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Article(id=1241793462127891314, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0402, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1713024000000, receivedDateStr=2024-04-14, revisedDate=1718553600000, revisedDateStr=2024-06-17, acceptedDate=null, acceptedDateStr=null, onlineDate=1773996232778, onlineDateStr=2026-03-20, pubDate=1755792000000, pubDateStr=2025-08-22, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773996232778, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773996232778, creator=13701087609, updateTime=1773996232778, updator=13701087609, issue=Issue{id=1241793456876618047, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='4', pageStart='1', pageEnd='222', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773996231526, creator=13701087609, updateTime=1773997043565, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796862877958695, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796862877958696, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=13, endPage=20, ext={EN=ArticleExt(id=1241793462413103990, articleId=1241793462127891314, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Research on new composite seismic bearings and seismic performance of simply supported beam bridges in high intensity seismic zones, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to improve the seismic performance of traditional HDR(high-damping seismic isolation rubber bearings)bearings and their adaptability in simply supported beam bridges in high-intensity seismic zones, a new type of composite seismic bearing was developed based on the rational integration of steel bar dampers and HDR bearings, and its structural construction and mechanical behavior were described. Taking a specific specification product as an example, the vertical compression performance and horizontal hysteresis performance were demonstrated through finite element numerical simulation and experimental research. Then, a 5~20 m concrete simply supported beam bridge in an 8-degree seismic zone was taken as the object, and a finite element model was established using SAP2000 to study its seismic performance. The results showed that the vertical compression performance of the bearing met the standard requirements, and the horizontal hysteresis curve was more full than that of the HDR bearings. The finite element numerical analysis and experimental results were in good agreement with the theoretical skeleton model. Compared with the HDR bearings seismic system, the internal force response of the bridge pier increased to a certain extent after the use of the composite bearing, but it is still within the capacity range, and the displacement of the bridge beam end and the relative displacement of the pier-beam are significantly reduced, which can effectively avoid the occurrence of seismic damage such as beam-falling and collision of adjacent beams.

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为提高传统高阻尼隔震橡胶（high-damping seismic isolation rubber，HDR）支座的减震性能及其在高烈度地震区简支梁桥中的适用性，基于减震榫与HDR支座的合理集成研发了一种新型复合减震支座，阐述了其结构构造与力学行为。该文以某具体规格产品为例，通过有限元数值模拟与试验研究对其竖向压缩性能与水平滞回性能进行了论证。然后以8度地震区某5~20 m混凝土简支梁桥为对象，采用SAP2000建立有限元模型，对其抗震性能进行了研究。结果表明：支座竖向压缩性能满足标准要求，水平滞回曲线较传统HDR支座饱满，有限元数值分析及试验结果均与理论骨架模型吻合较好。相比于HDR支座减震体系，采用复合减震支座后，桥墩内力响应有一定程度的增加，但仍在能力范围内，而桥梁梁端位移及墩-梁相对位移均显著降低，可有效避免落梁及相邻梁体碰撞等震害的发生。

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郭健（1973—），男，教授，博士，主要从事桥梁抗震与防灾研究。E-mail：
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王剑明（1987—），男，博士研究生，主要从事桥梁抗震与防灾研究。E-mail：

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王剑明（1987—），男，博士研究生，主要从事桥梁抗震与防灾研究。E-mail：

