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Article(id=1228805278892749590, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1228805274362904818, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.2025.05.021, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1680710400000, receivedDateStr=2023-04-06, revisedDate=1694534400000, revisedDateStr=2023-09-13, acceptedDate=null, acceptedDateStr=null, onlineDate=1770899608585, onlineDateStr=2026-02-12, pubDate=1746806400000, pubDateStr=2025-05-10, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770899608585, onlineIssueDateStr=2026-02-12, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770899608585, creator=13701087609, updateTime=1770899608585, 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=1099, endPage=1105, ext={EN=ArticleExt(id=1228805279249265442, articleId=1228805278892749590, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Longitudinal seismic response of long-span arch bridge-track system of high-speed railway, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To analyze the seismic response of different forms of long-span arch bridge-track systems, four different forms of arch bridges, namely 112 m basket handle arch bridge, 140 m steel box tied arch bridge, (24+160+24) m tied arch bridge and (52+382+52) m steel box arch bridge, are used as examples. The study revealed the dynamic characteristics of long-span arch bridge-track systems under seismic action and explored the effects of seismic waves, seismic intensity, and traveling wave speed on the seismic response. The results show that the stress envelope of the rail under seismic uniform excitation is antisymmetrically distributed, with the maximum value appearing near the end of the beam and the maximum axial force of the arch rib at the arch foot. There are large differences in the dynamic characteristics of the system under different spectral characteristics of seismic wave excitation. The change in seismic intensity mainly affects the rail stress near the end of the beam, and has less effect on the middle beam section. The traveling wave effect has a significant impact on the seismic response, with a significant increase in the axial force of the arch rib. The maximum stress in the rail increases by 149.2% compared to the seismic uniform excitation, and the longitudinal force in the rail at the middle of the span increases significantly, up to 503.4 MPa. Furthermore, the stress in the rail is greater when the apparent wave speed is smaller. Similarily, the stress on the rail increases as the traveling wave speed decreases. As the traveling wave speed increases, the stress distribution on the rail gradually approaches that of consistent excitation.

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为研究不同形式大跨度拱桥-轨道系统地震响应，以112 m提篮拱桥、140 m钢箱系杆拱桥、(24+160+24) m系杆拱桥及(52+382+52) m钢箱拱桥4种不同形式的拱桥为例，建立了考虑轨道、吊杆、拱肋、桩土共同作用的精细化有限元模型，揭示地震作用下大跨度拱桥-轨道系统动力特性，探讨地震波、地震强度及视波速对地震响应的影响。研究结果表明：一致激励作用下钢轨应力包络图呈反对称分布，最大值出现在梁端附近，拱脚处拱肋轴力最大；不同频谱特性地震波激励下，系统动力响应存在较大差异；地震强度的变化主要影响梁端附近钢轨应力，对中间梁段影响较小；行波效应对地震响应影响较大，拱肋轴力显著增加，钢轨最大应力相比一致激励下应力增幅达149.2%，跨中处钢轨纵向力大幅增加，可达503.4 MPa；视波速越小，轨道受力越大，且随着视波速的增加，钢轨应力分布逐渐接近一致激励。

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闫斌（1984—），男，博士，副教授。E-mail：
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journalId=1225147924628267009, articleId=1228805278892749590, language=EN, label=Tab. 1, caption=

Natural frequency of each arch bridge

, figureFileSmall=null, figureFileBig=null, tableContent=
阶数自振频率/Hz
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
10.680.590.230.14
21.401.110.570.33
31.571.610.780.39
42.411.621.040.58
52.601.811.370.83
), ArticleFig(id=1228805285167427710, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=CN, label=表1, caption=

各拱桥自振频率

, figureFileSmall=null, figureFileBig=null, tableContent=
阶数自振频率/Hz
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
10.680.590.230.14
21.401.110.570.33
31.571.610.780.39
42.411.621.040.58
52.601.811.370.83
), ArticleFig(id=1228805285259702412, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=EN, label=Tab. 2, caption=

Maximum axial force of arch rib under different seismic waves

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
El-Centro5.45.27.514.9
Taft2.75.011.117.3
Hollywood4.64.36.713.1
), ArticleFig(id=1228805285456834713, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=CN, label=表2, caption=

