Passive hybrid systems for earthquake protection of cable-stayed bridge

Soneji, B.B.; Jangid, R. S.

doi:10.1016/j.engstruct.2006.03.034

Cited by 83 publications

(32 citation statements)

References 24 publications

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“…is the relative velocity vector, Ẍ g is the relative acceleration In recent years, considerable attention has been paid to the research and development of structural control technologies, with particular emphasis on the alleviation of the seismic response of bridges. Thus far, many studies have examined structural control systems to reduce the earthquake-induced damage of CSBs in the longitudinal direction, such as base isolation with isolation bearings (Ali and Abdel-Ghaffar 1994;Li and Yuan 1998;Wesolowsky and Wilson 2003;Soneji and Jangid 2006;Soneji and Jangid 2010), passive control systems with viscous fluid dampers (VFDs) (Ali and Abdel-Ghaffar 1994;Seim 2002;Combault et al 2005;Ye and Fan 2006;Vader and McDaniel 2007), and hybrid control systems with a combination of passive and semiactive systems, passive and active systems, or passive and passive systems (Iemura and Pradono 2002;Bontempi et al 2003;Park et al 2003;Park et al 2003;Soneji and Jangid 2007). These studies have shown that structural control technologies can significantly reduce the seismic damage or response of CSBs, except for isolation technology, which increases the displacement response of the deck.…”

Section: Nonlinear Equation Of Motion and Energymentioning

confidence: 99%

Passive Hybrid System for Seismic Failure Mode Improvement of a Long-Span Cable-Stayed Bridges in the Transverse Direction

Xie

Sun

2014

Advances in Structural Engineering

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This paper presents a numerical study on the seismic damages and failure modes of a trial designed cable-stayed bridge (CSB) with a central span of 1,400 m under earthquake excitations. A passive hybrid control system is proposed to mitigate the seismic damage and improve the failure mode of the CSB; this is composed of a passive control system and several supplemental nonstructural links used as sacrificial energy dissipation devices. The passive control system, including conventional viscous fluid dampers (VFDs), is presented for comparison with the hybrid system. The results show that the top and bottom regions of the tower are simultaneously subjected to severe damage under extreme ground motion, indicating that the tower experiences an unexpected failure mode with double plastic hinges, whereas the piers experience a typical flexural failure mode, with only one plastic hinge concentrated at the bottom region of the pier in the transverse direction. The effects of the proposed passive hybrid control system on seismic damage control are superior to those of the passive control system with VFDs. As a result, the passive hybrid control strategy can successfully control seismic damage and effectively improve the failure mode of the CSB so that its seismic performance meets damage control targets based on seismic damage criteria.

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Section: Nonlinear Equation Of Motion and Energymentioning

confidence: 99%

Passive Hybrid System for Seismic Failure Mode Improvement of a Long-Span Cable-Stayed Bridges in the Transverse Direction

Xie

Sun

2014

Advances in Structural Engineering

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“…The first numerical studies on SDS applied to cable-stayed bridges isolated the deck from the supports with LRB, observing that the efficiency of the SDS is reduced by increasing the main span length of the bridge [12]. Soneji and Jangid [14] combined transverse and longitudinal VD units with sliding and elastomeric bearings (including LRB) to isolate the deck in a two-dimensional numerical model of the Quincy Bayview bridge (USA, 274-m main span). Soneji and Jangid [14] combined transverse and longitudinal VD units with sliding and elastomeric bearings (including LRB) to isolate the deck in a two-dimensional numerical model of the Quincy Bayview bridge (USA, 274-m main span).…”

Section: Introductionmentioning

confidence: 99%

Design of hysteretic dampers with optimal ductility for the transverse seismic control of cable‐stayed bridges

