跨“V”形峡谷大跨度铁路悬索桥减震研究  

Research on Seismic Reduction of Long-Span Railway Suspension Bridge Located over V-Shaped Canyon

作　　者：江辉 宋光松[3] 郭辉 曾聪 卢文良[3] 刘展铄[4] 周勇政 何友娣 JIANG Hui;SONG Guangsong;GUO Hui;ZENG Cong;LU Wenliang;LIU Zhanshuo;ZHOU Yongzheng;HE Youdi(China Academy of Railway Sciences Corporation Limited,Beijing 100081,China;State Key Laboratory for Track Technology of High-Speed Railway,Beijing 100081,China;School of Civil Engineering,Beijing Jiaotong University,Beijing 100044,China;Transport Planning and Research Institute Ministry of Transport,Beijing 100028,China;China Railway Economic and Planning Research Institute,Beijing 100038,China;China Railway Major Bridge Reconnaissance&Design Group Co.,Ltd.,Wuhan Hubei 430056,China)

机构地区：[1]中国铁道科学研究院集团有限公司,北京100081 [2]高速铁路轨道技术国家重点实验室,北京100081 [3]北京交通大学土木建筑工程学院,北京100044 [4]交通运输部规划研究院,北京100028 [5]中国铁路经济规划研究院有限公司,北京100038 [6]中铁大桥勘测设计院集团有限公司,湖北武汉430056

出　　处：《中国铁道科学》2022年第1期63-74,共12页China Railway Science

基　　金：国家自然科学基金资助项目(51378050,51727813);中国国家铁路集团有限公司系统性重大课题(P2019G002);高等学校学科创新引智计划(“111计划”)资助项目(B13002);北京市自然科学基金资助项目(8192035);中国铁道科学研究院集团有限公司院基金课题(2019YJ193)。

摘　　要：以位于高烈度区、跨"V"形峡谷的千米级跨径铁路悬索桥为研究对象,建立全桥精细化数值模型,通过设计和罕遇地震动的一致激励和考虑"V"形峡谷地形效应的非一致激励下桥梁结构的响应分析,进行该桥的抗震性能和减震研究。结果表明:非一致激励地震动作用下,该桥的主塔内力、纵桥向梁端位移、主缆和吊杆拉应力等相对一致激励均有不同程度的降低,但主塔变厚度处截面弯矩接近设计限值,主梁梁端及柔性中央扣的地震响应超限;采用耗能型中央扣可使纵桥向梁端位移降低49.78%,并解决柔性中央扣拉应力超限破坏的问题,但会增大西侧主塔的内力响应;在塔梁连接处设置黏滞阻尼器可使主塔弯矩、剪力及梁端位移分别降低19.87%,14.20%和70.55%,但柔性中央扣仍因应力过大而被破坏;采用耗能型中央扣+黏滞阻尼器可使主塔弯矩、主塔剪力、梁端位移、主缆应力、吊杆应力分别下降24.01%,18.84%,72.42%,7.14%和11.38%,耗能型中央扣峰值内力未超出其极限承载力,有效地控制了结构关键构件的地震响应,满足该桥的抗震设防要求。Taking the kilometer-scale-span railway suspension bridge located in high-intensity area and crossed V-shaped canyon as the research object,the refined numerical model of the full bridge was established.Based on the response analyses of the bridge structure with the uniform excitation and non-uniform excitation considering the V-shaped canyon topography effect of the design and rare ground motion,the seismic performance and reduction of the bridge were studied.The results show that under non-uniform excitation,the internal force of the main tower,the longitudinal displacement of girder end,the tensile stress of cable and suspender are lower in different degrees than those under uniform excitation.While the bending moments at the main tower sections with variable thickness are close to the design limit,and the seismic response of the main girder end and flexible central buckle exceed the limit.Using energy-dissipating central buckle can reduce the longitudinal displacement of girder end by 49.78%,and solve the over-limit failure of tensile stress for flexible central buckle,but it will increase the internal force response of the west main tower.With setting viscous damper at the tower-girder connection,the bending moment,shear force and girder end displacement of the main girder can be reduced by 19.87%,14.20%,and 70.55%respectively.However,the flexible central buckles are still damaged due to the excessive stress.The bending moment and shear force of the main tower,the girder end displacement,the stress of the main cable and suspender can be reduced by 24.01%,18.84%,72.42%,7.14%,and 11.38%respectively by using the energy-dissipating central buckle and viscous damper.The peak internal force of energy-dissipating central buckle does not exceed the ultimate bearing capacity,which effectively controls the seismic response of the key structure members and meets the seismic fortification requirements of the bridge.

关 键 词：铁路 悬索桥 大跨度 非一致激励 设计地震 罕遇地震 耗能型中央扣 黏滞阻尼器 

分 类 号：U448.25[建筑科学—桥梁与隧道工程]