不同地震波时拱肋轴力最大值

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
El-Centro5.45.27.514.9
Taft2.75.011.117.3
Hollywood4.64.36.713.1
), ArticleFig(id=1228805285574275231, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=EN, label=Tab. 3, caption=

Maximum axial force of arch rib under different seismic intensities

, figureFileSmall=null, figureFileBig=null, tableContent=
地震强度拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
0.1g1.81.72.54.7
0.3g5.45.27.514.9
0.57g10.911.015.832.4
), ArticleFig(id=1228805285683327145, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=CN, label=表3, caption=

不同地震强度时拱肋轴力最大值

, figureFileSmall=null, figureFileBig=null, tableContent=
地震强度拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
0.1g1.81.72.54.7
0.3g5.45.27.514.9
0.57g10.911.015.832.4
), ArticleFig(id=1228805285783990451, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=EN, label=Tab. 4, caption=

Maximum axial force of arch rib under traveling wave effect

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
El-Centro10.213.517.926.4
Taft5.210.718.829.3
Hollywood8.38.813.220.2
), ArticleFig(id=1228805285872070846, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=CN, label=表4, caption=

行波效应下拱肋轴力最大值

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
El-Centro10.213.517.926.4
Taft5.210.718.829.3
Hollywood8.38.813.220.2
), ArticleFig(id=1228805285943374021, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=EN, label=Tab. 5, caption=

Maximum axial force of arch rib under different traveling wave speeds

, figureFileSmall=null, figureFileBig=null, tableContent=
视波速/(m·s−1)拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
20010.213.517.926.4
4009.18.218.126.7
6008.711.917.925.2
8007.612.815.220.1
一致激励5.45.27.514.9
), ArticleFig(id=1228805286027260112, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1228805278892749590, language=CN, label=表5, caption=

不同视波速时拱肋轴力最大值

, figureFileSmall=null, figureFileBig=null, tableContent=
视波速/(m·s−1)拱肋轴力最大值/MN
112 m提篮拱桥140 m系杆拱桥160 m系杆拱桥382 m钢箱拱桥
20010.213.517.926.4
4009.18.218.126.7
6008.711.917.925.2
8007.612.815.220.1
一致激励5.45.27.514.9
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高速铁路大跨度拱桥-轨道系统纵向地震响应分析
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闫斌 1, 2 , 付贺鑫 1 , 田江浩 1 , 陈晓斌 1, 2
振动工程学报 | 2025,38(5): 1099-1105
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振动工程学报 | 2025, 38(5): 1099-1105
高速铁路大跨度拱桥-轨道系统纵向地震响应分析
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闫斌1, 2 , 付贺鑫1, 田江浩1, 陈晓斌1, 2
作者信息
  • 1.中南大学土木工程学院，湖南 长沙 410075
  • 2.高速铁路建造技术国家工程研究中心，湖南 长沙 410075

通讯作者:

闫斌（1984—），男，博士，副教授。E-mail：
Longitudinal seismic response of long-span arch bridge-track system of high-speed railway
Bin YAN1, 2 , Hexin FU1, Jianghao TIAN1, Xiaobin CHEN1, 2
Affiliations
  • 1.School of Civil Engineering, Central South University，Changsha 410075，China
  • 2.National Engineering Research Center of High-speed Railway Construction Technology，Changsha 410075，China
出版时间: 2025-05-10 doi: 10.16385/j.cnki.issn.1004-4523.2025.05.021
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摘要
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为研究不同形式大跨度拱桥-轨道系统地震响应，以112 m提篮拱桥、140 m钢箱系杆拱桥、(24+160+24) m系杆拱桥及(52+382+52) m钢箱拱桥4种不同形式的拱桥为例，建立了考虑轨道、吊杆、拱肋、桩土共同作用的精细化有限元模型，揭示地震作用下大跨度拱桥-轨道系统动力特性，探讨地震波、地震强度及视波速对地震响应的影响。研究结果表明：一致激励作用下钢轨应力包络图呈反对称分布，最大值出现在梁端附近，拱脚处拱肋轴力最大；不同频谱特性地震波激励下，系统动力响应存在较大差异；地震强度的变化主要影响梁端附近钢轨应力，对中间梁段影响较小；行波效应对地震响应影响较大，拱肋轴力显著增加，钢轨最大应力相比一致激励下应力增幅达149.2%，跨中处钢轨纵向力大幅增加，可达503.4 MPa；视波速越小，轨道受力越大，且随着视波速的增加，钢轨应力分布逐渐接近一致激励。

