齿轨铁路桥上板式无砟轨道纵向力学特性研究  

Study on longitudinal mechanical properties of slab ballastless track on bridge with rack railway

作　　者：孔超 辛涛[1,2] 刘宗峰[3] 王森[1,2] 陈波 王宏阁[4] KONG Chao;XIN Tao;LIU Zongfeng;WANG Sen;CHEN Bo;WANG Hongge(School of Civil Engineering,Beijing Jiaotong University,Beijing 100044,China;Beijing Key Lab of Track Engineering,Beijing Jiaotong University,Beijing 100044,China;China Railway First Survey and Design Institute Group Ltd.,Xi'an 710043,China;China Railway Design Corporation,Tianjin 300142,China)

机构地区：[1]北京交通大学土木建筑工程学院,北京100044 [2]北京交通大学轨道工程北京市重点实验室,北京100044 [3]中铁第一勘察设计院集团有限公司,陕西西安710043 [4]中国铁路设计集团有限公司,天津300142

出　　处：《中南大学学报（自然科学版）》2024年第6期2404-2413,共10页Journal of Central South University:Science and Technology

基　　金：国家重点研发计划项目(2022YFB2602905);111引智基地项目(B20040)。

摘　　要：为研究齿轨铁路桥上铺设CRTSⅢ型板式无砟轨道的纵向力学特性,基于有限元理论和混凝土塑性损伤理论,建立齿轨-无砟轨道-桥梁精细化分析模型,分析不同坡度下轨道结构应力变化和变形规律。研究结果表明:上坡侧的轨道板端位置为荷载最不利位置。可在小于150‰坡度的齿轨铁路上直接应用CRTSⅢ型板式无砟轨道,坡度大于150‰时轨道板产生局部损伤;整体温度变化量为15~25℃时轨道板损伤较大。轨道纵向位移增长率随坡度增加逐渐减小,底座板位移增长率最大,150‰坡度时轨道最大位移为1.6 mm左右;底座板凹槽最大压缩量为0.52 mm,为增强凹槽限位能力,可调整凹槽上、下坡侧的垫层刚度。轨道与桥面层间约束不足,为相对不稳定层面,应采取增大桥面板凿毛程度、调整预埋钢筋规格等纵向稳定措施。In order to study the longitudinal mechanical characteristics of CRTS III slab track laid on bridge with rack railway,a fine analysis model of rack-slab track-bridge was established based on the finite element theory and the plastic damage theory of concrete.The results show that the position of the end of the track plate on the uphill side is the most unfavorable position of the load.CRTS III slab track can be directly applied on the track line with slope less than 150‰,and the slab will cause local damage when the slope is greater than 150‰.When the overall temperature variation is 15-25℃,the damage of the slab is greater.The growth rate of longitudinal displacement of the track gradually decreases with the increase of the slope,and the displacement of the base has the largest growth rate.The maximum displacement of the track is about 1.6 mm when the slope is 150‰.The maximum compression of the groove of the base is 0.52 mm.In order to enhance the groove limiting ability,the cushion stiffness on the upper and lower slopes of the groove can be adjusted.The constraint between the track and the bridge is insufficient.For the relatively unstable layer,longitudinal stability measures such as increasing the chiseling degree of the bridge and adjusting the specifications of the embedded steel bars should be taken.

关 键 词：齿轨铁路 无砟轨道 线路坡度 纵向受力 纵向位移 层间变形 

分 类 号：U234[交通运输工程—道路与铁道工程]