|Table of Contents|

Analysis on Impact Load and Damage Evolution of U-type Girder Under Train Lateral Collision(PDF)

《建筑科学与工程学报》[ISSN:1673-2049/CN:61-1442/TU]

Issue:
2019年04期
Page:
63-70
Research Field:
Publishing date:

Info

Title:
Analysis on Impact Load and Damage Evolution of U-type Girder Under Train Lateral Collision
Author(s):
ZHANG Jing-feng1;  JING Yuan1;  ZHANG Nan2;  LI Xiao-zhen3;  ZHANG Gang1
(1. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China; 2. School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China; 3. School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, Sichuan, China)
Keywords:
[WT]train derailment;  U-type girder;  collision analysis;  impact load;  damage evolution
PACS:
U24
DOI:
-
Abstract:
For the purpose of investigating the impact load characteristic and damage evolution process of U-type girder under derailed train collision, the numerical simulation was conducted under various impact masses, velocities and angles of vehicle through explicit dynamic analysis. The impact load time histories, as well as the peak values, mean values and impulses of impact loads were compared and analyzed. The damage characteristic and evolution of U-type girder were also studied and discussed under impact loads through nonlinear transient analysis. The analysis results demonstrate that the impact load presents a two-phase character. In the 1st phase, the impact load reaches its peak value instantly and the load duration is relatively short. Whereas the impact load is at a lower level and has a longer duration in the 2nd phase. The overall duration of impact loads ranges from 35 ms to 60 ms. The impact loads are less influenced by the vehicle impact mass, while the peak values and impact impulses of impact loads go up significantly and linearly with the increases of impact velocity and angle. The impact angle affects the mean value of impact load with a more prominent way than the impact velocity. The peak impact loads almost for all cases are 2.5 times larger than the mean impact loads with respect to time, and a maximum ratio of 3.5 can be obtained. The damage of U-type girder occurs at the web and bottom plate firstly, and then extends to transition zone of web and flange. The upper part of web suffers severe damage finally. The damage of U-type girder under impact load mainly occurs at the web, as well as the connection of web and bottom plate. The flange of U-type girder shows significant plastic lateral deformation under impact load. The weak region that suffers damage should be paid significant attention to the structure design.

References:

