乙烯板的球形钢支座或盆式橡胶支座，该支座体系布置如图1所示。在进行支座安装时，首先安装滑动支座，使得滑动支座承受恒载反力，然后安装弹性支座，弹性支座的上支座板与主梁底部留有微小间隙，采用螺栓连接上支座板与主梁底部，以此实现弹性支座仅提供水平恢复力。组合型减隔震支座中的滑动支座包括：可滑动摩擦固定支座与滑动摩擦支座。以球形钢支座为例，可滑动摩擦固定支座构造如图2所示。可滑动摩擦固定支座在正常使用状态下保持为固定支座；在地震作用下支座水平约束失效，并在满足滑动位移能力的条件下发生滑动。
相较于其他减隔震支座，组合型减隔震支座体系实现了运营荷载与地震承载机制的分离。在正常使用状态下，可滑动摩擦固定支座和滑动摩擦支座承担上部结构自重，而弹性支座不承受竖向压力，其支撑体系与常规盆式支座或球形钢支座支撑体系相同，满足正常使用荷载下的性能。在地震作用下，可滑动摩擦固定支座水平约束失效，失效后与滑动摩擦支座共同滑动，并通过摩擦作用耗散地震能量；而弹性支座仅提供水平恢复力，控制支座位移需求和残余位移。
组合型减隔震支座中的滑动摩擦支座本构模型可采用理想弹塑性模型[14]，如图3（a）所示。滑动摩擦支座的临界摩擦力和初始刚度可按下式计算：
Fyh = μdR　
Kh=Fyh/Sy　
式中，μd为滑动摩擦系数，取为0.03[14]；R为支座所承担的上部结构恒载反力；Sy为滑动摩擦支座的临界滑动位移，通常取为0.003 m[14]。
弹性支座本构模型可采用线弹性模型[14]，如图3（b）所示，其剪切刚度可按下式计算：
Ke=GdAr/Σt　
式中，Gd为弹性支座的剪切模量，可参照《公路桥梁板式橡胶支座》（JT/T 4—2019）[15]取值；Ar为橡胶支座的剪切面积（m2）；Σt为橡胶层总厚度。
由滑动摩擦支座和叠层橡胶支座组成的组合型减隔震支座本构模型可采用双线性模型[14]，如图3（c）所示。在组合型减隔震支座的双线性模型中，支座初始刚度为滑动支座初始刚度Kh和弹性支座刚度Ke之和，屈后刚度为弹性支座刚度Ke，屈服力Fy与滑动支座的临界摩擦力Fyh近似。
2　桥梁有限元建模
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2.1　工程概况
本文以某（4×40） m的连续梁桥为工程背景，该桥桥墩为实心矩形单柱墩，墩高11.7 m，墩底顺桥向宽1.3 m，横桥向宽2.8 m，如图4所示。上部结构采用C50混凝土，桥墩采用C40混凝土，承台采用C30混凝土。上部结构总重为25090 kN，单个桥墩质量为112.9 t，单个盖梁质量为15.1 t，单个承台质量为101.6 t。根据《城市桥梁抗震设计规范》（CJJ 166—2011）的规定[16]，在罕遇地震作用下，采用减隔震设计的桥梁、桥墩和承台应保持弹性状态。因此，不考虑主梁和桥墩进入塑性状态，且不考虑桩土相互作用，考虑支座的非线性特性和桥台刚度。
2.2　有限元模型
为研究组合型减隔支座体系的抗震性能，采用OpenSees软件以图4为原型建立连续梁桥有限元模型。在模型建立时，设置了3种不同支座支撑体系，以便进行支座抗震性能的比较。体系1：采用常规球型钢支座支承体系，在P3墩处设置常规体系的固定支座，并假设地震作用下固定支座不发生破坏。体系2：采用全滑动摩擦体系，将体系1的P3墩处的固定支座替换为图2所示的可滑动摩擦固定支座，地震作用下支座水平约束失效，失效后支座可发生滑动，全桥支座均为滑动摩擦支座。体系3：采用组合型减隔震支座支承体系，分别在桥墩和桥台处布置组合型减隔震支座，其屈后刚度为叠层橡胶支座的剪切刚度。本文研究时，桥墩和桥台处叠层橡胶支座的剪切刚度分别取4000和2000 kN/m作为初值。在此基础上，后文将以弹性支座屈后刚度为参数进行分析，研究屈后刚度对桥梁结构地震响应的影响。各支座体系中支座的设计参数如表1所示。对于减隔震桥梁，要求墩柱在弹性范围内工作，因此主梁、桥墩和承台均采用空间弹性梁单元模拟。对于不同支撑体系支座的模拟，体系1的固定支座采用主从约束模拟，滑动支座采用如图3(a)所示的本构模型；体系2的全部支座均采用如图3(a)所示的本构模型；体系3的组合型减隔震支座采用如图3(c)所示的双线性本构模型模拟。桥台刚度参考Caltrans抗震设计规范[17]取值，如图5所示，图中，⊿gap、⊿eff和Kabut分别为伸缩缝宽度、桥台纵桥向有效位移和桥台纵桥向刚度，桥台纵桥向有效刚度Keff取为28919 kN/m。桥墩与地面按刚性连接处理，在墩底采用固定约束。在进行非线性时程分析时，采用瑞利阻尼模型，振型阻尼比取为0.05。体系3的全桥OpenSees模型如图5所示。
