无砟轨道层间离缝植筋修复后的传力特性  

Force Transfer Characteristics of Interlayer Separation Joints of Ballastless Track After Planting Bar Repair

作　　者：阮舒敏 赵坪锐[1,2] 宁秋娴 李秋义 RUAN Shumin;ZHAO Pingrui;NING Qiuxian;LI Qiuyi(School of Aeronautic Science and Engineering,Southwest Jiaotong University,Chengdu 610031,China;MOE Key Laboratory of High-speed Railway Engineering,Southwest Jiaotong University,Chengdu 610031,China;Hubei Key Laboratory of Railway Track Safety Service,Wuhan 430063,China)

机构地区：[1]西南交通大学土木工程学院,成都610031 [2]西南交通大学高速铁路工程教育部重点实验室,成都610031 [3]铁路轨道安全服役湖北省重点实验室,武汉430063

出　　处：《铁道建筑》2022年第5期23-26,共4页Railway Engineering

基　　金：中铁第四勘察设计院集团有限公司科研重点课题(2020K156)。

摘　　要：为研究CRTSⅡ型板式无砟轨道结构轨道板与CA砂浆层的层间离缝植筋锚固修复后的传力机理及承载能力,建立精细化、小尺度有限元模型,模拟得出植筋后复合结构的劈拉荷载-位移曲线、剪切荷载-位移曲线,分析植筋修复后复合结构的抗拉、抗剪力学性能及层间破坏过程。结果表明:植筋修复后,无论受拉还是受剪,轨道板与CA砂浆界面均先开裂破坏,钢筋从注浆界面开始发生形变,植筋胶从层间黏结界面向锚固两端开裂;植筋修复后无砟轨道结构抗拉强度大于抗剪强度;复合结构劈拉荷载-位移曲线以位移0.52、1.76 mm为节点分为弹性、滑移和破坏三个阶段,剪切荷载-位移曲线以位移0.06、0.63 mm为节点分为弹性、屈服、破坏三个阶段,结构承载能力应针对拉伸和剪切两种受力情况下的弹性阶段来确定。In order to study the force transfer mechanism and bearing capacity of the interlayer separation joint between CRTSⅡ slab ballastless track structure and CA mortar after planting bar and anchorage repair,a refined and smallscale finite element model was established,the splitting tensile load-displacement curve and shear load-displacement curve of the composite structure after planting bar were simulated,and the tensile and shear mechanical properties and interlayer failure process of the composite structure after planting bar repair were analyzed. The results show that after planting bar repair,the interface between the track slab and CA mortar is cracked and damaged first,the steel bar deforms from the grouting interface,and the planting bar glue cracks from the interlayer bonding interface to both ends of the anchorage whether in tension or shear. The tensile strength of ballastless track structure after planting bar repair is greater than the shear strength. The splitting tensile load-displacement curve of composite structure is divided into three stages including elasticity,slip and failure with displacement of 0.52 and 1.76 mm as nodes,and the shear loaddisplacement curve is divided into such three stages as elasticity,yield and failure with displacement of 0.06 and 0.63 mm as nodes. The bearing capacity of the structure should be determined according to the elastic stage under tension and shear.

关 键 词：高速铁路 无砟轨道 传力机理 数值模拟 层间离缝 植筋锚固 弹性阶段 

分 类 号：U216.4[交通运输工程—道路与铁道工程]