Full Text:   <9007>

CLC number: TU312+.3

On-line Access: 2012-05-04

Received: 2011-11-02

Revision Accepted: 2012-01-04

Crosschecked: 2012-04-05

Cited: 12

Clicked: 7173

Citations:  Bibtex RefMan EndNote GB/T7714

-   Go to

Article info.
1. Reference List
Open peer comments

Journal of Zhejiang University SCIENCE A 2012 Vol.13 No.5 P.323-334


Comparison of various procedures for progressive collapse analysis of cable-stayed bridges

Author(s):  Jian-guo Cai, Yi-xiang Xu, Li-ping Zhuang, Jian Feng, Jin Zhang

Affiliation(s):  Key Laboratory of C&PC Structures of Ministry of Education, Southeast University, Nanjing 210096, China; more

Corresponding email(s):   caijg_ren@hotmail.com, fengjian@seu.edu.cn

Key Words:  Progressive failure, Structural failures, Collapse, Linear analysis, Nonlinear analysis, Dynamic analysis, Cable-stayed bridges

Share this article to: More |Next Article >>>

Jian-guo Cai, Yi-xiang Xu, Li-ping Zhuang, Jian Feng, Jin Zhang. Comparison of various procedures for progressive collapse analysis of cable-stayed bridges[J]. Journal of Zhejiang University Science A, 2012, 13(5): 323-334.

@article{title="Comparison of various procedures for progressive collapse analysis of cable-stayed bridges",
author="Jian-guo Cai, Yi-xiang Xu, Li-ping Zhuang, Jian Feng, Jin Zhang",
journal="Journal of Zhejiang University Science A",
publisher="Zhejiang University Press & Springer",

%0 Journal Article
%T Comparison of various procedures for progressive collapse analysis of cable-stayed bridges
%A Jian-guo Cai
%A Yi-xiang Xu
%A Li-ping Zhuang
%A Jian Feng
%A Jin Zhang
%J Journal of Zhejiang University SCIENCE A
%V 13
%N 5
%P 323-334
%@ 1673-565X
%D 2012
%I Zhejiang University Press & Springer
%DOI 10.1631/jzus.A1100296

T1 - Comparison of various procedures for progressive collapse analysis of cable-stayed bridges
A1 - Jian-guo Cai
A1 - Yi-xiang Xu
A1 - Li-ping Zhuang
A1 - Jian Feng
A1 - Jin Zhang
J0 - Journal of Zhejiang University Science A
VL - 13
IS - 5
SP - 323
EP - 334
%@ 1673-565X
Y1 - 2012
PB - Zhejiang University Press & Springer
ER -
DOI - 10.1631/jzus.A1100296

Alternate path (AP) method is the most widely used method for the progressive collapse analysis, and its application in frame structures has been well proved. However, the application of AP method for other structures, especially for cable-stayed structures, should be further developed. The four analytical procedures, i.e., linear static, nonlinear static, linear dynamic, and nonlinear dynamic were firstly improved by taking into account the initial state. Then a cable-stayed structure was studied using the four improved methods. Furthermore, the losses of both one cable and two cables were discussed. The results show that for static and dynamic analyses of the cable-stayed bridges, there is large difference between the results obtained from simulations starting with either a deformed or a nondeformed configuration at the time of cable loss. The static results are conservative in the vicinity of the ruptured cable, but the dynamic effect of the cable loss in the area farther away from the loss-cable cannot be considered. Moreover, the dynamic amplification factor of 2.0 is found to be a good estimate for static analysis procedures, since linear static and linear dynamic procedures yield approximately the same maximum vertical deflection. The results of the comprehensive evaluation of the cable failure show that the tread of the progressive failure of the cable-stayed bridges decreases when the location of the failed cables is closer to the pylon.

Darkslateblue:Affiliate; Royal Blue:Author; Turquoise:Article


[1]Agarwal, J., England, J., Blockley, D., 2006. Vulnerability analysis of structures. Structural Engineering International, 16(2):124-128.

[2]Alashker, Y., El-Tawil, S., Sadek, F., 2010. Progressive collapse resistance of steel-concrete composite floors. Journal of Structural Engineering, 136(10):187-196

[3]ASCE-7, 2002. Minimum Design Loads for Buildings and Other Structures. Reston, VA.

[4]Astaneh-Asl, A., 2008. Progressive Collapse of Steel Truss Bridges, the Case of I-35W Collapse. Proceedings of 7th International Conference on Steel Bridges, Guimarăes, Portugal.

[5]Bao, Y., Kunnath, S.K., El-Tawil, S., Lew, H.S., 2008. Macromodel-based simulation of progressive collapse: RC frame structures. Journal of Structural Engineering, 134(7):1079-1091.

[6]Buscemi, N., Marjanishvili, S., 2005. SDOF Model for Progressive Collapse Analysis. Proceedings of the Structures Congress and the Forensic Engineering Symposium, New York.

[7]DOD (Department of Defense), 2009. Unified Facilities Criteria (UFC): Design of Structures to Resist Progressive Collapse. Washington, DC.

[8]Ellingwood, B., Leyendecker, E., 1978. Approaches for design against progressive collapse. Journal of the Structural Division, 104(3):413-423.

[9]EN 1993-1-1:2005. Eurocode 3: Design of Steel Structures– Part 1-1: General Rules and Rules for Buildings. European Committee for Standardization, rue de Stassart, 36, B-1050 Brussels.

