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Article(id=1244334013612147118, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, articleNumber=null, orderNo=null, doi=10.19994/j.cnki.WEE.2025.0058, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1732982400000, receivedDateStr=2024-12-01, revisedDate=1743004800000, revisedDateStr=2025-03-27, acceptedDate=null, acceptedDateStr=null, onlineDate=1774601947452, onlineDateStr=2026-03-27, pubDate=1759248000000, pubDateStr=2025-10-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774601947452, onlineIssueDateStr=2026-03-27, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774601947452, creator=13701087609, updateTime=1774601947452, updator=13701087609, issue=Issue{id=1244334009858240758, tenantId=1146029695717560320, journalId=1243988319449690156, year='2025', volume='41', issue='4', pageStart='1', pageEnd='211', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1774601946558, creator=13701087609, updateTime=1774602401281, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1244335917167657884, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1244335917167657885, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=40, endPage=49, ext={EN=ArticleExt(id=1244334013872193968, articleId=1244334013612147118, tenantId=1146029695717560320, journalId=1243988319449690156, language=EN, title=Seismic response analysis of CRTS Ⅲ ballastless track-damper and isolation bridge system for high-speed railway, columnId=null, journalTitle=World Earthquake Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To study the longitudinal seismic response and damage state of the high-speed railway track-isolation bridge system, a 7-span 32 m simply supported beam bridge with CRTSⅢ type ballastless track structure laid on the bridge deck was taken as the research object. A finite element model of the track-bridge system was established, and the seismic response distribution law of each key component under different seismic waves, seismic intensity and bearing types was obtained through nonlinear time-history analysis. The results show that the longitudinal displacement of the beam body presents a stepwise distribution under longitudinal seismic excitation, with the maximum value occurring at the center of the bridge span. The maximum displacement of the fastener occurs at the expansion joint of the abutment, and extreme values appear at the expansion joint at each beam end. The displacement of the fastener is significantly affected by the spectral characteristics of different seismic waves. The maximum stress of the rail occurs at the expansion joints on both sides of the side span, and the normal stress of the composite slab section is caused by the combined action of axial force and bending moment components. After the bearing and track system enter the nonlinear state, compared with the increase in seismic intensity, the increase in longitudinal deformation of the vulnerable components shows a significant amplification effect and distribution imbalance. Considering the track system, compared with the friction pendulum bearing, the same ball direction double spherical surface bearing can significantly reduce the displacement response of the fastener, beam body and bearing. The track system has a significant inhibitory effect on the displacement of the bearing.

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为研究高速铁路轨道-减隔震桥梁系统的纵向地震响应及损伤状态，以桥面铺设CRTSⅢ型无砟轨道结构的7跨32 m简支梁桥为研究对象，建立了轨道-桥梁系统有限元模型，通过非线性时程分析获得了系统在不同的地震波、地震动强度及支座类型下各关键构件的地震响应分布规律。结果表明：纵向地震激励下梁体位移呈阶梯形分布，最大值出现在桥跨中心处；扣件位移最大值出现在桥台伸缩缝处，且在每跨梁端伸缩缝处出现极值，扣件位移受不同地震波的频谱特性影响显著。钢轨应力最大值出现在边跨两侧的伸缩缝处，复合板截面正应力由轴力和弯矩分量共同引起。支座及轨道系统进入非线性后，与地震动强度增加幅度相比，易损构件纵向变形的增幅表现出显著的放大效应及分布不均衡性。考虑轨道系统，与摩擦摆支座相比，同球向双球面支座可明显降低扣件、梁体及支座的位移响应；轨道系统对支座位移具有显著的抑制作用。

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毕明辉（1998—），男，硕士研究生，从事桥梁抗震研究。E-mail：
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张永亮（1975—），男，教授，博士，从事桥梁抗震研究。E-mail：

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张永亮（1975—），男，教授，博士，从事桥梁抗震研究。E-mail：

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张永亮（1975—），男，教授，博士，从事桥梁抗震研究。E-mail：