地震响应  /  轨道工程  /  拱桥  /  无缝线路  /  行波效应

To analyze the seismic response of different forms of long-span arch bridge-track systems, four different forms of arch bridges, namely 112 m basket handle arch bridge, 140 m steel box tied arch bridge, (24+160+24) m tied arch bridge and (52+382+52) m steel box arch bridge, are used as examples. The study revealed the dynamic characteristics of long-span arch bridge-track systems under seismic action and explored the effects of seismic waves, seismic intensity, and traveling wave speed on the seismic response. The results show that the stress envelope of the rail under seismic uniform excitation is antisymmetrically distributed, with the maximum value appearing near the end of the beam and the maximum axial force of the arch rib at the arch foot. There are large differences in the dynamic characteristics of the system under different spectral characteristics of seismic wave excitation. The change in seismic intensity mainly affects the rail stress near the end of the beam, and has less effect on the middle beam section. The traveling wave effect has a significant impact on the seismic response, with a significant increase in the axial force of the arch rib. The maximum stress in the rail increases by 149.2% compared to the seismic uniform excitation, and the longitudinal force in the rail at the middle of the span increases significantly, up to 503.4 MPa. Furthermore, the stress in the rail is greater when the apparent wave speed is smaller. Similarily, the stress on the rail increases as the traveling wave speed decreases. As the traveling wave speed increases, the stress distribution on the rail gradually approaches that of consistent excitation.