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China Rubber Industry, 2018, 65(5): 499-503. (in Chinese), articleTitle=Measurement and application of rubber material constant based on mooney-rivlin model, refAbstract=null)], funds=[Fund(id=1241802914671432341, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, awardId=51178429, language=CN, fundingSource=国家自然科学基金项目(51178429), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1241802903715910448, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, xref=1., ext=[AuthorCompanyExt(id=1241802903724299058, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, companyId=1241802903715910448, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1.School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China), AuthorCompanyExt(id=1241802903728493366, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, companyId=1241802903715910448, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1.西南交通大学 土木工程学院，四川 成都 610031)]), AuthorCompany(id=1241802903854322494, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, xref=2., ext=[AuthorCompanyExt(id=1241802903871099714, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, companyId=1241802903854322494, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2.State Key Laboratory of Deep Geotechnical Mechanics and Underground EngineeringIntelligent Measurement and Control Technology Research Center, Chengdu 611430, China), AuthorCompanyExt(id=1241802903879488324, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, companyId=1241802903854322494, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2.深部岩土力学与地下工程国家重点实验室智能测控技术研究中心，四川 成都 611430)])], figs=[ArticleFig(id=1241802908329644142, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Fig. 1, caption=Structural diagram of composite seismic bearing, figureFileSmall=W0c8F8torsp9cIz/Hh0obg==, figureFileBig=dHoh3/Oo8zZxLp0JOTJkww==, tableContent=null), ArticleFig(id=1241802908463861886, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=图1, caption=复合减震支座构造, figureFileSmall=W0c8F8torsp9cIz/Hh0obg==, figureFileBig=dHoh3/Oo8zZxLp0JOTJkww==, tableContent=null), ArticleFig(id=1241802908656799893, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Fig. 2, caption=Structural diagram of steel bar damper, figureFileSmall=ukFXZFSZ/3ep//sVCLztSA==, 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articleId=1241793462127891314, language=EN, label=Fig. 4, caption=Restoring force model of steel bar damper, figureFileSmall=4ciKRoBBrACCN64RRQys5A==, figureFileBig=AVFiWvWwlkZfyKMGVFlBWQ==, tableContent=null), ArticleFig(id=1241802909369831644, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=图4, caption=减震榫恢复力模型, figureFileSmall=4ciKRoBBrACCN64RRQys5A==, figureFileBig=AVFiWvWwlkZfyKMGVFlBWQ==, tableContent=null), ArticleFig(id=1241802909554381039, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Fig. 5, caption=Restoring force model of composite seismic bearing, figureFileSmall=Fdrzr/YezAlsxav0Jizfgw==, figureFileBig=1VhNuvgCXu3JOj4O+mJjtg==, tableContent=null), ArticleFig(id=1241802909722153226, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=图5, caption=复合减震支座恢复力模型, 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label=Fig. 9, caption=Horizontal hysteresis test curves of composite seismic bearing, figureFileSmall=kufi1Ac6fKuhDpFPAmkj4Q==, figureFileBig=CSLpTF0oXx9Gc3QGwrzTjw==, tableContent=null), ArticleFig(id=1241802910762340739, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=图9, caption=支座水平滞回试验曲线, figureFileSmall=kufi1Ac6fKuhDpFPAmkj4Q==, figureFileBig=CSLpTF0oXx9Gc3QGwrzTjw==, tableContent=null), ArticleFig(id=1241802910879781268, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Fig. 10, caption=Overall layout of bridge, figureFileSmall=6bZRx90U9RjsWDstHYhCmw==, figureFileBig=TcIRd2QE/xUu3ydOUTBpDQ==, tableContent=null), ArticleFig(id=1241802911005610402, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=图10, caption=桥梁总体布置图, figureFileSmall=6bZRx90U9RjsWDstHYhCmw==, figureFileBig=TcIRd2QE/xUu3ydOUTBpDQ==, 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tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=图12, caption=地震波反应谱与规范反应谱拟合曲线, figureFileSmall=f0+NHi5mAQiEmlVmgXIL3w==, figureFileBig=N3GR3mVWygNnogmYPQ+Ldw==, tableContent=null), ArticleFig(id=1241802913169871341, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Table 1, caption=

Construction parameters of composite seismic bearing

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单元名称参数值
HDR支座支座总高度/mm167.0
支座本体高度/mm127.0
中间加劲钢板厚度/mm3.0
中间加劲钢板层数9
中间橡胶板厚度/mm6.0
中间橡胶板层数10
第一形状系数17.9
第二形状系数4.9
减震榫加载段最大直径/mm25.0
直线段最小直径/mm18.0
等强段最小直径/mm21.0
受载总长度/mm117.0
直线段长度/mm18.0
等强段长度/mm83.0
), ArticleFig(id=1241802913312477692, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=表1, caption=

复合减震支座构造参数

, figureFileSmall=null, figureFileBig=null, tableContent=
单元名称参数值
HDR支座支座总高度/mm167.0
支座本体高度/mm127.0
中间加劲钢板厚度/mm3.0
中间加劲钢板层数9
中间橡胶板厚度/mm6.0
中间橡胶板层数10
第一形状系数17.9
第二形状系数4.9
减震榫加载段最大直径/mm25.0
直线段最小直径/mm18.0
等强段最小直径/mm21.0
受载总长度/mm117.0
直线段长度/mm18.0
等强段长度/mm83.0
), ArticleFig(id=1241802913425723916, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Table 2, caption=

