Seismic retrofitting of highway bridges in Illinois using friction pendulum seismic isolation bearings and modeling procedures

Dicleli, Murat; Mansour, Mohamad

doi:10.1016/s0141-0296(03)00062-2

Cited by 50 publications

(19 citation statements)

References 8 publications

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“…First, the coefficient of subgrade reaction modulus for the granular backfill is calculated using the following equation [23]; where, H is the height of the abutment and z is the distance from the top of the abutment. The stiffness of the linear springs connected at the abutment-backfill interface is then calculated by multiplying k sh by the area tributary to the node in the 3-D structural model.…”

Section: Modeling Of Soil-structure Interaction Effects For Ibsmentioning

confidence: 99%

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Live load distribution equations for integral bridge substructures

Erhan¹,

Dicleli²

2009

Engineering Structures

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Section: Modeling Of Soil-structure Interaction Effects For Ibsmentioning

confidence: 99%

“…The lateral soil reactions are usually concentrated along the top 5-10 pile diameters [23]. Accordingly, for the top 2 m of the pile, the spacing of the nodes is set equal to 0.1 m to accurately model the behavior of the soil.…”

Section: Modeling Of Soil-structure Interaction Effects For Ibsmentioning

confidence: 99%

Live load distribution equations for integral bridge substructures

Erhan¹,

Dicleli²

2009

Engineering Structures

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“…In the NTHA, the five SGM are scaled such that their response spectra match that of AASHTO [1998] at the inelastic fundamental vibration periods of the bridge in both orthogonal directions. The vibration periods were obtained as part of an earlier research study [Dicleli and Mansour, 2003] following an iterative linear analysis technique considering the effects of nonlinear bridge behaviour.…”

Section: Types Of Ground Motions Selected For Analysesmentioning

confidence: 99%

Untitled

Dicleli¹

2005

J. Earth. Eng.

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Feasibility of a proposed seismic retrofitting technique for typical bridges in the Central US has been studied. The retrofitting technique is based on modifying the fixity conditions of the bearings for response modification purposes to eliminate the need for costly retrofitting of substructures. For this purpose, a seismically vulnerable bridge, typical of those in the Central US was selected. Detailed seismic analyses of the bridge were then conducted. It was found that its bearings, wing-walls and pier foundations needed to be retrofitted. A conventional retrofitting strategy was developed and the cost of retrofit was estimated. Next, the abutment bearings were fixed longitudinally to modify the response of the bridge so as to alleviate the effect of seismic forces transferred to vulnerable pier foundations. It was observed that the proposed retrofitting technique effectively mitigated the seismic forces transferred to the pier foundations and eliminated the need for their costly retrofitting. Thus, the proposed retrofitting method may be used for economical seismic retrofitting of such bridges in the Central US or in similar regions of low to moderate risk of seismic activity.

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“…Wang et al [6] developed a systematic method for the nonlinear dynamic analysis of bridges with sliding isolation. Dicleli and Mansour [7] have studied the economic and structural efficiency of the friction pendulum device (FPD) application for retrofitting typical seismically vulnerable bridges in the State of Illinois. Moreover, the effects of ground motion characteristics on the dynamic response and performance of seismically isolated bridges have been evaluated by some authors [8][9][10][11].…”

Section: Introductionmentioning

confidence: 99%

Seismic Retrofit of a Multispan Prestressed Concrete Girder Bridge with Friction Pendulum Devices

Avossa

Giacinto

Malangone

et al. 2018

Shock and Vibration

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The paper deals with the proposal and application of a procedure for the seismic retrofit of an existing multispan prestressed concrete girder bridge defined explicitly for the use of friction pendulum devices as an isolation system placed between piers top and deck. First, the outcomes of the seismic risk assessment of the existing bridge, performed using an incremental noniterative Nonlinear Static Procedure, based on the Capacity Spectrum Method as well as the Inelastic Demand Response Spectra, are described and discussed. Then, a specific multilevel design process, based on a proper application of the hierarchy of strength considerations and the Direct Displacement-Based Design approach, is adopted to dimension the FPD devices. Furthermore, to assess the impact of the FPD nonlinear behaviour on the bridge seismic response, a device model that reproduces the variation of the normal force and friction coefficient, the bidirectional coupling, and the large deformation effects during nonlinear dynamic analyses was used. Finally, the paper examines the effects of the FPD modelling parameters on the behaviour of the retrofitted bridge and assesses its seismic response with the results pointing out the efficiency of the adopted seismic retrofit solution.

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Seismic retrofitting of highway bridges in Illinois using friction pendulum seismic isolation bearings and modeling procedures

Cited by 50 publications

References 8 publications

Live load distribution equations for integral bridge substructures

Live load distribution equations for integral bridge substructures

Untitled

Seismic Retrofit of a Multispan Prestressed Concrete Girder Bridge with Friction Pendulum Devices

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