Cámara

Cristantielli

Suárez

et al. 2017

Earthq Engng Struct Dyn

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Cable-stayed bridges require a careful consideration of the lateral force exerted by the deck on the towers under strong earthquakes. This work explores the seismic response of cable-stayed bridges with yielding metallic dampers composed of triangular plates (TADAS) that connect the deck with the supports in the transverse direction. A design method based on an equivalent single-degree of freedom approximation is proposed. This is proved valid for conventional cable-stayed bridges with 200 and 400 m main spans, but not 600 m. The height of the plates is chosen to (1) achieve a yielding capacity that limits the maximum force transmitted from the deck to the towers, and to (2) control the hysteretic energy that the dampers dissipate by defining their design ductility. In order to select the optimal ductility and the damper configuration, a multi- objective response factor that accounts for the energy dissipation, peak damper displacement and low-cycle fatigue is introduced. The design method is applied to cable-stayed bridges with different spans and deck- support connections. The results show that the dissipation by plastic deformation in the dampers prevents significant damage in the towers of the short-to-medium span bridges under the extreme seismic actions . However, the transverse response of the towers in the bridge with 600 m span is less sensitive to the TADAS dampers

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“…When the damping coefficient comes to a certain range, the corresponding moment at the base of the tower with dampers may even exceed that of moment without damper installed. Soneji and Jangid (2007) found that FVDs can be more effective in controlling the peak isolator displacement of the isolated cable-stayed bridge while simultaneously, limiting the base shear in towers. Jiao et al (2009) studied the effects of different connecting devices, including FVDs, between towers and decks on the seismic responses of a longspan cable-stayed bridge and the results showed that the effect of the damping coefficient on moment of tower bases in the longitudinal direction is not linear, but shows some fluctuation.…”

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confidence: 96%

Seismic response analysis of a double-deck long-span cable-stayed bridge under multi-support excitations

Jiao¹,

Li²,

Wu³

et al. 2013

Journal of the Chinese Institute of Engineers

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In this article, the effect of earthquake ground motions, especially spatially varying motion, on the seismic response of a long-span double-deck cable-stayed bridge is investigated. Static and dynamic response analyses, with the focus on internal forces on web members, are carried out on the Shanghai Minpu Bridge which is the longest long-span double-deck cable-stayed highway bridge. Firstly, a program for the generation of multiground motions has been developed, based on the multivariate stochastic processes of the weighted amplitude wave superposition method in FORTRAN. Secondly, a refined finite element model composed of beam and shell elements and a simplified model using equivalent beam elements to model girders of the bridge are established in ABAQUS. Geometrical nonlinear static analysis is performed to get initial equilibrium configuration of the bridge for both the above models. Modal analysis is carried out on the initial equilibrium configuration and the natures of mode shapes for the refined model are discussed in detail. The dynamic response analyses under two groups of uniform seismic excitation indicate that the two models result in approximately identical results. Thirdly, the effect of nonlinear viscous dampers, located between the tower and the girder, on movement due to seismic excitation is investigated on the simplified model under uniform excitation. Results show that the dampers magnify the shear force and moment on lower tower columns in the longitudinal direction, but have relatively small effect on the upper tower columns. The shear force and moment of the tower base increase with the damping coefficient in a certain range. Finally, the characteristics of internal force for towers, subsidiary piers, and web members (vertical and oblique web members and side oblique chords) under multipoint excitation are examined. It is concluded that the abrupt changes on the shear envelope curves at the intersection of the tower column and the lower transverse beam are aroused due to the eight nonlinear fluid viscous dampers. The lateral moment of the subsidiary piers increases with the distance from the tower to subsidiary piers. The maximum axial forces of web members of side-span vary acutely, especially those of the vertical and oblique members close to the piers. For side oblique chords, the maximum axial force is uniformly distributed with the exception of members at the piers and the mid-span sections. Therefore, attention should be paid to the fluctuation forces of cables in seismic analysis of long-span cable-stayed bridges, since the uplift of girder ends may cause severe damage to bridges.

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Passive hybrid systems for earthquake protection of cable-stayed bridge

Cited by 83 publications

References 24 publications

Passive Hybrid System for Seismic Failure Mode Improvement of a Long-Span Cable-Stayed Bridges in the Transverse Direction

Passive Hybrid System for Seismic Failure Mode Improvement of a Long-Span Cable-Stayed Bridges in the Transverse Direction

Design of hysteretic dampers with optimal ductility for the transverse seismic control of cable‐stayed bridges

Seismic response analysis of a double-deck long-span cable-stayed bridge under multi-support excitations

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