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(in Chinese), articleTitle=null, refAbstract=null)], funds=[Fund(id=1244335209898951360, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, awardId=52168018, language=CN, fundingSource=国家自然科学基金项目(52168018), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1244335199241224499, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, xref=null, ext=[AuthorCompanyExt(id=1244335199249613108, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, companyId=1244335199241224499, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=School of Civil Engineering, Lanzhou Jiaotong University, Lanzhou 730070, China), AuthorCompanyExt(id=1244335199258001717, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, companyId=1244335199241224499, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=兰州交通大学土木工程学院，甘肃　兰州　730070)])], figs=[ArticleFig(id=1244335202995126710, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 1, caption=Structural diagram of the seismic isolation bearing, figureFileSmall=5i9dQhIK7Vk6MN8qft3/GQ==, figureFileBig=IRDfWj/iy7G0Pq6KQYu/1g==, tableContent=null), ArticleFig(id=1244335203108372926, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图1, caption=减隔震支座结构示意图, figureFileSmall=5i9dQhIK7Vk6MN8qft3/GQ==, figureFileBig=IRDfWj/iy7G0Pq6KQYu/1g==, tableContent=null), ArticleFig(id=1244335203259367882, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 2, caption=Structural diagram of CRTSⅢslab ballastless track, figureFileSmall=Dk/878zg0W6rAmLyKYioVg==, figureFileBig=3UPorH6sSg7J1t2kcJApaQ==, tableContent=null), ArticleFig(id=1244335203339059665, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图2, caption=CRTSⅢ型板式无砟轨道结构示意图, figureFileSmall=Dk/878zg0W6rAmLyKYioVg==, figureFileBig=3UPorH6sSg7J1t2kcJApaQ==, tableContent=null), ArticleFig(id=1244335203439722967, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 3, caption=Schematic diagram of CRTSⅢslab ballastless track-simple supported beam bridge structure, figureFileSmall=sxRkIlD9GPtW8/2S3DN7lw==, figureFileBig=eDa2QZbJvy/SxMqWw/qMyQ==, tableContent=null), ArticleFig(id=1244335203540386272, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图3, caption=CRTSⅢ型板式无砟轨道－简支梁桥结构示意图, figureFileSmall=sxRkIlD9GPtW8/2S3DN7lw==, figureFileBig=eDa2QZbJvy/SxMqWw/qMyQ==, tableContent=null), ArticleFig(id=1244335203641049578, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 4, caption=Finite element model of CRTSⅢslab ballastless track-simply supported beam bridge, figureFileSmall=v0jbOvZixMNW4qvkkntu/A==, figureFileBig=Idrz8+8rYsD3MgJEbFOUAw==, tableContent=null), ArticleFig(id=1244335203733324277, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图4, caption=CRTSⅢ型板式无砟轨道－简支梁桥有限元模型, figureFileSmall=v0jbOvZixMNW4qvkkntu/A==, figureFileBig=Idrz8+8rYsD3MgJEbFOUAw==, tableContent=null), ArticleFig(id=1244335203859153404, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 5, caption=Seismic response of each component under different seismic waves, figureFileSmall=2kYGCFikXY+fcUaahGdwTw==, figureFileBig=gheK3p1OOUJC6wOBBXoyTg==, tableContent=null), ArticleFig(id=1244335205398462981, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图5, caption=不同地震波作用下各构件地震响应, figureFileSmall=2kYGCFikXY+fcUaahGdwTw==, figureFileBig=gheK3p1OOUJC6wOBBXoyTg==, tableContent=null), ArticleFig(id=1244335205541069325, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 6, caption=Stress of composite plate under El-Centro wave, figureFileSmall=CJ+WNwVEDCrxrJ2DwAq7hg==, figureFileBig=EwFJG2aurNibPpHfcc45nQ==, tableContent=null), ArticleFig(id=1244335205666898453, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图6, caption=El-Centro波作用下复合板应力, figureFileSmall=CJ+WNwVEDCrxrJ2DwAq7hg==, figureFileBig=EwFJG2aurNibPpHfcc45nQ==, tableContent=null), ArticleFig(id=1244335205771756059, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 7, caption=Seismic response of each component under different ground motion intensities, figureFileSmall=Jlg4LmbWjjldV7YevE009w==, figureFileBig=ZSH7YgSxh6+x51KvrFciBQ==, tableContent=null), ArticleFig(id=1244335205914362406, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图7, caption=不同地震动强度作用下各构件地震响应, figureFileSmall=Jlg4LmbWjjldV7YevE009w==, figureFileBig=ZSH7YgSxh6+x51KvrFciBQ==, tableContent=null), ArticleFig(id=1244335206027608619, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 8, caption=Seismic response of each member of superstructure with different supports, figureFileSmall=hlIk0wTsEXtFijZAJQs4hw==, figureFileBig=9uMbGEzlQy2+BPJzRxlD9g==, tableContent=null), ArticleFig(id=1244335206132466227, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图8, caption=采用不同支座时上部结构各构件地震响应, figureFileSmall=hlIk0wTsEXtFijZAJQs4hw==, figureFileBig=9uMbGEzlQy2+BPJzRxlD9g==, tableContent=null), ArticleFig(id=1244335206216352312, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Fig. 9, caption=Seismic response of substructure components with different supports, figureFileSmall=HtzssA6injLcFSB72e3/ug==, figureFileBig=f55jAV99RvQ+Bijt3ddLRQ==, tableContent=null), ArticleFig(id=1244335206291849792, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=图9, caption=采用不同支座时下部结构各构件地震响应, figureFileSmall=HtzssA6injLcFSB72e3/ug==, figureFileBig=f55jAV99RvQ+Bijt3ddLRQ==, tableContent=null), ArticleFig(id=1244335206375735879, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 1, caption=