Mechanical parameters of composite seismic bearing

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单元名称参数值
HDR支座剪切模量/MPa1.00
屈服力/kN36.00
屈服前刚度/（kN/mm）5.70
屈服后刚度/（kN/mm）0.88
水平等效刚度/（kN/mm）1.17
竖向压缩刚度/（kN/mm）443.00
减震榫初始间隙/mm60.00
屈服力/kN12.70
屈服前刚度/（kN/mm）15.77
屈服后刚度/（kN/mm）0.65
), ArticleFig(id=1241802913547358744, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=表2, caption=

复合减震支座力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
单元名称参数值
HDR支座剪切模量/MPa1.00
屈服力/kN36.00
屈服前刚度/（kN/mm）5.70
屈服后刚度/（kN/mm）0.88
水平等效刚度/（kN/mm）1.17
竖向压缩刚度/（kN/mm）443.00
减震榫初始间隙/mm60.00
屈服力/kN12.70
屈服前刚度/（kN/mm）15.77
屈服后刚度/（kN/mm）0.65
), ArticleFig(id=1241802913664799270, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Table 3, caption=

Vertical compression test results of composite seismic bearing

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指标P1/kNP2/kNY1/mmY2/mm
试验值106.43424.561.412.22
), ArticleFig(id=1241802913778045494, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=表3, caption=

复合减震支座竖向压缩试验结果

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指标P1/kNP2/kNY1/mmY2/mm
试验值106.43424.561.412.22
), ArticleFig(id=1241802913899680319, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Table 4, caption=

The maximum displacement of bridge longitudinal direction

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体系位置位移/mm体系位置位移/mm
体系1梁端175.5体系2梁端120.8
墩顶15.8墩顶44.5
), ArticleFig(id=1241802914004537933, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=表4, caption=

顺桥向最大位移

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体系位置位移/mm体系位置位移/mm
体系1梁端175.5体系2梁端120.8
墩顶15.8墩顶44.5
), ArticleFig(id=1241802914121978456, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Table 5, caption=

Moment force at the bottom of piers

, figureFileSmall=null, figureFileBig=null, tableContent=
体系1#墩2#墩3#墩4#墩
体系14660.96568.35895.66109.3
体系216428.87189.65985.09889.4
), ArticleFig(id=1241802914268779114, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=表5, caption=

墩底弯矩值

, figureFileSmall=null, figureFileBig=null, tableContent=
体系1#墩2#墩3#墩4#墩
体系14660.96568.35895.66109.3
体系216428.87189.65985.09889.4
), ArticleFig(id=1241802914390413941, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=EN, label=Table 6, caption=

Shear force at the bottom of piers

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体系1#墩2#墩3#墩4#墩
体系1684.7500.6381.1576.2
体系22413.2581.5406.4952.7
), ArticleFig(id=1241802914482688639, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793462127891314, language=CN, label=表6, caption=

墩底剪力值

, figureFileSmall=null, figureFileBig=null, tableContent=
体系1#墩2#墩3#墩4#墩
体系1684.7500.6381.1576.2
体系22413.2581.5406.4952.7
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高烈度区简支梁桥新型复合减震支座及抗震性能研究
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王剑明 1 , 郭健 1 , 伍大成 2
地震工程与工程振动 | 2025,45(4): 13-20
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地震工程与工程振动 | 2025, 45(4): 13-20
高烈度区简支梁桥新型复合减震支座及抗震性能研究
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王剑明1 , 郭健1 , 伍大成2
作者信息
  • 1.西南交通大学 土木工程学院，四川 成都 610031
  • 2.深部岩土力学与地下工程国家重点实验室智能测控技术研究中心，四川 成都 611430

    • 王剑明（1987—），男，博士研究生，主要从事桥梁抗震与防灾研究。E-mail：

通讯作者:

郭健（1973—），男，教授，博士，主要从事桥梁抗震与防灾研究。E-mail：
Research on new composite seismic bearings and seismic performance of simply supported beam bridges in high intensity seismic zones
Jianming WANG1 , Jian GUO1 , Dacheng WU2
Affiliations
  • 1.School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China
  • 2.State Key Laboratory of Deep Geotechnical Mechanics and Underground EngineeringIntelligent Measurement and Control Technology Research Center, Chengdu 611430, China
出版时间: 2025-08-22 doi: 10.13197/j.eeed.2025.0402
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摘要
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为提高传统高阻尼隔震橡胶（high-damping seismic isolation rubber，HDR）支座的减震性能及其在高烈度地震区简支梁桥中的适用性，基于减震榫与HDR支座的合理集成研发了一种新型复合减震支座，阐述了其结构构造与力学行为。该文以某具体规格产品为例，通过有限元数值模拟与试验研究对其竖向压缩性能与水平滞回性能进行了论证。然后以8度地震区某5~20 m混凝土简支梁桥为对象，采用SAP2000建立有限元模型，对其抗震性能进行了研究。结果表明：支座竖向压缩性能满足标准要求，水平滞回曲线较传统HDR支座饱满，有限元数值分析及试验结果均与理论骨架模型吻合较好。相比于HDR支座减震体系，采用复合减震支座后，桥墩内力响应有一定程度的增加，但仍在能力范围内，而桥梁梁端位移及墩-梁相对位移均显著降低，可有效避免落梁及相邻梁体碰撞等震害的发生。

高烈度区  /  简支梁桥  /  复合减震支座  /  抗震性能  /  滞回性能

In order to improve the seismic performance of traditional HDR(high-damping seismic isolation rubber bearings)bearings and their adaptability in simply supported beam bridges in high-intensity seismic zones, a new type of composite seismic bearing was developed based on the rational integration of steel bar dampers and HDR bearings, and its structural construction and mechanical behavior were described. Taking a specific specification product as an example, the vertical compression performance and horizontal hysteresis performance were demonstrated through finite element numerical simulation and experimental research. Then, a 5~20 m concrete simply supported beam bridge in an 8-degree seismic zone was taken as the object, and a finite element model was established using SAP2000 to study its seismic performance. The results showed that the vertical compression performance of the bearing met the standard requirements, and the horizontal hysteresis curve was more full than that of the HDR bearings. The finite element numerical analysis and experimental results were in good agreement with the theoretical skeleton model. Compared with the HDR bearings seismic system, the internal force response of the bridge pier increased to a certain extent after the use of the composite bearing, but it is still within the capacity range, and the displacement of the bridge beam end and the relative displacement of the pier-beam are significantly reduced, which can effectively avoid the occurrence of seismic damage such as beam-falling and collision of adjacent beams.