seismic response  /  track engineering  /  arch bridge  /  continuously welded rail  /  travelling wave effect
闫斌, 付贺鑫, 田江浩, 陈晓斌. 高速铁路大跨度拱桥-轨道系统纵向地震响应分析. 振动工程学报, 2025 , 38 (5) : 1099 -1105 . DOI: 10.16385/j.cnki.issn.1004-4523.2025.05.021
Bin YAN, Hexin FU, Jianghao TIAN, Xiaobin CHEN. Longitudinal seismic response of long-span arch bridge-track system of high-speed railway[J]. Journal of Vibration Engineering, 2025 , 38 (5) : 1099 -1105 . DOI: 10.16385/j.cnki.issn.1004-4523.2025.05.021
正文
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大跨度拱桥具有竖向刚度大、耐久性好、维修费用低等特点，在中国高铁建设中应用日益广泛，如云桂铁路南盘江大桥[1]、商合杭铁路淮河特大桥[2]、张吉怀铁路芙蓉镇酉水大桥[3]等。近年来，中国铁路网正在不断向地震区延伸，线路面临地震的严峻考验。由于大跨度拱桥构件繁多、结构体系特殊，其地震响应较为复杂。
目前，国内外学者对大跨度桥梁与轨道系统地震响应方面做了深入而广泛的研究，SOYLUK[4]研究了双层拱桥和斜拉桥的随机振动，分析了地震动的空间变异性对大跨度桥梁动力特性的影响；马坤全等[5]通过反应谱和时程分析法，探讨了大跨度铁路斜拉桥的抗震设防标准及抗震性能目标；揭志羽等[6]建立大跨高墩小半径刚构-连续组合曲线梁桥有限元模型，采用反应谱法和时程分析法对桥梁在地震作用下的内力和位移进行分析；严猛等[7]研究了一致激励下高墩大跨刚构桥与大跨连续梁组合桥上无缝线路纵向地震响应，对小阻力扣件铺设、梁体温差及地震波频谱特性对钢轨最大纵向力的影响进行了分析。
在行波效应方面，ETTOUNEY等[8]研究了非一致激励下大跨桥梁地震响应，提出了一种基于结构与土体组合体系的直接频域法，探讨了非一致激励对桥梁结构共振频率和内力分布的影响；于向东等[9]建立了考虑相邻桥梁、路基和梁-轨间非线性滞回特性的大跨简支钢桁梁桥-轨道系统计算模型，研究了行波效应及竖向地震作用下系统的动力响应特征；WANG等[10]探讨了行波对大跨度3塔悬索桥地震响应的影响，计算了不同视波速下3塔纵向地震剪力和力矩的包络线、塔与梁之间的相对位移以及3塔底部的反作用力；宋光松等[11]采用多点激励对大跨悬索桥数值模型进行时程分析，探讨了行波效应对结构响应的影响及不同减震方案的优劣性；闫斌等[12]基于多点激励的大质量法，对行波效应作用下桥梁-轨道结构地震响应进行了研究，分析了行波效应下钢轨和墩台的受力特性及相关参数的影响。既有研究大多针对简支梁桥、连续梁桥及斜拉桥，对大跨度拱桥地震响应的相关研究较少。
针对大跨度拱桥，张永亮等[13]分离了行波效应下的拟静力分量和动力分量，研究了行波效应对拱肋总地震反应的影响规律；戴公连等[14]研究了(82+172+82) m大跨度铁路连续梁拱组合桥梁的地震响应及减震特性，分析了高阶振型、几何非线性、行波效应等因素对地震响应的影响。既有大跨度拱桥研究中对象多为公路桥或铁路桥本体，未考虑轨道的影响，因此，考虑轨道影响的大跨度拱桥-轨道系统地震响应规律亟待探明。
为探讨高速铁路大跨度拱桥-轨道系统地震响应规律，本文以112 m提篮拱桥、140 m钢箱系杆拱桥、(24+160+24) m系杆拱桥及(52+382+52) m钢箱拱桥4种不同形式拱桥为例，研究在一致激励及行波效应作用下高速铁路大跨度拱桥-轨道系统动力响应特征。
1　大跨度拱桥-轨道系统的动力模型
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1.1　工程背景
1.1.1　112 m提篮拱桥
某客运专线112 m提篮拱桥（以下简称“112 m提篮拱桥”）全长116 m，矢跨比为1∶5，拱肋横截面采用哑铃形钢管混凝土截面，系梁按整体箱形梁布置，采用单箱3室预应力混凝土箱形截面，拱脚顺桥向8.0 m范围内为实体段，横桥向宽度由17.8 m增至18.8 m，截面渐变处设倒角或过渡段；吊杆布置采用尼尔森体系；两拱肋之间共设5道横撑，拱顶处设X型撑，拱顶至两拱脚间设4道K型横撑。
1.1.2　140 m钢箱系杆拱桥
某客运专线钢箱系杆拱桥（以下简称“140 m系杆拱桥”）桥跨140 m，梁与拱刚性连接形成系杆拱结构，系梁高3.5 m，矢高30 m，矢跨比为1∶4.67，桥面板厚30 cm。拱肋采用变截面钢箱，各分段间采用高强度螺栓拼接，系梁采用等截面钢箱，各板均设置纵向加劲肋，吊杆采用工形钢吊杆，吊杆间距为8 m，全桥共设5道横撑，各横撑均为钢箱截面。
1.1.3　(24+160+24) m系杆拱桥