Material properties of components

, figureFileSmall=null, figureFileBig=null, tableContent=
构件材料弹性模量/MPa质量密度/(kg/m3)泊松比
钢轨钢材210 0007 8500.3
复合板混凝土32 5002 5000.2
底座板混凝土32 5002 5000.2
简支箱梁混凝土34 5002 5000.2
桥墩混凝土31 5002 5000.2
), ArticleFig(id=1244335206476399181, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表1, caption=

构件材料特性

, figureFileSmall=null, figureFileBig=null, tableContent=
构件材料弹性模量/MPa质量密度/(kg/m3)泊松比
钢轨钢材210 0007 8500.3
复合板混凝土32 5002 5000.2
底座板混凝土32 5002 5000.2
简支箱梁混凝土34 5002 5000.2
桥墩混凝土31 5002 5000.2
), ArticleFig(id=1244335206585451094, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 2, caption=

Mechanical characteristic parameters of connecting members[16-21]

, figureFileSmall=null, figureFileBig=null, tableContent=
构件屈服强度/kN屈服位移/mm弹性刚度/(kN/mm)
扣件152.07.5
隔离层800.2400.0
弹性橡胶垫板  500.0
), ArticleFig(id=1244335206723863130, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表2, caption=

连接构件力学特性参数[16－21]

, figureFileSmall=null, figureFileBig=null, tableContent=
构件屈服强度/kN屈服位移/mm弹性刚度/(kN/mm)
扣件152.07.5
隔离层800.2400.0
弹性橡胶垫板  500.0
), ArticleFig(id=1244335206795166301, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 3, caption=

Mechanical characteristic parameters of seismic isolation bearing

, figureFileSmall=null, figureFileBig=null, tableContent=
本构类型等效屈服荷载/kN等效屈服位移/mm极限荷载/kN极限位移/mm屈服前刚度(k1)屈后刚度比(k2/k1)
减震榫1211.5206136.9157 4030.008
曲面摩擦2062.5  82 3330.053
), ArticleFig(id=1244335206904218214, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表3, caption=

减隔震支座力学特性参数

, figureFileSmall=null, figureFileBig=null, tableContent=
本构类型等效屈服荷载/kN等效屈服位移/mm极限荷载/kN极限位移/mm屈服前刚度(k1)屈后刚度比(k2/k1)
减震榫1211.5206136.9157 4030.008
曲面摩擦2062.5  82 3330.053
), ArticleFig(id=1244335207000687218, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 4, caption=

Calculation model

, figureFileSmall=null, figureFileBig=null, tableContent=
模型支座类型
0.10 g0.30 g0.57 g
1抗震支座隔震支座隔震支座
2抗震支座减隔震支座减隔震支座
), ArticleFig(id=1244335207088767607, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表4, caption=

计算模型

, figureFileSmall=null, figureFileBig=null, tableContent=
模型支座类型
0.10 g0.30 g0.57 g
1抗震支座隔震支座隔震支座
2抗震支座减隔震支座减隔震支座
), ArticleFig(id=1244335207168459390, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 5, caption=

Seismic wave information

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波信息特征周期/s峰值加速度/g持续时间/s
El-Centro波0.544 00.356 953.72
Taft波0.537 00.155 754.38
), ArticleFig(id=1244335207260734083, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表5, caption=

地震波信息

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波信息特征周期/s峰值加速度/g持续时间/s
El-Centro波0.544 00.356 953.72
Taft波0.537 00.155 754.38
), ArticleFig(id=1244335207382368905, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 6, caption=