high intensity seismic zone  /  simply supported beam bridge  /  composite seismic bearing  /  seismic performance  /  hysteretic behavior
王剑明, 郭健, 伍大成. 高烈度区简支梁桥新型复合减震支座及抗震性能研究. 地震工程与工程振动, 2025 , 45 (4) : 13 -20 . DOI: 10.13197/j.eeed.2025.0402
Jianming WANG, Jian GUO, Dacheng WU. Research on new composite seismic bearings and seismic performance of simply supported beam bridges in high intensity seismic zones[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (4) : 13 -20 . DOI: 10.13197/j.eeed.2025.0402
正文
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0　引言
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我国西南山区公路交通网络的建设普遍面临着桥隧比高，抗震设防烈度高、地震灾害频发等问题与挑战[1]。通过采用减隔震装置将桥梁结构与地面运动分离，实现结构抗震性能提升、损伤减小的减隔震技术已被认为是一种有效的抗震手段[2-4]。
针对在交通网络中占据较高比例的中小跨径简支梁桥，目前普遍采用的是橡胶隔震技术，隔震装置主要包括板式橡胶支座、铅芯橡胶支座和高阻尼橡胶支座[5]。板式橡胶支座通常需结合如金属阻尼器、抗震挡块等措施才能达到理想的抗震效果[6]。铅芯橡胶支座中的铅芯在低周疲劳作用下易发生剪切疲劳破坏，且其内部的铅芯将对环境造成比较严重的污染[7]。相比而言，高阻尼橡胶支座因具备较高的阻尼比及良好的吸能能力，且不存在对环境的污染问题，而受到了广泛关注。QUAGLINI等[8]与丁永刚等[9]通过试验研究了高阻尼支座在压缩-剪切作用下的力学性能。沈朝勇等[10]通过系列试验研究了温度、加载频率和老化等因素对高阻尼支座屈服强度、等效阻尼比和等效刚度等力学性能的影响，并提出了相应经验公式。OLIVETO等[11]提出并验证了基于双向剪切作用下高阻尼支座的力学本构建模方法。逯宗典[12]采用非线性时程分析方法探讨了基于高阻尼支座的PHC管桩桥梁抗震性能，获得了较好的减震效果。郑杰等[13]、邵长江等[14]结合实际桥梁工程研究表明，高阻尼支座具有良好的减震效果，但在高烈度区需进一步结合限位装置、阻尼器等以提升其耗能能力并有效控制位移。FANG等[15]赞同前述观点，并提出了将形状记忆合金（shape memory alloy，SMA）拉索与高阻尼支座集成的新型隔震支座，然后基于某高烈度地震区梁桥验证了其减震效果及限位能力。减震榫作为一种兼具减震耗能与限位功能的金属阻尼器，陈长征等[16]与户东阳等[17]以具体项目为依托，分别研究了其对高烈度地震区高速铁路简支梁桥与连续梁桥抗震性能的影响，结果表明单独使用减震支座不能满足设计要求，使用减震榫与减震支座组合后可达到预期的减震与限位效果。于伟栋等[18]基于减震榫与摩擦摆支座的集成研发了一种新型减震装置，结合某铁路简支梁桥抗震性能分析表明其具有减震与限位双重控制作用。
为充分发挥减震榫与高阻尼支座各自的优势，本文提出了一种将减震榫与HDR支座相结合的新型复合减震支座，阐述了其结构构造与力学行为，并采用有限元数值模拟、试验研究等方法对其力学性能进行了研究论证，然后以西南8度地震区某高速公路5~20 m混凝土简支梁桥为对象，对其抗震性能进行了分析，以为类似工程项目抗震设防提供参考与借鉴。
1　新型复合减震支座及力学行为
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1.1　支座结构构造
复合减震支座结构构造见图1，由减震榫与高阻尼隔震橡胶（high-damping seismic isolation rubber，HDR）支座两部分组成。其中，HDR支座由支座本体及与其相连的上、下连接板组成，支座本体为多层交错的高阻尼橡胶与薄层加劲钢板通过时间、温度和压力三要素特殊控制硫化而成，支座内部设有上下贯通的条形孔或圆形孔。
减震榫采用经特殊处理的钢材加工而成，为充分发挥材料特性，遵循尽可能长的部分共同屈服的原则进行设计，同时为避免完全遵循设计原则下悬臂端部直径过小的问题，采用球型加载段、直线过渡段和曲线等屈服强度段的组合式构造，见图2。根据平截面假定，其高度与行程之间的关系满足[19]：
