高铁桥式站房结构的车致振动特性研究  

Research in train-induced vibration characteristics of bridge-style high speed railway station

作　　者：张俊 张丽娜 智国梁 胡文林 郭彤[2] 王少林 ZHANG Jun;ZHANG Lina;ZHI Guoliang;HU Wenlin;GUO Tong;WANG Shaolin(Suqian High-speed Railway Construction and Development Co.,Ltd.,Suqian 223800,China;School of Civil Engineering,Southeast University,Nanjing 210096,China;National Engineering Center for Digital Construction and Evaluation Technology of Urban Rail Transit,China Railway Design Corporation,Tianjin 300308,China)

机构地区：[1]宿迁市高速铁路建设发展有限公司,江苏宿迁223800 [2]东南大学土木工程学院,江苏南京210096 [3]中国铁路设计集团有限公司城市轨道交通数字化建设与测评技术国家工程研究中心,天津300308

出　　处：《地震工程与工程振动》2023年第2期222-231,共10页Earthquake Engineering and Engineering Dynamics

基　　金：中国国家铁路集团有限公司系统性重大项目(P2018G049);宿迁市交通局运输科技与成果转化项目(Sqjt2020-12);江苏省重点研发计划(BE2019107)。

摘　　要：桥式站房是高速铁路广泛采用的一种高架车站结构形式,其在高速列车通行状况下的振动舒适度亟需进一步研究。文中以国内高速铁路某典型桥式站房为研究对象,通过建立列车通过时的振源模型和车站有限元模型,求得各测点处的加速度时程数据,然后与现场测试数据进行对照,进而对站房结构站台层和候车层的车致振动特性进行了研究。分析结果表明:在列车高速运行荷载的作用下,靠近列车行车线路的站台层振动响应最大,加速度峰值为-0.15 m/s^(2);在水平方向上,站房结构车致振动水平与距行车线距离的远近有关,距行车线越远,振动水平成倍的衰减,其中对于候车层,C2响应点相比C1响应点振动响应减小了4~5倍;在竖直方向上,由于桥式车站特殊的结构形式,桥梁结构下方候车层处振动水平衰减并不明显;站房结构振动以低频为主,振动频率主要位于20~60 Hz之间,其中站台层的主频率在40 Hz左右,候车层的主频率在0~20 Hz之间;站台层的Z计权振动加速度级在60~75 dB之间,候车层在55~65 dB之间;各测点的峰值加速度和Z计权加速度级模拟值与实测值整体吻合较好,证明了文中振源荷载和有限元模型的准确性。The bridge-style station building as an elevated structure is widely used in high-speed railways,and its vibration comfort under the circumstance that trains pass at high speed deserves further investigation.A typical bridge-station building of domestic high-speed railway is the research object of this paper.By establishing the vibration source model and the station finite element model when the trains pass through,the acceleration time-domain data at each measuring point is obtained,then it is compared with the field test.The train-induced vibration characteristics of the platform layer and the waiting layer of the station building were studied.The analysis results show that when the trains pass at a high speed,the vibration response of the platform layer closing to the train line is the largest,and the acceleration peak value is-0.15 m/s^(2).In the horizontal direction,the train-induced vibration level of the station building is related to the distance from the traffic line.Vibration levels decay exponentially with distance from the traffic line.For the waiting floor,the vibration response of the C2 response point is reduced by 4 to 5 times compared with the C1 response point.In the vertical direction,due to the special structural form of the bridge-style railway station,the vibration level at the waiting floor below the bridge structure is not significantly attenuated.The vibration of the station building is mainly in low frequency,in the range of 20 Hz to 60 Hz.The main frequency of the platform layer is about 40 Hz,while that of the waiting layer is between 0 and 20 Hz.The Z-weighted vibration acceleration level of the platform layer is between 60 dB and 75 dB,while that of the waiting layer is between 55 dB and 65 dB.The simulated values of peak acceleration and Z-weighted acceleration level of each measuring point are in general close to the measured values,showing the accuracy of the vibration source load and the finite element model in this paper.

关 键 词：高架车站 振源荷载 车致振动 有限元分析 

分 类 号：TU248.1[建筑科学—建筑设计及理论]