贵广铁路某(24+160+24) m系杆拱桥（以下简称“160 m系杆拱桥”），主梁为半漂浮体系，采用单箱3室扁平钢箱梁，梁高3.706 m，主跨桥面宽26 m，边跨桥面宽25 m。拱肋采用钢管混凝土结构，计算跨度为160 m，计算矢高为40 m，矢跨比为 1∶4，拱轴线采用拱轴系数m=1.15的悬链线，拱肋采用等高哑铃型截面。全桥设置7道横撑，拱顶设置一道X型撑，靠近拱脚处设置一道K型撑，其余均采用一字撑，横撑采用桁式空钢管截面。
1.1.4　(52+382+52) m钢箱拱桥
南广铁路某(52+382+52) m钢箱拱桥（以下简称“382 m钢箱拱桥”），主桥采用钢箱支承梁结构，跨度约450 m。桥面板厚40 cm，梁高3 m，宽22 m；矢跨比为1∶5，矢跨中心线型为二次抛物线型，拱肋内倾角为4.8°。
各拱桥桥跨布置如图1所示。
1.2　地震响应模型
本文使用软件SAP2000进行建模，采用非线性杆单元模拟线路纵向阻力、线性弹簧模拟扣件竖向刚度、带刚臂的梁单元模拟梁体。用扣件阻力代替线路纵向阻力，扣件采用WJ-8型，钢轨为CHN60轨，线路纵向阻力公式为[15]：
r1={12x，|x|⩽224sign(x)，|x|>2　
式中，r1为扣件纵向阻力，单位为kN/m；x为钢轨与承轨台之间的相对纵向位移，单位为mm。
r2={4.5x，|x|⩽29sign(x)，|x|>2　
式中，r2为扣件横向阻力，单位为kN/m。
采用线性弹簧单元模拟垫板与弹条竖向刚度，扣件竖向刚度取值为35 kN/mm。
将各桥制动墩纵向刚度统一取为1000 kN/cm[16]，采用梁单元根据各桥结构尺寸模拟钢轨、梁体和拱肋，线性杆单元模拟吊杆，吊杆和拱肋连接处均为刚性连接。在桥两端各建100 m路基段以消除边界效应，墩底桩土共同作用采用6个自由度的等效刚度矩阵模拟，桥面铺装等二期恒载采用质量单元模拟。
建立大跨度拱桥与轨道系统地震响应模型，如图2所示。
根据场地特征周期值选取El-Centro地震波、Taft地震波和Hollywood地震波分别对各拱桥进行激励，地震波持续时间为包含地震动峰值的前30 s[17]。采用Newmark积分法求解地震作用下梁-轨相互作用。为模拟行波效应，采用多点激励的大质量法来模拟地震运动，在各墩台底部和路基上建立大质量单元，在大质量单元上施加纵向激励[12]。
2　大跨度拱桥-轨道系统的动力特性
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采用Rayleigh阻尼，阻尼比ξ取为0.05，阻尼系数α和β按下式取值：
α=2ξω1ω2ω1+ω2，β=2ξ1ω1+ω2　
式中，ω1和ω2为对结构纵向振型贡献最大的前2阶频率。
采用特征向量分析确定各系统无阻尼自由振动的模态和频率，得到各系统的自振特性。对应的前5阶频率如表1所示。
各桥基频分别为0.68、0.59、0.23和0.14 Hz，对应主振型均表现为拱肋的横向弯曲，说明各桥横向刚度较小；由整体自振特性可知，跨度较大的拱桥刚度较小、自振频率较小；提篮拱桥比系杆拱桥刚度大，梁体较晚发生变形。
3　纵向地震作用下系统的动力响应
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3.1　地震波的影响
分别分析El-Centro波、Taft波和Hollywood波（加速度峰值取为0.3g）作用下各拱桥-轨道系统动力响应，结果如图3和表2所示。
由图3和表2可知，在纵向地震作用下，各拱桥-轨道系统的钢轨应力包络图呈“双菱形”反对称分布，钢轨应力最大值均出现在梁端附近，最大应力值分别为193.5、204.8、421.1和468.7 MPa；各拱桥在拱脚处的拱肋轴力最大。对比结构内力分布和最大值可知，一致激励作用下，El-Centro波和Hollywood波对各拱桥-轨道系统的影响程度较为接近，而Taft波对各拱桥-轨道系统的影响差异较大。
3.2　地震强度的影响
选用El-Centro波，分别设置地震加速度峰值为0.1g、0.3g和0.57g以代表不同地震强度，分析各拱桥-轨道系统地震响应，结果如图4和表3所示。
由图4和表3可知，不同强度地震作用下拱桥-轨道系统中钢轨纵向力分布规律较为相似，地震强度对主跨梁段范围内的钢轨纵向应力值影响不大。各系统的钢轨应力最大值均出现在梁端附近，且随着地震强度的增大而增大；地震加速度峰值为0.57g时钢轨应力最大值分别为368.1、389.3、519.1和548.9 MPa；与峰值为0.1g时相比，各桥钢轨应力最大值分别增大了470.5%、457.3%、201.3%和158.6%。拱肋轴力最大值随着地震强度的增大而增大，加速度峰值为0.57g时比0.1g时各桥拱肋轴力分别增大了505.6%、547.1%、532.0%和589.4%。
4　行波效应下系统的地震响应
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4.1　地震波的影响
设视波速为200 m/s，地震波行进方向为从左往右，分别计算El-Centro波、Taft波和Hollywood波（加速度峰值取为0.3g）3种地震波作用下各拱桥-轨道系统的动力响应，结果如图5所示。