式中：h为减震榫高度；Q为减震榫受到的水平力；smax为减震榫的最大水平变形；εmax为减震榫元件表面最大应变；σy为材料屈服应力。
减震榫布设于高阻尼支座内部，一端与高阻尼支座下连接板固定，另一端为自由端。
1.2　支座力学行为
复合减震支座的力学行为主要体现在HDR支座和减震榫两部分。为不显著增大支座初始刚度，确保结构在温度变化、收缩和徐变等作用下的变形顺利释放，减震榫与支座上连接板间设置一初始间隙X0，初始间隙X0的大小原则上不小于结构在温度、收缩和徐变等因素作用下对支座变形释放的需求量。当支座剪切变形小于初始间隙X0时，减震榫不发挥作用，支座力学行为与HDR支座一致；当支座剪切变形达到初始间隙X0后，支座上连接板与减震榫端部相抵触，并促使减震榫开始发挥作用，此时支座力学行为表现为HDR支座与减震榫二者复合而成。初始间隙X0也可根据实际需求沿水平各向特殊设定。
1）HDR支座
HDR支座的力学特性可采用等效双线性恢复力模型表示[20]，见图3。图中，K1H为屈服前刚度；K2H为屈服后刚度；Xy为屈服位移；QyH为屈服力；KHH为等效刚度。
2）减震榫
减震榫的力学模型可等效为悬臂柱。其力学特性可采用双线性恢复力模型表示[21]，见图4。图中，K1S为屈服前刚度；K2S为屈服后刚度；QyS为屈服力；KHS为等效刚度；X0为支座上连接件与减震榫加载段的初始间隙。
因此，复合减震支座的力学特性由HDR支座和减震榫复合而成，见图5。图中KH为等效刚度。
2　数值模拟与试验研究
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以某简支梁桥实际采用的d320×167G1.0复合减震支座为原型进行设计，支座构造参数及力学参数分别见表1、表2，分别采用有限元数值分析及试验研究论证其力学行为。
2.1　数值模拟
采用通用有限元分析软件ABAQUS建立支座的有限元模型。支座各部件采用实体单元建模，其中支座橡胶为高阻尼橡胶，采用Mooney-Rivlin模型并基于实测试验数据模拟其复杂的非线性应力-应变关系[22]；减震榫在基于原材料实测应力-应变关系后考虑弹塑性特性模拟；有限元模型见图6。模型单元总计13485个，节点总计37857个，边界条件是：内部橡胶层与钢板间采用绑定约束，支座下连接板底部施加全自由度固结约束，支座竖向荷载与水平位移均施加于支座上连接板上，得到支座滞回曲线见图7。
由图7可知，有限元数值模拟分析结果与理论骨架高度吻合，数值分析计算可准确模拟新型复合减震支座的力学行为。
2.2　试验研究
限于篇幅，本文主要研究与支座承载及减震性能直接相关的竖向压缩性能及水平滞回性能，试验在四川交大工程检测咨询有限公司的20000 kN支座动静态压剪试验机上进行。
2.2.1　竖向压缩性能试验
支座竖向压缩性能试验依据JT/T 842[20]的规定进行，加载制度按0-Pmas-0的方式往复循环3次（Pmax为最大设计压力），试验曲线见图8，取第3次循环时的竖向压力与变形并按式（2）计算竖向压缩刚度，得
式中：KV为竖向压缩刚度；P1、P2分别为第3次循环加载时1.5 MPa与6 MPa应力下对应的压力值；Y1、Y2分别为P1、P2压力下对应的支座竖向压缩变形量。
试验结果见表3。由试验结果并经式（2）简单计算可知，增加了减震榫的复合减震支座竖向压缩刚度试验值为392.75 kN/mm，与理论设计值（HDR高阻尼支座标准值）443.00 kN/mm的偏差较小，为-11.34%，满足标准竖向压缩刚度容许偏差±30%的要求。
2.2.2　水平滞回性能试验
支座水平滞回性能试验加载制度依据JT/T 842[20]的规定进行，采用3次循环加载方式。试验位移是：±90 mm（对应剪应变γ=±150%），并以未加减震榫的传统HDR支座的滞回曲线作对比研究，试验结果见图9。
由水平滞回性能试验结果可知，复合减震支座滞回曲线饱满，与理论骨架模型拟合度较高，验证了理论模型的可靠性。同时，与未加减震榫的传统HDR支座相比，复合减震支座滞回曲线更加饱满，表现出了较高的耗能能力。
3　抗震性能研究
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3.1　桥梁工程概况
选取我国西部某高速公路工程的一联简支梁桥为研究对象，其跨径布置为5×20 m预应力（后张）混凝土简支小箱梁，桥面连续。其抗震设防烈为8度，Ⅲ类场地，基本地震动峰值加速度为0.3 g。桥梁构造见图10，桥面总宽12.6 m，由4片标准跨度小箱梁构成，单片小箱梁高1.3 m，采用C40混凝土；下部采用钢筋混凝土双柱式墩，墩身直径1.6 m，墩柱下分别接钻孔灌注桩基础，桩身直径1.8 m，桩基长度：15 m（桥台处），20 m（桥墩处）。两墩柱顶部设有盖梁，盖梁断面尺寸为1.1 m（宽）×1.7 m（高），盖梁长11.8 m；墩柱底部通过横向系梁连接，系梁尺寸为1.3 m（宽）×1.5 m（高），墩柱及桩基均采用C35混凝土，HRB335钢筋（图10未示出）。主梁与桥台及墩柱均通过支座连接，桥台与主梁之间设置80型伸缩装置。