Peak seismic responses of each component under different seismic waves

, figureFileSmall=null, figureFileBig=null, tableContent=
构件响应El-Centro波Taft波
梁体位移/mm83.12093.060
钢轨应力/MPa206.000217.000
扣件位移/mm27.51047.330
复合板应力/MPa1.7801.760
隔离层位移/mm0.3820.385
), ArticleFig(id=1244335207474643598, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表6, caption=

不同地震波作用下各构件地震响应最值

, figureFileSmall=null, figureFileBig=null, tableContent=
构件响应El-Centro波Taft波
梁体位移/mm83.12093.060
钢轨应力/MPa206.000217.000
扣件位移/mm27.51047.330
复合板应力/MPa1.7801.760
隔离层位移/mm0.3820.385
), ArticleFig(id=1244335207596278423, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 7, caption=

Peak seismic responses of each component under different ground motion intensities

, figureFileSmall=null, figureFileBig=null, tableContent=
构件响应/g0.100.300.30/0.100.570.57/0.10
梁体位移/mm9.8649.23499.3%83.12843.0%
钢轨应力/MPa50.90148.00290.8%206.00404.7%
扣件位移/mm2.6512.00452.8%27.511038.1%
复合板应力/MPa1.581.71108.2%1.78112.7%
隔离层位移/mm0.330.36109.1%0.38115.2%
), ArticleFig(id=1244335207734690459, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表7, caption=

不同地震动强度作用下各构件地震响应最值

, figureFileSmall=null, figureFileBig=null, tableContent=
构件响应/g0.100.300.30/0.100.570.57/0.10
梁体位移/mm9.8649.23499.3%83.12843.0%
钢轨应力/MPa50.90148.00290.8%206.00404.7%
扣件位移/mm2.6512.00452.8%27.511038.1%
复合板应力/MPa1.581.71108.2%1.78112.7%
隔离层位移/mm0.330.36109.1%0.38115.2%
), ArticleFig(id=1244335207877296802, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 8, caption=

Damage limit division of track construction[22-23]

, figureFileSmall=null, figureFileBig=null, tableContent=
轨道构件轨道各构件损伤界限
弹性界限破坏界限
钢轨应力/MPa352457
扣件位移/mm25
复合板应力/MPa1.712.39
隔离层位移/mm0.2 
), ArticleFig(id=1244335208019903144, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表8, caption=

轨道各构件损伤界限划分[22－23]

, figureFileSmall=null, figureFileBig=null, tableContent=
轨道构件轨道各构件损伤界限
弹性界限破坏界限
钢轨应力/MPa352457
扣件位移/mm25
复合板应力/MPa1.712.39
隔离层位移/mm0.2 
), ArticleFig(id=1244335208137343661, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=EN, label=Table 9, caption=

Peak values of seismic responses of superstructure components with different supports

, figureFileSmall=null, figureFileBig=null, tableContent=
构件响应模型1模型2模型2/模型1构件响应模型1模型2模型2/模型1
梁体位移/mm92.45083.12089.9%复合板应力/MPa1.8401.78096.7%
钢轨应力/MPa22520691.6%隔离层位移/mm0.3880.38298.5%
扣件位移/mm40.75027.51067.5%    
), ArticleFig(id=1244335208250589879, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334013612147118, language=CN, label=表9, caption=

采用不同支座时上部结构各构件地震响应极值

, figureFileSmall=null, figureFileBig=null, tableContent=
构件响应模型1模型2模型2/模型1构件响应模型1模型2模型2/模型1
梁体位移/mm92.45083.12089.9%复合板应力/MPa1.8401.78096.7%
钢轨应力/MPa22520691.6%隔离层位移/mm0.3880.38298.5%
扣件位移/mm40.75027.51067.5%    
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高速铁路CRTSⅢ型无砟轨道-减隔震桥梁系统地震响应分析
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张永亮 , 毕明辉 , 郑佳轩
世界地震工程 | 海城地震50周年专栏 2025,41(4): 40-49
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世界地震工程 | 海城地震50周年专栏 2025, 41(4): 40-49
高速铁路CRTSⅢ型无砟轨道-减隔震桥梁系统地震响应分析
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张永亮 , 毕明辉 , 郑佳轩
作者信息
  • 兰州交通大学土木工程学院，甘肃　兰州　730070

    • 张永亮（1975—），男，教授，博士，从事桥梁抗震研究。E-mail：

通讯作者:

