Design of Long Span Bridges for Cable Loss

Cable loss and progressive collapse in cable-stayed bridges

“…Investigations as to realistic ranges of dynamic amplification factors are rare. Single values are calculated for an arch bridge in Zoli and Woodward (2005), in a simplified manner in Hyttinen et al (1994), and in Park et al (2007). In the following, the dynamic amplification factor will be determined for the systems described in Section 3.1, with the cables modelled as a series of truss elements with sag and as equivalent truss elements.…”

“…In the field of bridge engineering, comprehensive investigations are undertaken only sporadically. These are project-related (Starossek 1999, Zoli and Woodward 2005, Giuliani et al 2007 or dedicated to particular aspects like the effects of explosions and other accidental circumstances (Winget et al 2005, Son et al 2006. A holistic approach to progressive collapse and the establishment of design criteria is presented in Starossek (2009), Starossek and Wolff (2005) and Starossek (2006b).…”

A Study on Potential Progressive Collapse Responses of Cable-Stayed Bridges

“…The dynamic amplification factor (DAF) adopted by Wolff and Starossek (2009) is defined as (1) and the equivalent DAF (Zoli and Woodward 2005) due to sudden loss of cable(s) is calculated from (2) where S dyn(t) is the maximum/minimum value of the response at instant time t of the dynamic response, S healthy is the response obtained from the static analysis of the healthy bridge [ Figure 1(a)] and S F0 and S F1 are the responses obtained from the static analysis of case F0 and F1 shown in Figures 1(b) and 1(c), respectively.…”

“…In the next stage the cable is removed [ Figure 1(b)] and then the internal force of the removed cable with opposite sign, F init , is applied on the deck and tower [ Figure 1(c)] as recommended by Zoli and Woodward (2005) and PTI (2007). The S F1 values are taken from the results of this recent analysis [Figure 1(c)].…”

“…At the global level, most of the research on the potential progressive collapse response of cable stayed bridges take advantage of linear elastic FE models to determine the DAF for different structural components and investigate the contributing factors (such as bridge geometry, location of ruptured cable, load cases, duration of cable loss and damping ratio) on the magnitude of DAF (Zoli and Woodward 2005;Ruiz-Teran and Aparicio 2007;Wolff and Starossek 2009;Wolff and Starossek 2010;Starossek 2011). On the other hand, some researchers have used the sophisticated continuum-based FE models and hydro-codes for investigating the local behaviour of cable stayed bridges subjected to abnormal loads such as blast and fire Tang and Hao 2010;Son and Lee 2011;Wang 2011).…”