摘要
为分析桥上扣件失效状态对高速列车-多跨简支梁桥系统动力响应的影响,考虑弹条和轨下垫板的非线性力学特征,建立WJ-8型扣件系统的精细化空间力学模型。再基于多刚体列车模型、CRTSⅢ型无砟轨道-简支梁有限元模型,建立考虑多种扣件失效特征的车-轨-桥耦合系统动力分析模型。经大量参数计算分析,研究扣件失效形式、失效数量和桥上失效位置等对车桥系统动力响应的影响。计算结果表明:单个(对)扣件失效对桥梁动力响应的影响不大,对列车和钢轨动力响应的影响较为明显,其中扣件完全失效相比仅弹条失效影响更大,且对轮轨的影响主要集中在失效侧;列车和轨道的动力响应都随着扣件连续失效数量的增大而增大,连续5个扣件完全失效时,列车脱轨系数达到0.524,轮重减载率超过安全限值;扣件失效对附近钢轨和正常扣件的动力响应产生显著影响,紧邻失效区间前方一个扣件的支反力增幅最大,连续3个扣件完全失效时其增幅可达146.10%,有必要关注失效扣件临近区域的扣件和钢轨发生损伤的风险;扣件相对于桥梁的失效位置亦会显著影响系统的动力响应,随着扣件失效位置从桥墩往跨中变化时,列车的竖向加速度和Sperling指标总体呈现逐渐增大的趋势。当扣件失效位置位于跨中和桥墩时,钢轨下挠和上拱值分别达到最大。
To analyze the influence of fastener failure status on the bridge on the dynamic response of the trainbridge system,a refined spatial mechanical model of the WJ-8 fastener system was established,taking into account the nonlinear mechanical properties of the spring clip and the rail pad.Based on the multi-body train model and the finite element model of the CRTS III ballastless track-simply supported beam,a dynamic analysis model for the train-track-bridge coupling system that can consider multiple status of fastener failure was established.The influence of different modes,quantity,and locations of fastener failures on the dynamic response of the coupling system were researched by extensive calculation and analysis of parameters.The calculation results indicate that single(pair of)fastener failure has limited impact on the dynamic response of the bridge,but significantly affects train and rail.And complete fastener failure has a greater impact than spring clip failure,and the influence on the wheel/rail is mainly localized on the failed side.The dynamic response of train and track increase with the increase in the number of continuous fastener failures.The derailment coefficient reaches 0.524,and the wheel unloading rate exceeds the safety limit when five consecutive fasteners fail completely.Fastener failures significantly impact the dynamic responses of nearby rails and functioning fasteners.The reaction force of the fastener immediately preceding the failed section has the largest increase,reaching 146.10%with the case of 3 consecutive failed fasteners.It is crucial to monitor the risk of damage to fasteners and rails in the vicinity of failed fasteners.The location of the fastener failures relative to the bridge significantly affect the dynamic response of the system.As the location of the failed fastener moves from the pier towards the mid-span,the vertical acceleration and Sperling index of the train generally show a gradually increasing trend.The rail downward deflection and upward arching value reach their maximums respectively when the position of the fastener failure is located at the mid-span and the pier.
作者
段彬鑫
谌启发
郭文华
陈定市
郭柳君
DUAN Binxin;CHEN Qifa;GUO Wenhua;CHEN Dingshi;GUO Liujun(School of Civil Engineering,Central South University,Changsha 410075,China;China Railway Fifth Survey and Design Institute Group Co.,Ltd.,Beijing 102600,China)
出处
《铁道科学与工程学报》
北大核心
2025年第5期2191-2204,共14页
Journal of Railway Science and Engineering
基金
国家自然科学基金资助项目(52078489)
湖南省自然科学基金资助项目(2022JJ30720)
中国铁建股份有限公司科研计划项目(2021-C56)
中铁第五勘察设计院集团有限公司科研计划项目(T5Y2021-A03)
中南大学中央高校基本科研业务费专项资金资助项目(2024ZZTS0494)。
关键词
扣件失效
高速列车
车-轨-桥耦合振动
行车安全性
非线性
fastener failure
high-speed train
train-track-bridge coupling vibration
running safety
nonlinear
