Evaluation of quasi-isolated seismic bridge behavior using nonlinear bearing models

Filipov, Evgueni T.; Fahnestock, Larry A.; Steelman, Joshua S.; Hajjar, Jerome F.; LaFave, James M.; Foutch, Douglas A.

doi:10.1016/j.engstruct.2012.10.011

Cited by 66 publications

(28 citation statements)

References 13 publications

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“…To simulate the sliding kinetic performance of the support in earthquake, bilinear hysteretic sliding support element [7] is used and the hysteretic model of the element is shown in Fig. 2.…”

Section: Support Elementsmentioning

confidence: 99%

Effect of nonlinearity of restrainer and supports on the elasto-plastic seismic response of continuous girder bridge

Wang¹,

Zhu²,

Chen³

2014

Frattura Ed Integrità Strutturale

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ABSTRACT. During an earthquake, the nonlinearity of the bridge structure mainly occurs at the supports, bridge piers and restrainers. When entering nonlinear stage, members of the bridge structure affect the elasto-plastic seismic response of the whole structure to a certain extent; for multi-span continuous bridges, longitudinal restrainers can be installed on the movable piers to optimise the distribution of seismic force and enable the movable piers to bear a certain amount of seismic effect. In order to evaluate the effect of nonlinearity of restrainer and supports on the elasto-plastic seismic response of continuous girder bridge, analytical models of continuous girder bridge structure considering the nonlinearity of movable supports, restrainers and bridge piers were built and the nonlinear time history analysis was conducted to evaluate the effect of nonlinearity of restraining devices and supports on the elasto-plastic seismic response of continuous girder bridge. Relevant structural measures and recommendation were made to reduce the seismic response of the fixed piers of the continuous girder bridge.

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Section: Support Elementsmentioning

confidence: 99%

Effect of nonlinearity of restrainer and supports on the elasto-plastic seismic response of continuous girder bridge

Wang¹,

Zhu²,

Chen³

2014

Frattura Ed Integrità Strutturale

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“…In the previous study, the column bearings were evenly distributed up the height of the building resulting in planes of column bearings at the second, fifth, and eighth floor levels, though there was no rigorous basis for these locations. The column bearings were assumed to be typical elastomeric bearings consisting of a number of rubber layers and intermediate steel plates that are horizontally restrained by steel retainers as illustrated in Figure . The bearing‐retainer detail shown in Figure is typical of that used in bridge construction and is one possible detail for laterally restraining displacement across the column bearings for the VDF concept.…”

Section: Vertically Distributed Flexibility Conceptmentioning

confidence: 99%

Optimal cost‐effective topology of column bearings for reducing vertical acceleration demands in multistory base‐isolated buildings

Ünal

Warn

2013

Earthq Engng Struct Dyn

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SUMMARY Base‐isolation is regarded as one of the most effective methods for protecting the structural and nonstructural building elements from design level horizontal earthquake ground shaking. However, base‐isolation as currently practiced does not offer unlimited protection for these buildings, especially when the ground shaking includes a strong vertical component. The vulnerability of nonstructural systems in a base‐isolated building was made evident during recent shake table testing of a full‐scale five‐story base‐isolated steel moment frame where nonstructural system damage was observed following tests including vertical excitation. Past research efforts have attempted to achieve 3D isolation of buildings and nuclear structures by concentrating both the horizontal and vertical flexibility at the base of the building that are either quite limited or not economically viable. An approach whereby the vertical flexibility is distributed up the height of the building superstructure to passively reduce vertical acceleration demands in base‐isolated buildings is presented. The vertical flexibility is achieved by placing laterally restrained elastomeric ‘column’ bearings at one or more floor levels along the height of the building. To broadly investigate the efficacy of the vertically distributed flexibility concept and the trade‐off between mitigation and cost, a multi‐objective optimization study was conducted considering 3‐story, 9‐story, and 20‐story archetype buildings that aimed to minimize the median peak vertical floor acceleration demands and to minimize the direct cost of column bearings. Based on the results of the optimization study, a practical rule for determining the number of levels and locations of column bearings is proposed and evaluated. Copyright © 2013 John Wiley & Sons, Ltd.

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“…E.T. Filipov et al investigated the seismic performance of typical configurations currently used in the state of Illinois with two kinds of seismic isolation bearings using retainers or shear pins [5,6] [9]. The model adopted was a combination of the initial hysteretic loop of friction pendulum bearing with a linear forcedisplacement curve.…”

Section: Introductionmentioning

confidence: 99%

Experimental and numerical studies of shear pin fractures based on linear and bilinear models

Peng¹,

Guo²

2016

mech

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Evaluation of quasi-isolated seismic bridge behavior using nonlinear bearing models

Cited by 66 publications

References 13 publications

Effect of nonlinearity of restrainer and supports on the elasto-plastic seismic response of continuous girder bridge

Effect of nonlinearity of restrainer and supports on the elasto-plastic seismic response of continuous girder bridge

Optimal cost‐effective topology of column bearings for reducing vertical acceleration demands in multistory base‐isolated buildings

Experimental and numerical studies of shear pin fractures based on linear and bilinear models

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