Analytical Investigation of Progressive Collapse Resistance Mechanism in Steel Moment Frame with Fiber Model

刘传卿; 梅佐云; 孙海峰

doi:10.13409/j.cnki.jdpme.2013.04.010

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Analytical Investigation of Progressive Collapse Resistance Mechanism in Steel Moment Frame with Fiber Model

更新时间：2025-12-11

- Analytical Investigation of Progressive Collapse Resistance Mechanism in Steel Moment Frame with Fiber Model
- Vol. 33, Issue 4, Pages: 424-429(2013)
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- DOI：10.13409/j.cnki.jdpme.2013.04.010
  CLC： U391
- Published：2013
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[1]刘传卿,梅佐云,孙海峰.基于纤维模型的钢框架连续倒塌抗力机制分析[J].防灾减灾工程学报,2013,33(04):424-429.

刘传卿, 梅佐云, 孙海峰. Analytical Investigation of Progressive Collapse Resistance Mechanism in Steel Moment Frame with Fiber Model[J]. 2013, 33(4): 424-429.
[1]刘传卿,梅佐云,孙海峰.基于纤维模型的钢框架连续倒塌抗力机制分析[J].防灾减灾工程学报,2013,33(04):424-429. DOI： 10.13409/j.cnki.jdpme.2013.04.010.

刘传卿, 梅佐云, 孙海峰. Analytical Investigation of Progressive Collapse Resistance Mechanism in Steel Moment Frame with Fiber Model[J]. 2013, 33(4): 424-429. DOI： 10.13409/j.cnki.jdpme.2013.04.010.

摘要

利用基于纤维模型的梁柱单元建立了框架结构的连续倒塌分析模型。基于Pushdown分析方法

开展了不同破坏工况下的连续倒塌分析

研究局部破坏后剩余结构的连续倒塌抗力机制。分析结果表明

破坏位置不同

剩余结构的抗倒塌机制也不同。在中柱破坏的工况下

剩余结构具备由抗弯机制与悬链线机制提供的抗倒塌承载能力

并且在失效跨内仅有底部第1、第2层梁演化出悬链线效应机制并提供竖向抗倒塌承载力

其余梁体在抗弯机制失效后

未演化出悬链线效应机制。在边柱破坏的工况下

剩余结构仅具备由抗弯机制提供的抗倒塌承载能力

失效跨内梁体均未演化出悬链线效应机制。

Abstract

An advanced finite element model was presented based on fiber beam-column element.In order to investigate the resistance mechanism of steel frame structure subjected to progressive collapse

non-linear static Pushdown analysis was carried out in two cases.The center column was removed in one case while the boundary column collapsed in the other.Analytical results show that the residual structure has different resistance mechanism in the two cases.In the case of middle column removal

bending resistance and catenary action resistance offer the anti-collapse capability of the residual frame structure

and catenary action effect is developed only in the first and second floor beams in the damaged bay

other beams do not form the catenary action.In the boundary column removed case

only bending resistance provides resistance capacity to the remaining beams

catenary action cannot form in any beams in damaged bay.

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references

结构的坚固性及钢筋混凝土房屋防连续倒塌设计概念 [J]. 胡庆昌. 建筑结构 . 2008(01)

Testing and Analysis of Steel and Concrete Beam-Column Assemblies under a Column Removal Scenario [J] . Fahim Sadek,Joseph A. Main,H. S. Lew,Yihai Bao. Journal of Structural Engineering . 2011 (9)

Progressive collapse of cold-formed steel framed structures [J] . Sang-Wook Bae,Roger A. LaBoube,Abdeldjelil Belarbi,Ashraf Ayoub. Thin-Walled Structures . 2008 (7)

Progressive‐Failure Analysis of Buildings Subjected to Abnormal Loading [J] . D. E.Grierson,L.Xu,Y.Liu. Computer‐Aided Civil and Infrastructure Engineering . 2005 (3)

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