References:[KH*2D][WT][HT5”SS][CM2-3][1] [ZK(#][WB]李小珍,杨得旺,郑 净,等.轨道交通桥梁减振降噪研究进展[J].中国公路学报,2018,31(7):55-75,136.
[DW]LI Xiao-zhen,YANG De-wang,ZHENG Jing,et al.Review on Vibration and Noise Reduction of Rail Transit Bridges[J].China Journal of Highway and Transport,2018,31(7):55-75,136.
[CM2-3][2][DW]周顺华.城市轨道交通结构设计与施工[M].2版.北京:人民交通出版社,2017.
[DW]ZHOU Shun-hua.Structural Design and Construction in Urban Mass Transit[M].2nd ed.Beijing:China Communications Press,2017.
[CM2-3][3][DW]王彬力.城市轨道交通U型梁系统结构受力行为研究[D].成都:西南交通大学,2012.
[DW]WANG Bin-li.Research on U-girder System Structure Subjected to Force in Urban Rail Transit[D].Chengdu:Southwest Jiaotong University,2012.
[CM2-3][4][DW]雷虎军,李小珍.非一致地震激励下列车-轨道-桥梁耦合振动及行车安全性研究[J].中国铁道科学,2014,35(6):138-140.
[DW]LEI Hu-jun,LI Xiao-zhen.Coupling Vibration and Running Safety of Train-track-bridge System Under Non-uniform Seismic Excitations[J].China Railway Science,2014,35(6):138-140.
[CM2-3][5][DW]张景峰,韩万水,景 媛,等.列车脱轨撞击U型梁动力仿真模拟及损伤分析[J].铁道工程学报,2019,36(1):48-53.
[DW]ZHANG Jing-feng,HAN Wan-shui,JING Yuan,et al.Dynamic Simulation and Damage Investigation on the U-type Girder Subjected to Derailed Train Collision[J].Journal of Railway Engineering Society,2019,36(1):48-53.
[CM2-3][6][DW]向 俊,龚 凯,毛建红,等.高速列车运行安全性与桥梁防撞墙受力分析[J].铁道学报,2011,33(12):83-87.
[DW]XIANG Jun,GONG Kai,MAO Jian-hong,et al.Analysis on the Running Safety of High-speed Train and the Force of Bridge Collision-proof Wall[J].Journal of the China Railway Society,2011,33(12):83-87.
[CM2-3][7][DW]晏启祥,李 彬,张 蒙,等.200 km·h-1列车脱轨撞击作用下盾构隧道二次衬砌对管片衬砌的防护效果[J].中国铁道科学,2014,35(6):70-78.
[DW]YAN Qi-xiang,LI Bin,ZHANG Meng,et al.Protective Effect of Secondary Lining of Shield Tunnel on Segment Lining Under Derailment Impact at the Speed of 200 km·h-1[J].China Railway Science,2014,35(6):70-78.
[CM2-3][8][DW]晏启祥,李 彬,张 蒙,等.列车撞击荷载的有限元数值分析[J].西南交通大学学报,2016,51(1):1-7.
[DW]YAN Qi-xiang,LI Bin,ZHANG Meng,et al.Numerical Analysis of Train Impact Load with Finite Element Method[J].Journal of Southwest Jiaotong University,2016,51(1):1-7.
[CM2-3][9][DW]赵雅娜,刘艳辉,赵世春.高速脱轨列车作用下铁路客站结构反应分析[J].建筑结构,2012,42(增1):242-245.
[DW]ZHAO Ya-na,LIU Yan-hui,ZHAO Shi-chun.Reactions of Railway-station Under the Impact of Derailed High-speed Train[J].Building Structure,2012,42(S1):242-245.
[10][DW]GROB J,HAJDIN N.Train Derailment and Its Impact on Structures[J].Structural Engineering International,1993,3(2):88-94.
[11][DW]UIC777-2R,Structures Built over Railway Lines — Construction Requirements in the Track Zone[S].
[12][DW]EN 1991-1-7:2003,Eurocode 1:Actions on Structures.Part 1-7:General Actions — Accidental Actions[S].
[13][DW]ACI 358.1R-92,Analysis and Design of Reinforced and Prestressed-concrete Guideway Structures[S].
[14][DW]朱 翔,陆新征,杜永峰,等.列车脱轨后运行姿态模拟[J].振动与冲击,2014,33(23):145-149.
[DW]ZHU Xiang,LU Xin-zheng,DU Yong-feng,et al.Simulation for Running Attitude of a Train After Derailment[J].Journal of Vibration and Shock,2014,33(23):145-149.
[15][DW]ZENG Q,DIMITRAKOPOULOS E G.Vehicle-bridge Interaction Analysis Modeling Derailment During Earthquakes[J].Nonlinear Dynamics,2018,93(4):2315-2337.
[16][DW]Livermore Software Technology Corporation.LS-DYNA Keyword User's Manual[M].Livermore:Livermore Software Technology Corporation,2007.
[17][DW]高 祥.基于ANYSY/LS-DYNA的铁道车辆单车碰撞问题建模与仿真研究[D].北京:北京交通大学,2008.
[DW]GAO Xiang.Study on Modeling and Simulation of Crash Problems of Single Railway Vehicle Based on ANSYS/LS-DYNA[D].Beijing:Beijing Jiaotong University,2008.
[18][DW]宁 飞,剡建建,刘 贺.基于LS-DYNA的玻璃钢复合板抗侵彻能力分析[J].兵器装备工程学报,2013,34(11):45-47.
[DW]NING Fei,YAN Jian-jian,LIU He.Anti-penetration Performance Analysis of Glass Fiber Reinforced Plastics Composite Board Based on LS-DYNA[J].Journal of Ordnance Equipment Engineering,2013,34(11):45-47.
[19][DW][KG-*5]WRIGGERS P.Computational Contact Mechanics[M].Berlin:Springer-Verlag,2006.
[20][DW]FAN W,YUAN W C,CHEN B S.Steel Fender Limitations and Improvements for Bridge Protection in Ship Collisions[J].Journal of Bridge Engineering,2015,20(12):06015004.
[21][DW]张景峰.轻轨列车撞击U型梁碰撞动力仿真分析[R].西安:长安大学,2018.
[DW]ZHANG Jing-feng.Dynamic Simulation and Analysis of Light Rail Train-U-type Girder Lateral Collision[R].Xi'an:Chang'an Univeristy,2018.
[22][DW]MURRAY Y D,ABUODEH A Y,BLIGH R P.Evaluation of LS-DYNA Concrete Material Model 159[R].College Station:Texas A & M Transportation Institute,2007.
[23][DW]JIANG H,WANG J J,CHORZEPA M G,et al.Numerical Investigation of Progressive Collapse of a Multispan Continuous Bridge Subjected to Vessel Collision[J].Journal of Bridge Engineering,2017,22(5):04017008.
[24][DW]张景峰,詹刚毅,景 媛,等.船舶撞击双柱式桥墩破坏模式分析[J].长安大学学报:自然科学版,2018,38(6):146-154.
[DW]ZHANG Jing-feng,ZHAN Gang-yi,JING Yuan,et al.Analysis of Failure Patterns of Double-column Bridge Piers Subjected to Vessel Collision[J].Journal of Chang'an University:Natural Science Edition,2018,38(6):146-154.[ZK)][FL)][HT][ST][WT][HJ][LM]

Memo

Memo:
-
Last Update: 2019-07-26