风荷载作用下高速铁路声屏障结构的动力响应分析  

Dynamic Response Analysis of High-speed Railway Noise Barrier Structure under Wind Load

作　　者：刘功玉 罗文俊[2] 李恒斌 LIU Gongyu;LUO Wenjun;LI Hengbin(The Operating Branch,Hefei Urban Rail Transit Co.,Ltd.,230601,Hefei,China)

机构地区：[1]合肥城市轨道交通有限公司运营分公司,合肥230601 [2]华东交通大学铁路环境振动与噪声教育部工程研究中心,南昌330013 [3]广州地铁集团有限公司运营事业总部,广州510310

出　　处：《城市轨道交通研究》2019年第9期27-31,共5页Urban Mass Transit

基　　金：国家自然科学基金项目(51468021);江西省杰出青年人才资助计划(20162BCB23048);江西省自然科学基金项目(20161BAB206160)

摘　　要：基于通用有限元软件ANSYS,建立了8跨插板式声屏障有限元分析模型,并对其在自然风荷载、脉动风荷载、以及二者叠加荷载作用下声屏障立柱的顶端位移峰值进行动力响应分析。结果表明:自然风速越高,立柱顶端位移峰值越大;脉动风荷载作用下声屏障立柱顶端的位移及加速度峰值具有延迟性,在倒数第二根立柱的位移和加速度峰值最大;自然风和脉动风叠加荷载作用下,声屏障立柱顶端位移峰值并不简单等于二者单独作用下声屏障立柱顶端位移峰值之和;对位移峰值进行傅立叶变换可以得到,不同列车速度下声屏障立柱位移频谱基本在10 Hz以内,其中2~8 Hz峰值明显。在进行声屏障设计时,建议将结构自振频率设置在15 Hz以上。Based on the general finite element software ANSYS,a finite element analysis model of 8-span plug-in sound barrier is established,the dynamic responses of the sound barrier column top under the actions of natural wind load,fluctuating wind load and two superimposed loads are analyzed respectively.The results show that the higher the natural wind speed,the greater the peak displacement at the column top.The peak value of displacement and acceleration at each column top of the sound barrier is delayed under the fluctuating wind load,but the peak value of displacement and acceleration is the largest on the last but one column.When the natural wind and fluctuating wind superimposed on the sound barrier,the peak displacement at the column top of sound barrier is not simply equal to the sum of the peak displacement of the sound barrier when the two loads act separately.Through Fourier transform of peak displacement,the spectrum of column displacement under different train speed is obtained,which is basically within 10 Hz with 2~8 Hz peak value.So,in the sound barrier design,it is recommended that the natural frequency of the structure should be set above 15 Hz.

关 键 词：高速铁路 插板式声屏障 风荷载 立柱顶端位移 频谱分析 

分 类 号：U216.41[交通运输工程—道路与铁道工程] U238