|Table of Contents|

Analysis on Progressive Collapse Resistance of Canopy Structure of High-speed Railway Station Based on Multi-scale Modeling(PDF)

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

Issue:
2022年03期
Page:
92-100
Research Field:
Publishing date:

Info

Title:
Analysis on Progressive Collapse Resistance of Canopy Structure of High-speed Railway Station Based on Multi-scale Modeling
Author(s):
LIU Chuan-ping1; 2;  WU Yi-tao2;  YANG Xing-ju1;  QIU Lu1;  LIN Feng1
(1. College of Civil Engineering, Tongji University, Shanghai 200092, China; 2. Tongji Architectural Design(Group)Co., Ltd., Shanghai 200092, China)
Keywords:
consistent multi-scale modeling;  canopy;  progressive collapse;  alternate path method;  explicit solution
PACS:
TU29
DOI:
10.19815/j.jace.2021.07060
Abstract:
The out-of-control train passing at high speed is one of the collapse risk sources of the canopy structure in the high-speed railway station. It is of great significance to analyze the progressive collapse resistance of the canopy structure. In order to balance the accuracy and efficiency of the finite element analysis, the consistent multi-scale finite element modeling method was applied, and the rationality and accuracy of this method applying to dynamic analysis of structural collapse were verified by the numerical example. Taking the two canopy structures of a high-speed railway station as examples, the area susceptible to the out-of-control trains was selected as the modeling area, and a multi-scale model was established using LS-DYNA. To investigate the progressive collapse resistance property of the canopy structures, the nonlinear dynamic behavior of residual structure after column removal was analyzed using alternate path method. The results show that for the steel roof canopy, the vertical displacement at the removal columns are 17.6, 13.1, 12.4 mm after removing the side column, reciprocal second column and middle column, associating with the rotation of their beam end of 0.001 5, 0.001 1, 0.001 1 rad respectively, which are all less than the limit value of 0.009 6 rad specified in the code. As a result, the structure does not collapse under the three scenarios of column removal. For the reinforced concrete roof canopy, after the removal of side column and reciprocal second column, the structure partially collapses. However, the collapse does not spread, resulting in no progressive collapse. After removing the middle column, the vertical displacement of the removal column is 88.6 mm, and the corresponding rotation of the beam end is 0.007 7 rad, which is far less than the limit value of 0.04 rad specified in the code and means no happening of collapse.

References:

[1] Design of Structures to Resist Progressive Collapse:DoD 2010[S].Washington DC:Department of Defense,2010.
[2]建筑结构抗倒塌设计规范:CECS 392—2014[S].北京:中国计划出版社,2015.
Code for Anti-collapse Design of Building Structures:CECS 392—2014[S].Beijing:China Planning Press,2015.
[3]LIU C,TAN K H,FUNG T C.Dynamic Behaviour of Web Cleat Connections Subjected to Sudden Column Removal Scenario[J].Journal of Constructional Steel Research,2013,86:92-106.
[4]QIAN K,LI B.Dynamic and Residual Behavior of Reinforced Concrete Floors Following Instantaneous Removal of a Column[J].Engineering Structures,2017,148:175-184.
[5]QIAN K,LIANG S L,XIONG X Y,et al.Quasi-static and Dynamic Behavior of Precast Concrete Frames with High Performance Dry Connections Subjected to Loss of a Penultimate Column Scenario[J].Engineering Structures,2020,205:110115.
[6]ZHOU Y,HU X,PEI Y L,et al.Dynamic Load Test on Progressive Collapse Resistance of Fully Assembled Precast Concrete Frame Structures[J].Engineering Structures,2020,214:110675.
[7]陆新征,李 易,叶列平,等.钢筋混凝土框架结构抗连续倒塌设计方法的研究[J].工程力学,2008,25(增2):150-157.
LU Xin-zheng,LI Yi,YE Lie-ping,et al.Study on Design Method to Resist Progressive Collapse for Reinforced Concrete Frames[J].Engineering Mechanics,2008,25(S2):150-157.
[8]LU X Z,LI Y,YE L P,et al.Study on the Design Methods to Resist Progressive Collapse for Building Structures[C]//XU B,XIAO Y,HU J P,et al.Proceedings of 10th International Symposium on Structural Engineering for Young Experts.Changsha:Science Press,2008.
[9]陆新征,林旭川,叶列平.多尺度有限元建模方法及其应用[J].华中科技大学学报(城市科学版),2008,25(4):76-80.
LU Xin-zheng,LIN Xu-chuan,YE Lie-ping.Multiscale Finite Element Modeling and Its Application in Structural Analysis[J].Journal of Huazhong University of Science and Technology(Urban Science Edition),2008,25(4):76-80.
[10]ZHENG Z Y,LI Z X,CHEN Z W.Adaptive Multiscale Analyses on Structural Failure Considering Localized Damage Evolution on Vulnerable Joints[J].Archives of Civil and Mechanical Engineering,2014,14(2):304-316.
[11]BROUGHTON J Q,ABRAHAM F F,BERNSTEIN N,et al.Concurrent Coupling of Length Scales:Methodology and Application[J].Physical Review B,1999,60(4):2391-2403.
[12]YUE J G,FAFITIS A,QIAN J,et al.Application of 1D/3D Finite Elements Coupling for Structural Nonlinear Analysis[J].Journal of Central South University,2011,18(3):889-897.
[13]YU Y,CHAN T H T,SUN Z H,et al.Mixed-dimensional Consistent Coupling by Multi-point Constraint Equations for Efficient Multi-scale Modeling[J].Advances in Structural Engineering,2012,15(5):837-853.
[14]吴 强,钱 江,黄 维.基于ANSYS软件钢筋混凝土框架结构多尺度数值分析[J].结构工程师,2014,30(1):26-32.
WU Qiang,QIAN Jiang,HUANG Wei.Multi-scale Numerical Analysis on a Reinforced-concrete Frame Structure by Using ANSYS[J].Structural Engineers,2014,30(1):26-32.
[15]SURANA K S.Transition Finite Elements for Axisymmetric Stress Analysis[J].International Journal for Numerical Methods in Engineering,1980,15(6):809-832.
[16]COFER W F,WILL K M.A Three-dimensional,Shell-solid Transition Element for General Nonlinear Analysis[J].Computers & Structures,1991,38(4):449-462.
[17]MCCUNE R W,ARMSTRONG C G,ROBINSON D J.Mixed-dimensional Coupling in Finite Element Models[J].International Journal for Numerical Methods in Engineering,2000,49(6):725-750.
[18]李宏男,王大东.钢筋混凝土结构多尺度建模与数值分析[J].建筑科学与工程学报,2014,31(2):20-25.
LI Hong-nan,WANG Da-dong.Multi-scale Finite Element Modeling and Numerical Analysis of Reinforced Concrete Structure[J].Journal of Architecture and Civil Engineering,2014,31(2):20-25.
[19]刘超洋,彭志涵,何春凯,等.一致多尺度组合多点约束法优化研究[J].建筑科学,2020,36(7):1-7.
LIU Chao-yang,PENG Zhi-han,HE Chun-kai,et al.Research of Combined Multi-point Constraint Method for Consistent Multi-scale Modeling[J].Building Science,2020,36(7):1-7.
[20]LIU C,FUNG T C,TAN K H.Dynamic Performance of Flush End-plate Beam-column Connections and Design Applications in Progressive Collapse[J].Journal of Structural Engineering,2016,142(1):04015074.
[21]Livermore Software Technology Corporation.LS-DYNA Keyword User's Manual[M].Livermore:Livermore Software Technology Corporation,2015.

Memo

Memo:
-
Last Update: 2022-05-30