3.2　有限元模型
采用通用分析软件SAP2000建立有限元模型，见图11。其中主梁及盖梁均采用空间线弹性梁柱单元进行模拟，考虑强地震作用下墩柱因承受较大弯矩而屈服的可能，采用基于柔度法的非线性纤维单元来模拟墩柱，采用Mander模型定义墩柱混凝土的应力-应变本构关系，采用双折线模型定义钢筋纤维的应力-应变本构关系。模拟时暂不考虑桩土效应，墩底全部按固结处理。为论证复合减震支座的抗震性能，采用如下2种体系进行分析：
1）体系1（传统HDR支座减震体系）：两端桥台处布置四氟滑板活动支座，中间各墩顶均布置传统HDR支座，支座力学性能参数同表2中HDR支座参数。
2）体系2（新型复合减震支座减震体系）：两端桥台处布置四氟滑板活动支座，中间各墩顶均布置新型复合减震支座，复合减震支座力学性能参数见表2。
有限元模型中，HDR支座及减震榫均采用双折线单元模拟其非线性行为。桥台处四氟滑板活动支座采用双线性理想弹塑性弹簧单元模拟。
分析所选用地震波来自本项目地震安评报告中实测的3组数据，地震波反应谱与规范反应谱拟合曲线见图12，结果取3组地震波数据下计算结果的最大值。
3.3　非线性时程响应分析
在2种体系下时程分析结果分别见表4~表6。由表4可知，在体系2情况下梁端最大位移较体系1小，降幅30%以上；但墩顶位移较体系1大，增幅约182%，这是由于在体系2下，当支座变形达到减震榫初始间隙后，减震榫开始发挥作用，并贡献了一定刚度。此时，支座整体刚度增大，为高阻尼支座与减震榫复合而成，使得结构体系纵向约束增大，因此梁端位移显著减小。但由于支座整体刚度较大，传递到下部墩顶的水平地震力也增大，因此，墩顶位移随之增大，但墩-梁相对位移仍得到显著降低。
由表5、表6的墩底弯矩、剪力值分析结果可知，在体系2下，墩底弯矩及剪力值均大于体系1，但仍在能力范围之内。这是由于在体系2下，桥梁纵向约束体系刚度整体增大，致使传递到下部结构的地震力增大，因而墩底弯矩、剪力值均有一定幅度增大。在实际抗震设计中，需综合考虑墩-梁相对位移的减小与墩底弯矩、剪力的增大对结构的影响，而进行优化设计。
4　结论
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本文在充分发挥减震榫与HDR支座各自优势的基础上设计了一种新型复合减震支座，通过理论分析、数值模拟与试验研究对新型复合减震支座的力学行为与性能进行了验证，并结合某高烈度区简支梁桥对其抗震性能进行了研究，得到如下结论：
1）新型复合减震支座由减震榫与HDR支座组合而成，其竖向压缩性能由HDR支座决定，水平力学行为由减震榫与HDR支座共同决定。
2）建立的复合减震支座有限元模型可准确模拟支座的力学行为，与理论骨架高度吻合。
3）试验研究表明，支座竖向压缩刚度较传统高阻尼支座略低，但仍符合规范要求；水平滞回曲线较传统HD支座更饱满，试验结果与理论骨架符合较好。
4）通过对高烈度区简支梁桥抗震性能研究表明，采用新型复合减震支座体系后，墩底弯矩、剪力值会有一定程度的增大，但均在能力范围内。同时，墩-梁相对位移得到了显著降低，可有效避免地震下落梁等事故的发生。实际抗震设计中，还需综合权衡墩-梁相对位移减小与墩底弯矩、剪力增加这两方面的因素。
文中所选支座参数仅在中小跨径简支梁桥抗震性能提升上具有参考意义。而对不同支座参数，以及不同桥型下的地震响应与优化设计有待进一步验证。
基金
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  • 国家自然科学基金项目(51178429)
文献
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2025年第45卷第4期
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doi: 10.13197/j.eeed.2025.0402
  • 接收时间：2024-04-14
  • 首发时间：2026-03-20
  • 出版时间：2025-08-22
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  • 收稿日期：2024-04-14
  • 修回日期：2024-06-17
基金
国家自然科学基金项目(51178429)
作者信息
    1.西南交通大学 土木工程学院，四川 成都 610031
    2.深部岩土力学与地下工程国家重点实验室智能测控技术研究中心，四川 成都 611430

通讯作者:

郭健（1973—），男，教授，博士，主要从事桥梁抗震与防灾研究。E-mail：
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2种不同金属材料的力学参数
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