毕明辉（1998—），男，硕士研究生，从事桥梁抗震研究。E-mail：
Seismic response analysis of CRTS Ⅲ ballastless track-damper and isolation bridge system for high-speed railway
Yongliang ZHANG , Minghui BI , Jiaxuan ZHENG
Affiliations
  • School of Civil Engineering, Lanzhou Jiaotong University, Lanzhou 730070, China
出版时间: 2025-10-01 doi: 10.19994/j.cnki.WEE.2025.0058
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摘要
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为研究高速铁路轨道-减隔震桥梁系统的纵向地震响应及损伤状态，以桥面铺设CRTSⅢ型无砟轨道结构的7跨32 m简支梁桥为研究对象，建立了轨道-桥梁系统有限元模型，通过非线性时程分析获得了系统在不同的地震波、地震动强度及支座类型下各关键构件的地震响应分布规律。结果表明：纵向地震激励下梁体位移呈阶梯形分布，最大值出现在桥跨中心处；扣件位移最大值出现在桥台伸缩缝处，且在每跨梁端伸缩缝处出现极值，扣件位移受不同地震波的频谱特性影响显著。钢轨应力最大值出现在边跨两侧的伸缩缝处，复合板截面正应力由轴力和弯矩分量共同引起。支座及轨道系统进入非线性后，与地震动强度增加幅度相比，易损构件纵向变形的增幅表现出显著的放大效应及分布不均衡性。考虑轨道系统，与摩擦摆支座相比，同球向双球面支座可明显降低扣件、梁体及支座的位移响应；轨道系统对支座位移具有显著的抑制作用。

高速铁路  /  简支梁桥  /  CRTSⅢ型轨道系统  /  减隔震  /  地震响应

To study the longitudinal seismic response and damage state of the high-speed railway track-isolation bridge system, a 7-span 32 m simply supported beam bridge with CRTSⅢ type ballastless track structure laid on the bridge deck was taken as the research object. A finite element model of the track-bridge system was established, and the seismic response distribution law of each key component under different seismic waves, seismic intensity and bearing types was obtained through nonlinear time-history analysis. The results show that the longitudinal displacement of the beam body presents a stepwise distribution under longitudinal seismic excitation, with the maximum value occurring at the center of the bridge span. The maximum displacement of the fastener occurs at the expansion joint of the abutment, and extreme values appear at the expansion joint at each beam end. The displacement of the fastener is significantly affected by the spectral characteristics of different seismic waves. The maximum stress of the rail occurs at the expansion joints on both sides of the side span, and the normal stress of the composite slab section is caused by the combined action of axial force and bending moment components. After the bearing and track system enter the nonlinear state, compared with the increase in seismic intensity, the increase in longitudinal deformation of the vulnerable components shows a significant amplification effect and distribution imbalance. Considering the track system, compared with the friction pendulum bearing, the same ball direction double spherical surface bearing can significantly reduce the displacement response of the fastener, beam body and bearing. The track system has a significant inhibitory effect on the displacement of the bearing.