2.3　地震动输入
背景桥梁局部场地类别为Ⅱ场地，地面峰值加速度为0.6g，特征周期为0.45 s，设计地震区分为第三区。以《城市桥梁抗震设计规范》（CJJ 166—2011）[16]的Ⅱ类场地设计加速度反应谱为目标谱，从PEER数据库选取7条真实地震动记录（见表2），采用阻尼比0.05，计算7条调幅至0.6g后的地震动时程加速度反应谱及其算数平均值，各反应谱值如图6所示。将调幅后的7条地震波采用一致地震动输入方法，作用于体系1（常规球形钢支座体系）、体系2（全滑动摩擦支座体系）和体系3（组合型减隔震支座体系）模型的纵桥向，并应用非线性时程方法计算桥梁结构在不同地震下的响应。桥梁结构地震响应取7条地震波响应的平均值，不考虑横向和竖向地震动输入。
3　抗震性能比较
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组合型减隔震支座的减隔震性能可采用墩底弯矩、墩顶位移和支座位移需求等参数描述，而支座的自复位能力可采用支座残余位移评价。体系3中滑动支座的残余位移与弹性支座的残余变形一致，本文以滑动支座的残余位移描述组合型减隔震支座的残余状态。3种支座体系桥梁在地震作用下的纵桥向峰值地震响应如表3所示，其中支座剪力为单个桥墩或桥台上所有支座水平力之和的最大值。1号地震波作用下桥梁的纵桥向地震响应时程曲线如图7所示。
由表3可知，相对于体系1，体系2和3的P3墩处桥墩地震响应，如墩底弯矩分别降低了约88%和82%，而墩顶位移分别降低了约90%和83%。由于体系2和3中P3墩处支座的滑动隔震作用，使得两种体系桥墩的地震响应均大幅度减小，可有效保护桥梁下部结构。
由图7和表3可知，3种体系P2墩的墩身地震响应，如墩底弯矩和墩顶位移，受支座滑动隔震的作用，桥墩地震响应值均较小。虽然支座滑动隔震作用降低了桥墩地震响应，但同时会使支座产生较大的位移需求。在3种支座体系的P2墩处，体系2的支座位移最大，而体系3的支座位移较小，两者分别为体系1支座位移的1.20倍和0.84倍；而对于支座残余位移，仅有体系2的支座具有明显的残余位移。由于体系2支座不具备恢复力，主梁处于随遇平衡状态，因此支座存在较大的残余位移，而体系1的P3桥墩和体系3的弹性支座均可提供恢复力，因此支座残余位移较小。体系2中较大的支座位移易造成主梁与桥台的碰撞损坏，而较大的残余位移则不利于桥梁震后通行。对于体系3，其支座位移较小，且支座残余位移也很小，支座具有良好的自复位性能。
相较于体系1和2，体系3不仅可以降低桥梁下部结构的地震响应，也减小了支座位移需求和残余位移，因此该组合型减隔震支座具有良好的抗震性能。
4　组合型减隔震支座抗震参数分析
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4.1　滑动支座摩擦系数变化对组合型减隔震支座抗震性能的影响
试验表明，滑动摩擦系数受多个因素影响，如支座所受的竖向压力、滑动速度和温度等[18-19]，因此在实际过程中摩擦系数并不是恒定的。为研究滑动摩擦支座摩擦系数的变化对该组合型减隔震支座抗震性能的影响，取摩擦系数为0~0.1，通过非线性时程分析方法获得各摩擦系数下桥梁的地震响应。假定摩擦系数变化时组合型减隔震支座中的弹性支座水平抗剪刚度保持不变，弹性支座剪切刚度取值与表1一致。以P3桥墩为例，在不同摩擦系数下，桥墩和支座的地震响应如图8所示。
