Structural Engineering and Mechanics

  • 제27권4호
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  • Pages.477-499
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  • 2007
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  • 1225-4568(pISSN)
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  • 1598-6217(eISSN)
테크노프레스 (Techno-Press)
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DOI QR코드

DOI QR Code

Ultimate behavior and ultimate load capacity of steel cable-stayed bridges

  • Choi, D.H. (Department of Civil Engineering, Hanyang University) ;
  • Yoo, H. (Department of Civil Engineering, Hanyang University) ;
  • Shin, J.I. (Department of Civil Engineering, Hanyang University) ;
  • Park, S.I. (Department of Civil Engineering, Hanyang University) ;
  • Nogami, K. (Department of Civil Engineering, Tokyo Metropolitan University)
  • 투고 : 2006.09.01
  • 심사 : 2007.08.01
  • 발행 : 2007.11.10
⟨ 이전 논문 다음 논문 ⟩

초록

The main purpose of this paper is to investigate the ultimate behavior of steel cable-stayed bridges with design variables and compare the validity and applicability of computational methods for evaluating ultimate load capacity of cable-stayed bridges. The methods considered in this paper are elastic buckling analysis, inelastic buckling analysis and nonlinear elasto-plastic analysis. Elastic buckling analysis uses a numerical eigenvalue calculation without considering geometric nonlinearities of cable-stayed bridges and the inelastic material behavior of main components. Inelastic buckling analysis uses an iterative eigenvalue calculation to consider inelastic material behavior, but cannot consider geometric nonlinearities of cable-stayed bridges. The tangent modulus concept with the column strength curve prescribed in AASHTO LRFD is used to consider inelastic buckling behavior. Detailed procedures of inelastic buckling analysis are presented and corresponding computer codes were developed. In contrast, nonlinear elasto-plastic analysis uses an incremental-iterative method and can consider both geometric nonlinearities and inelastic material behavior of a cable-stayed bridge. Proprietary software ABAQUS are used and user-subroutines are newly written to update equivalent modulus of cables to consider geometric nonlinearity due to cable sags at each increment step. Ultimate load capacities with the three analyses are evaluated for numerical models of cable-stayed bridges that have center spans of 600 m, 900 m and 1200 m with different girder depths and live load cases. The results show that inelastic buckling analysis is an effective approximation method, as a simple and fast alternative, to obtain ultimate load capacity of long span cable-stayed bridges, whereas elastic buckling analysis greatly overestimates the overall stability of cable-stayed bridges.

키워드

참고문헌

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피인용 문헌

  1. Second-order inelastic analysis of cable-stayed bridges vol.53, 2012, https://doi.org/10.1016/j.finel.2011.07.002
  2. A 3D nonlinear static analysis of long-span cable stayed bridges vol.5, pp.1-2, 2013, https://doi.org/10.1007/s12356-013-0033-8
  3. Improved system buckling analysis of effective lengths of girder and tower members in steel cable-stayed bridges vol.87, pp.13-14, 2009, https://doi.org/10.1016/j.compstruc.2009.01.010
  4. Ultimate Load Capacity of Cable-Stayed Bridges with Different Deck and Pylon Connections vol.19, pp.1, 2014, https://doi.org/10.1061/(ASCE)BE.1943-5592.0000501
  5. Simplified assessment of cable-stayed bridges buckling stability vol.114, 2016, https://doi.org/10.1016/j.engstruct.2016.02.001
  6. Approximate method for estimation of collapse loads of steel cable-stayed bridges vol.72, 2012, https://doi.org/10.1016/j.jcsr.2011.12.003