high-speed railway  /  simple supported beam bridge  /  CRTSⅢ track system  /  reduce and isolate earthquakes  /  seismic response
张永亮, 毕明辉, 郑佳轩. 高速铁路CRTSⅢ型无砟轨道-减隔震桥梁系统地震响应分析. 世界地震工程, 2025 , 41 (4) : 40 -49 . DOI: 10.19994/j.cnki.WEE.2025.0058
Yongliang ZHANG, Minghui BI, Jiaxuan ZHENG. Seismic response analysis of CRTS Ⅲ ballastless track-damper and isolation bridge system for high-speed railway[J]. World Earthquake Engineering, 2025 , 41 (4) : 40 -49 . DOI: 10.19994/j.cnki.WEE.2025.0058
正文
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0　引言
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CRTSⅢ型板式无砟轨道作为我国自主研发的新型轨道结构，以其优良的性能在高速铁路建设中得到广泛应用[1]。我国地理环境复杂，线路难免穿越地震多发区[2]，现有的四纵四横高速铁路网中有三纵两横位于高烈度地震区，因此我国高速铁路桥梁面临严重的地震威胁[3]。1975年海城7.3级地震、2008年汶川8.0级地震和2022年青海门源6.9级地震均造成众多铁路桥梁上部轨道结构发生损坏，轨道震害类型包括钢轨弯曲变形、错位和拉断等，这对震后救援及修复工作造成很大影响[4-6]。高速铁路桥梁与轨道是一个不可分割的受力整体，应将桥梁和轨道作为一个系统进行抗震设计，因此研究轨道-桥梁系统的地震响应对铁路桥梁的抗震设计和震后修复有重要意义[7]。
王继军等[8]研究了不同类型单元式无砟轨道无缝线路在大跨桥上的适应性；张鹏飞等[9]建立了CRTSⅢ型板式无砟轨道无缝线路精细化空间耦合模型，分析了不同列车荷载作用长度、桥上扣件纵向阻力及墩台顶固定支座纵向刚度对挠曲力与位移的影响；娄平等[10]建立振动模型及振动方程，并编制相关计算程序，分析了地震动强度以及行车速度对行车安全的影响规律；周旺保等[11]研究了高速铁路轨道-桥梁系统震后轨道不平顺的产生机理；GUO等[12]研究了高速铁路轨道-桥梁系统地震破坏特征；张鹏飞等[13-14]研究了多维地震作用下桥上CRTSⅢ型板式无砟轨道系统的动力响应。综合上述研究可知，目前研究多围绕CRTSⅢ型板式无砟轨道结构的行车安全或者使用抗震支座的轨道-桥梁系统的地震响应分析。而高速铁路桥梁具有刚度大、周期小、基频高等显著特征，理论上更适合采用减隔震技术，因此随着减隔震支座的发展和应用，对使用减隔震支座的高速铁路轨道-桥梁系统的地震响应进行研究十分必要。
为探究高速铁路轨道-减隔震桥梁系统在不同地震波、不同地震动强度及不同支座下的纵向地震响应规律，本文以双线7跨32 m标准简支箱梁桥为研究对象，建立了带有CRTSⅢ型板式无砟轨道结构的高速铁路轨道-桥梁系统有限元模型，研究各构件在不同频谱特性及地震动强度作用下的地震响应分布特征，系统比较了不同支座类型对轨道系统及桥梁地震响应的差异。
1　高速铁路轨道－桥梁系统有限元模型
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本文以位于八度区，设计基本加速度为0.3 g的7跨32 m高速铁路轨道-桥梁系统为研究对象，桥梁结构包括主梁、支座和桥墩。主梁为32.6 m的混凝土简支箱梁，结构具体尺寸参考铁路工程建设通用参考图《通桥（2016）2322A-Ⅱ-1》，每跨梁自重822 t，二期恒载130 kN/m。支座采用同球向双球面减隔震支座，如图1所示。桥墩采用高度为15 m的圆端形实体桥墩，结构具体尺寸参考铁路工程建设通用参考图《通桥（2021）4301-Ⅲ》。CRTSⅢ型板式无砟轨道结构自上而下由CHN60钢轨、WJ-8型扣件、轨道板、自密实混凝土层、隔离层土工布、弹性橡胶垫板，以及底座板等部分组成[12]，如图2所示。轨道板与自密实混凝土依靠门型钢筋以及混凝土的黏结力实现连接。底座板中央的限位凹槽与自密实混凝土的凸台互相咬合。底座板上表面铺设土工布，限位凹槽四周设置弹性橡胶垫，以缓冲凸台与凹槽的碰撞[15]。根据底座的施工要求，在铺设底座钢筋前，需对梁面进行凿毛和清理，以保证底座混凝土与梁体的黏着力，同时采用L型钢筋将底座钢筋网片与梁体连接起来，保证底座与梁体之间的连接。