[10]FEMA (Federal Emergency Management Agency), 1997. NEHRP Guidelines for the Seismic Rehabilitations of Buildings (FEMA-273). Building Seismic Safety Council, Washington, DC.

[11]FIB (International Federation for Structural Concrete), 2005. Acceptance of Stay Cable Systems using Prestressing Steels. Lausanne.

[12]Fu, F., 2009. Progressive collapse analysis of high-rise building with 3-D finite element modeling method. Journal of Constructional Steel Research, 65(6):1269-1278.

[13]Fu, F., 2010. 3-D nonlinear dynamic progressive collapse analysis of multi-storey steel composite frame buildings —Parametric study. Engineering Structures, 32(12):3974-3980.

[14]Georgakopoulos, P.J., 2005. An Overview of Progressive Collapse in Structural Systems. Massachusetts Institute of Technology, UK.

[15]Grierson, D.E., Xu, L., Liu, Y., 2005. Progressive-failure analysis of buildings subjected to abnormal loading. Computer-Aided Civil and Infrastructure Engineering, 20:155-171.

[16]GSA (United States General Services Administration), 2003. Progressive Collapse Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization Project. Washington, DC.

[17]Hao, S., 2010. A note of the I-35W bridge collapse. Journal of Bridge Engineering, 15(5):608-614.

[18]Jenkins, B.M., 1997. Protecting Surface Transportation Systems and Patrons from Terrorist Activities: Case Studies of Best Security Practices and a Chronology of Attacks. MTI Report No. 97-04, Mineta Transportation Institute, San Jose, California.

[19]Kaewkulchai, G., Williamson, E., 2003. Dynamic Behavior of Planar Frames during Progressive Collapse. Proceedings of the 16th ASCE Engineering Mechanics Conference, Seattle, Washington University.

[20]Kaewkulchai, G., Williamson, E., 2004. Beam element formulation and solution procedure for dynamic progressive collapse analysis. Computers & Structures, 82(7-8):639-651.

[21]Khandelwal, K., El-Tawil, S., Kunnath, S.K., Lew, H.S., 2008. Macromodel-based simulation of progressive collapse: Steel frame structures. Journal of Structural Engineering, 134(7):1070-1078.

[22]Kim, J., An, D., 2009. Evaluation of progressive collapse potential of steel moment frames considering catenary action. The Structural Design of Tall and Special Buildings, 18(4):455-465.

[23]Kwasniewski, L., 2010. Nonlinear dynamic simulations of progressive collapse for a multistory building. Engineering Structures, 32(5):1223-1235.

[24]Lee, C.H., Kim, S., Han, K.H., Lee, K., 2009. Simplified nonlinear progressive collapse analysis of welded steel moment frames. Journal of Constructional Steel Research, 65(6):1130-1137.

[25]Liu, J.L., 2010. Preventing progressive collapse through strengthening beam-to-column connection, Part 2: Finite element analysis. Journal of Constructional Steel Research, 66(2):238-247.

[26]Marjanishvili, S., 2004. Progressive analysis procedure for progressive collapse. Journal of Performance of Constructed Facilities, 18(2):79-85.

[27]Marjanishvili, S., Agnew, E., 2006. Comparison of various procedures for progressive collapse analysis. Journal of Performance of Constructed Facilities, 20(4):365-374.

[28]Menchel, K., Massart, T.J., Rammer, Y., Bouillard, P., 2009. Comparison and study of different progressive collapse simulation techniques for RC structures. Journal of Structural Engineering, 135(6):685-697.

[29]PTI (Post Tensioning Institute), 2001. Recommendations for Stay Cable Design, Testing and Installation. Cable-Stayed Bridges Committee, Phoenix, USA.

[30]Scott, M.H., Fenves, G.L., 2010. Krylov subspace accelerated Newton algorithm: application to dynamic progressive collapse simulation of frames. Journal of Structural Engineering, 136(5):473-480.

[31]Starossek, U., 2006. Progressive Collapse of Bridges— Aspects of Analysis and Design. Proceedings of the International Symposium on Sea-Crossing Long-Span Bridges, Mokpo, Korea.

[32]Starossek, U., 2007. Typology of progressive collapse. Engineering Structures, 29(9):2302-2307.

[33]Val, D.V., Val, E.G., 2006. Robustness of frame structures. Structural Engineering International, 16(2):108-112.

[34]Wolff, M., Starossek, U., 2008. Robustness Assessment of a Cable-Stayed Bridge. Proceeding of the International Conference on Bridge Maintenance, Safety and Management, Seoul, Korea.

[35]Yan, D., Chang, C.C., 2009. Vulnerability assessment of cable-stayed bridges in probabilistic domain. Journal of Bridge Engineering, 14(4):270-278.

[36]Yan, D., Chang, C.C., 2010. Vulnerability assessment of single-pylon cable-stayed bridges using plastic limit analysis. Engineering Structures, 32(8):2049-2056

[37]Zoli, T.P., Steinhouse, J., 2007. Some Considerations in the Design of Long Span Bridges against Progressive Collapse. Available from http://www.pwri.go.jp/eng/ujnr/ tc/g/pdf/23/23-2-3zoli.pdf [Accessed on June 30, 2010].

Open peer comments: Debate/Discuss/Question/Opinion


Please provide your name, email address and a comment

Journal of Zhejiang University-SCIENCE, 38 Zheda Road, Hangzhou 310027, China
Tel: +86-571-87952783; E-mail: cjzhang@zju.edu.cn
Copyright © 2000 - 2024 Journal of Zhejiang University-SCIENCE