由图8(a)可知，当摩擦系数小于0.02时，墩底弯矩随摩擦系数的增大而减小，而当摩擦系数大于0.02时，墩底弯矩随摩擦系数的增大呈现上升趋势，PANCHAL等[20]的研究也发现了这一现象。出现这种现象的原因是支座摩擦力和墩身地震惯性力的相互作用[21]，当摩擦系数较小时，支座摩擦力和墩身地震惯性力持续反向作用，抑制了桥墩的振动，从而导致桥墩地震响应随摩擦系数的增加而减小；当摩擦系数较大时，墩身地震惯性力对桥墩振动影响较小，支座摩擦力对桥墩的振动起主导作用，桥墩地震响应随摩擦系数的增大而增大。由图8(b)和(c)可知，支座位移需求随摩擦系数的增加而减小，而支座的残余位移总体上随摩擦系数的增大而增大。图8(d)和(e)为P3桥墩处组合型减隔震支座在1号地震波作用下的滞回特性，由图可知，随着摩擦系数的增大，摩擦作用滞回耗散的能量越多，支座在地震作用下位移需求越小；当摩擦系数为0.09时，其滞回耗散的能量约为摩擦系数为0.01时的2倍。当地震即将停止时，主梁停止振动的条件为滑动摩擦力与叠层橡胶支座弹性恢复力平衡，此时摩擦系数取滑动摩擦系数，如图8(f)所示。当滑动摩擦系数增大时，滑动支座对主梁的摩擦力变大，为保证主梁受力平衡，弹性支座需要更大的剪切变形以平衡增大的摩擦力，从而导致支座残余位移增大。
4.2　弹性支座剪切刚度变化对组合型减隔震支座抗震性能的影响
减隔震装置的屈后刚度会影响支座位移需求和残余位移[22]。组合型减隔震支座的屈后刚度可以通过改变弹性支座的剪切刚度来灵活选择。为研究弹性支座剪切刚度变化对组合型减隔震支座抗震性能的影响，保持滑动支座的摩擦系数（取为0.03）不变，弹性支座剪切刚度取值范围为0~10000 kN/m，通过非线性时程分析获得全桥在各剪切刚度下的地震响应。以P3桥墩为例，不同剪切刚度下桥墩和支座的地震响应如图9所示。
由图9可知，墩底弯矩随弹性支座剪切刚度的增大而增大，而支座位移需求和支座残余位移则随剪切刚度的增大而减小。当弹性支座剪切刚度为0时，组合型减隔震支座变为全滑动摩擦支座（与体系2一致），此时支座位移需求和残余位移均较大；而当弹性支座剪切刚度为4000 kN/m时（与体系3一致），墩底弯矩、支座位移及残余位移均较小，组合型减隔震支座抗震性能良好。弹性支座剪切刚度分别取0和4000 kN/m时，组合型减隔震支座的位移时程曲线如图7(a)所示。为研究支座残余位移的变化，对主梁进行受力分析，如图8(f)所示，在滑动支座摩擦力保持不变的情况下，弹性支座剪切刚度越大，与摩擦力平衡所需的支座位移就越小，因此支座残余位移随剪切刚度的增大而减小；当弹性支座的剪切刚度大于2000 kN/m时，残余位移小于10 mm，如图9(c)所示。
4.3　组合型减隔震支座抗震性能参数综合评估
组合型减隔震支座抗震参数组合灵活多变，在不同摩擦系数和剪切刚度的组合下，桥梁结构的地震响应存在差异。由图8和9可知，组合型减隔震支座的抗震参数选择应充分考虑墩底弯矩、支座位移需求和支座残余位移等因素。当摩擦系数和剪切刚度过大时，墩底弯矩过大，组合型减隔震支座无法起到对桥墩的保护作用；当摩擦系数和剪切刚度较小时，组合型减隔震支座具有较大的支座位移需求；而对于支座残余位移，摩擦系数增大会增大残余位移，剪切刚度增大则会减小残余位移，但残余位移通常处于较低的水平。为使桥梁具有良好的抗震能力，组合型减隔震支座的抗震性能参数组合应降低桥墩地震响应并减小支座位移需求。以P3桥墩为例，墩底弯矩和支座位移随抗震参数的变化关系如图10所示，其中摩擦系数在0~0.1之间变化，剪切刚度在0~10000 kN/m之间变化。
组合型减隔震支座灵活的参数组合可以使其适应复杂的工程需求，但选取抗震参数时需充分考虑支座对墩底弯矩和支座位移需求的减隔震效率。从图10(a)和(b)中可以看出，当墩底弯矩较小时，支座位移需求较大；而当支座位移需求较小时，墩底弯矩较大，合理的抗震参数组合应使支座对墩底弯矩和支座位移均具有较好的减隔震效率。图10(c)为图10(a)和(b)在底面的投影，图中实线为不同抗震参数组合下的墩底弯矩等高线图，而虚线为支座位移需求等高线图。由图10(c)可知，在摩擦系数和剪切刚度的变化范围内，相对于体系1固定墩P3的墩底弯矩，组合型减隔震支座对其具有良好的减隔震效率。图10(c)中B1和B2点的抗震参数组合分别为：摩擦系数为0.03，剪切刚度为4000 kN/m；摩擦系数为0.05，剪切刚度为2000 kN/m。B1点为体系3所采用的抗震参数组合，B2点相对于B1点而言，其墩底弯矩减隔震效率更高，且支座位移需求更小，因此其所对应的组合型减隔震支座具有更好的抗震性能。