由图5和表4可知，考虑行波效应时，各拱桥-轨道系统在不同地震作用下的钢轨应力包络图分布较为均匀，钢轨应力最大值均出现在梁端，分别为420.6、409.5、701.4和835.2 MPa；跨中处钢轨也承受较大纵向力，分别为219.8、238.9、132.0和503.4 MPa。与Taft波相比，El-Centro波和Hollywood波在桥梁跨中处产生的钢轨应力更小，行波效应的影响更小。跨度较小时El-Centro波作用下拱肋轴力最大，跨度增大后Taft波作用下拱肋轴力最大。
4.2　视波速的影响
以0.3g El-Centro波为例，分析视波速分别为200、400、600和800 m/s的行波效应下各拱桥-轨道系统地震响应，结果如图6所示。
由图6和表5可知，对比桥梁跨中处钢轨受力，一致激励下受力很小，行波效应下却承受较大纵向力，最大可达503.4 MPa。不同视波速的行波效应下各桥钢轨应力最大值均出现在梁端，分别为420.6、409.5、694.7和835.2 MPa，各桥钢轨应力最大值在视波速为200 m/s的行波效应下比一致激励分别大117.4%、99.8%、142.7%和149.2%。视波速对行波效应下钢轨应力分布影响较大，视波速越小，产生的钢轨应力越大；视波速越大，钢轨应力分布越接近一致激励。行波效应会显著增大拱肋轴力，但视波速对拱肋轴力的影响规律并不明显。
5　结论
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通过分析4种不同形式大跨度拱桥地震响应特性，研究了一致激励和行波效应下大跨度拱桥-轨道系统动力响应规律，得到以下主要结论：
(1) 拱桥-轨道系统地震响应与地震频谱特性有关，不同地震波作用下系统内力存在差异。总体而言，一致激励作用下，钢轨应力包络图呈“双菱形”反对称分布，应力最大值出现在梁端，拱肋轴力最大值出现在拱脚处。
(2) 一致激励作用下，地震强度的变化主要影响梁端附近钢轨应力，对中间梁段钢轨应力影响较小，拱肋轴力也随地震强度的增大而增大。
(3) 行波效应对拱桥-轨道系统地震响应影响较大，梁端附近钢轨应力最大值比一致激励增大110%~150%，拱肋轴力也显著增大；钢轨应力分布较为均匀，跨中处钢轨也承受较大纵向力，最大应力值可达503.4 MPa。
(4) 视波速对行波效应下系统受力影响显著，视波速越小，钢轨纵向力越大，且随着视波速的增加，钢轨应力分布逐渐接近一致激励。在行波效应下地震响应分析中应考虑视波速的影响。
基金
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  • 国家自然科学基金资助项目(52278470)
  • 中国中铁股份有限公司科技研究开发计划(2022-重大-04)
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2025年第38卷第5期
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doi: 10.16385/j.cnki.issn.1004-4523.2025.05.021
  • 接收时间：2023-04-06
  • 首发时间：2026-02-12
  • 出版时间：2025-05-10
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  • 收稿日期：2023-04-06
  • 修回日期：2023-09-13
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国家自然科学基金资助项目(52278470)
中国中铁股份有限公司科技研究开发计划(2022-重大-04)
作者信息
    1.中南大学土木工程学院，湖南 长沙 410075
    2.高速铁路建造技术国家工程研究中心，湖南 长沙 410075

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闫斌（1984—），男，博士，副教授。E-mail：
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2种不同金属材料的力学参数
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Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
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
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
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
栓菌属 Trametes 5 2.39
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