本文采用Midas Civil建立的7×32 m高速铁路轨道-桥梁系统的有限元模型，桥梁两侧各考虑长度为50 m的路基段，如图3所示。由于轨道板和自密实混凝土层连接紧密，且二者均不易发生损伤[13]，因此出于简化模型，提高计算效率考虑，将二者作为一个整体构件“复合板”考虑[16]，底座板同理也和简支箱梁作为整体考虑。模型中钢轨、复合板、底座板、简支箱梁以及桥墩采用弹性梁单元模拟，材料特性见表1。扣件和隔离层采用滞后系统模拟，弹性橡胶垫板采用弹性连接模拟，具体参数见表2[16-21]。减隔震支座（同球向双球面支座）采用一般连接中的弹簧单元（滞回模型为多折线塑性随动）和摩擦摆隔震装置并联模拟，具体参数见表3。考虑墩底的桩-土相互作用，采用节点弹性支撑模拟墩底纵向转动刚度，其余方向固定。本文按照以上模拟方式分别建立采用隔震（双曲面支座）、减隔震支座的两种模型，其中地震强度为0.10 g时，隔震、减隔震支座未进入工作状态，等效为抗震支座模拟，具体见表4。根据以上参数建立有限元模型如图4所示。
2　不同地震波对系统地震响应的影响
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采用El-Centro波和Taft波作为激励，两条地震波的具体信息见表5，将两条地震波的最大峰值加速度调整为0.57 g，沿桥纵向作用于模型2，以研究地震强度为0.57 g时模型2在两种不同地震波作用下的地震响应规律。不同地震波作用下各构件地震响应如图5所示，不同地震波作用下各构件地震响应最值见表6，其中扣件位移、隔离层位移分别为钢轨和复合板、复合板和底座板的相对位移。为清晰描述地震响应规律，将桥台和桥墩接缝处分别记为A0、D1~D6、A7，如图3所示。
由图5和表6分析可知，两种不同地震波作用下，梁体位移、钢轨应力和扣件位移的变化较为明显，且均关于跨中呈对称分布，并在梁缝处发生突变，这是因为多跨简支梁桥在水平地震激励作用下梁端发生竖向转角，且梁缝左右两跨的梁端转角是不连续的，进而引起突变。梁体位移从两侧向中间逐渐增大，整体呈现为阶梯形变化趋势；钢轨应力和扣件位移在每一跨都呈现为两端大、中间小的分布特征，在整体又呈现出从路基段开始逐渐增大，在第一跨梁左侧或右侧梁缝处达到最大后，后向中跨逐渐减小的变化趋势，这是因为路基段系统刚度由路基刚度和轨道、扣件刚度组成，而桥墩处的轨道系统刚度由减隔震支座和轨道、扣件刚度组成，二者刚度相差较大，且随着从路基段到中跨，轨道系统的约束效应逐渐减小而造成的。与El-Centro波相比，在Taft波作用下的三者地震响应最大值分别增加了12.0%、5.3%、72.1%，扣件位移受不同地震波的频谱特性影响较大。
两种不同地震波作用下，复合板应力和隔离层位移变化不大。由图6分析可知，复合板应力中弯曲应力占主导地位，且弯曲应力包络图对称分布，在每跨梁端伸缩缝处出现极大值，而轴向应力以拉应力为主，在每跨跨中出现极大值。弯曲应力和轴向应力在跨中分布均匀，在梁端出现突变，这是由于CRTSⅢ型板式无砟轨道系统的“桥上单元”设计思路，复合板在桥上为单元板式结构，故各单元之间影响不大，但受钢轨在梁缝处的应力突变影响，复合板在梁缝处产生较大的弯曲应力。隔离层位移在桥跨段整体分布较为均匀，这是由于复合板和底座板均为单元板式结构，并在梁缝处断开，且复合板和底座板通过凹槽连接，使得隔离层位移分布均匀的同时受地震波影响也较小。
3　地震动强度对系统地震响应的影响
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为研究模型2在不同地震动强度作用下系统各构件的地震响应规律，选用El-Centro波作为激励，将地震波最大加速度峰值分别调整为0.10 g（多遇地震）、0.30 g（设计地震）、0.57 g（罕遇地震）。不同地震动强度作用下各构件的地震响应如图7所示，不同地震动强度作用下各构件的地震响应最值见表7，轨道各构件损伤界限划分见表8[22-23]。
由图7和表7分析可知，随着地震动强度的增加，各构件地震响应明显增大，但各构件响应最大值的增幅各不相同。其中梁体位移、钢轨应力和扣件位移的最大值变化幅度相对较大，与多遇地震相比，设计地震和罕遇地震作用下的地震响应最大值分别增加了399.3%、352.8%、190.8%和743.0%、938.1%、304.7%，罕遇地震作用下最大值达到了83.12 mm、27.51 mm和206.00 MPa。在罕遇地震作用下钢轨应力仍在弹性界限内，但在设计地震作用下梁端附近的扣件的位移就已远超过破坏界限而失效，这说明扣件作为连接构件，尤其是梁端附近的扣件是关键受力、传力构件，也是极易损构件。
不同地震动强度下，复合板应力和隔离层位移的最大值变化较小，其中复合板应力的最大值在设计地震和罕遇地震作用下相比多遇地震分别增加了8.2%和12.7%，在罕遇地震作用下，复合板应力最大值为1.78 MPa，超出弹性界限，但仍在破坏界限以内。隔离层位移的最大值在设计地震和罕遇地震作用下相比多遇地震分别增加了9.1%和15.2%，可以看出隔离层位移随地震动强度的变化不大。这是因为除隔离层自身产生的摩擦力以外，底座板凹槽及其四周的弹性橡胶垫对自密实混凝土层的限位作用也使得隔离层位移变化不大。
4　不同支座对系统地震响应的影响