综合考虑滑动支座摩擦系数及弹性支座剪切刚度对桥墩和支座响应的影响，对于本文桥例，推荐滑动支座摩擦系数取值范围为0.04~0.06，弹性支座剪切刚度取值范围为2000~4000 kN/m，以保证桥墩和支座的地震响应均维持在较低的水平。
5　结论
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（1）在地震作用下，常规非隔震桥梁体系中固定墩将承受较大的地震作用，因此固定墩在地震中容易损坏甚至倒塌；对于采用全滑动摩擦支座支撑体系的桥梁而言，支座一般会产生较大的位移需求和残余位移；而对于采用组合型减隔震支座体系的桥梁而言，组合型减隔震支座不仅可以降低桥墩墩底弯矩响应和支座位移需求，还具有良好的自复位能力。
（2）对于本文桥例，随着滑动支座摩擦系数的增大，墩底弯矩呈现先下降后上升的趋势，原因是支座摩擦力和墩身地震惯性力的相互作用。支座位移需求随摩擦系数的增大而减小，残余位移则随摩擦系数的增大而增大。
（3）对于本文桥例，随着弹性支座剪切刚度的增大，桥墩墩底弯矩逐渐增大，支座位移需求和残余位移减小。当弹性支座剪切刚度为0时，即地震后弹性支座损坏，支座位移需求和残余位移较大，组合型减隔震支座丧失自复位能力，需及时更换弹性支座。
（4）对于采用组合型减隔震支座设计的减隔震桥梁，应合理地选取支座抗震参数组合，以保证桥墩和支座的地震响应均较小，且支座具有良好的自复位能力。合理的摩擦系数和剪切刚度组合应使得支座具有较好的滞回耗能特性，并可降低桥墩地震响应、支座位移需求和支座残余位移，以实现对桥墩的保护和结构自复位功能。
（5）本文研究尚存在一些局限性，如对于不同结构参数的桥梁，仍需进一步探讨如何依据结构参数给出组合型减隔震支座的合理抗震参数，此外还需进行试验验证。
基金
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  • 天津市交通运输科技发展计划项目(2021-01)
文献
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2025年第38卷第5期
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doi: 10.16385/j.cnki.issn.1004-4523.2025.05.019
  • 接收时间：2023-07-28
  • 首发时间：2026-02-12
  • 出版时间：2025-05-10
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  • 收稿日期：2023-07-28
  • 修回日期：2023-09-28
基金
天津市交通运输科技发展计划项目(2021-01)
作者信息
    1.同济大学土木工程防灾国家重点实验室，上海 200092
    2.天津市政工程设计研究总院有限公司，天津 300392

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李建中（1963—），男，博士，教授。E-mail：
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2种不同金属材料的力学参数
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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
红菇属 Russula 17 8.13
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