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选用El-Centro波作为激励，将地震波最大加速度峰值调整为0.57 g作用于模型1和模型2，以研究不同支座对系统地震响应的影响。采用不同支座时上部结构各构件地震响应如图8所示，采用不同支座时上部结构各构件地震响应极值见表9。
由图8和表9分析可知，两个模型地震响应的规律基本一致，但模型2的地震响应明显比模型1的要小。相较于模型1，模型2的梁体位移、钢轨应力和扣件位移分别减小了10.1%、8.4%和32.5%，其中扣件位移的减小最明显，且这一现象在路基段更为明显，说明减隔震支座的使用使得系统上部结构的地震响应明显减弱。
选用El-Centro波作为激励，将地震波最大加速度峰值调整为0.57 g，并引入模型1和模型2对应的无轨道约束的工况1作为对比分析，其中模型1-工况1、模型2-工况1分别为使用隔震支座和减隔震支座时不考虑轨道约束的情况；模型1-工况2、模型2-工况2分别为使用隔震支座和减隔震支座时考虑轨道约束的情况。采用不同支座时下部结构各构件地震响应如图9所示。
从图9中分析可知，两种工况下，模型2的支座位移均小于模型1。以工况2为例，模型2的支座位移最小仅为模型1的0.65倍；但模型2的桥墩位移、墩底弯矩及墩底剪力则大于模型1，其墩底弯矩在工况2下的最大值达到模型1的1.2倍。这说明，减隔震支座中的减震榫起到了一定的限制支座位移的作用，但同时也会使得桥墩的地震响应变大。
同一模型下，支座位移、桥墩位移和墩底内力在工况1时分布均匀，整体呈直线分布特征，在工况2时呈现出两侧小，中间大的分布形式。这是因为在考虑轨道约束的影响后，轨道的约束使得地震响应整体分布形式发生变化，且轨道约束的影响从两侧向中间减弱，进而使得地震响应出现两侧小，中间大的分布形式。与工况1相比，工况2的支座位移减小，而桥墩位移和墩底内力增大。以模型2为例，其支座位移相比工况1最大降低了60.0%；但其墩底剪力却增大了28.0%。这说明轨道约束对支座位移有明显的减小作用，但会放大桥墩位移和墩底内力，因此在进行高速铁路桥梁的地震响应研究时，轨道约束的影响不可忽略。
5　结论
收起
通过对高速铁路CRTSⅢ型无砟轨道-桥梁系统在不同地震波、不同地震动强度及不同支座下各关键构件的纵向地震响应规律及损伤状态进行分析，得出以下结论：
1）在地震激励下，梁体纵向位移呈阶梯形分布，最大值出现在桥跨中心处。扣件纵向位移最大值出现在桥台伸缩缝处，且在每跨梁端伸缩缝处出现极值，扣件位移受不同地震波的频谱特性影响显著。
2）钢轨应力最大值出现在边跨两侧的伸缩缝处。在0.57 g地震激励下，钢轨应力远小于钢轨的容许屈服应力，保持在弹性状态。复合板截面正应力由轴力及弯矩分量共同引起，但二者最不利位置不同，复合板组合应力整体分布较均匀。
3）支座及轨道系统进入非线性后，与地震动强度增加幅度相比，易损构件纵向变形的增幅表现出显著的放大效应及分布不均衡性。当地震动强度从0.10 g分别增至0.30、0.57 g时（即分别增大3倍、5.7倍），扣件位移的最大值分别增大4.53倍和10.38倍。
4）考虑轨道系统时，与双曲面支座相比，同球向双球面减隔震支座因软钢阻尼器的耗能作用，可明显降低扣件、梁体及支座的位移响应。轨道系统对支座位移具有显著的抑制作用，同时会增大墩底内力；因此，在进行高速铁路桥梁的地震响应研究时，轨道约束的影响不可忽略。
基金
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  • 国家自然科学基金项目(52168018)
文献
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2025年第41卷第4期
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doi: 10.19994/j.cnki.WEE.2025.0058
  • 接收时间：2024-12-01
  • 首发时间：2026-03-27
  • 出版时间：2025-10-01
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  • 收稿日期：2024-12-01
  • 修回日期：2025-03-27
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国家自然科学基金项目(52168018)
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    兰州交通大学土木工程学院，甘肃　兰州　730070

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毕明辉（1998—），男，硕士研究生，从事桥梁抗震研究。E-mail：
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