Inelastic dynamic analysis of RC bridges accounting for spatial variability of ground motion, site effects and soil–structure interaction phenomena. Part 1: Methodology and analytical tools

Sextos, Anastasios; Pitilakis, Kyriazis; Kappos, Andreas J.

doi:10.1002/eqe.241

Cited by 117 publications

(80 citation statements)

References 21 publications

(26 reference statements)

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“…Three artificial accelerograms, compatible with the Eurocode 8 [9] spectrum for Ground B were derived (Fig. 8), using in-house developed software [27]. For implementing the incremental dynamic analysis scheme, each record was scaled to 15 different PGA levels, from 0.01g to 1.20g.…”

Section: Modelling Of the Buildingmentioning

confidence: 99%

Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States

Kappos¹,

Papanikolaou²

2016

TOBCTJ

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A large part of the building stock in seismic-prone areas worldwide are masonry structures that have been designed without seismic design considerations. Proper seismic assessment of such structures is quite a challenge, particularly so if their response well into the inelastic range, up to local or global failure, has to be predicted, as typically required in fragility analysis. A critical issue in this respect is the absence of rigid diaphragm action (due to the presence of relatively flexible floors), which renders particularly cumbersome the application of popular and convenient nonlinear analysis methods like the static pushover analysis. These issues are addressed in this paper that focusses on a masonry building representative of Southern European practice, which is analysed in both its pristine condition and after applying retrofitting schemes typical of those implemented in pre-earthquake strengthening programmes. Nonlinear behaviour is evaluated using dynamic response-history analysis, which is found to be more effective and even easier to apply in this type of building wherein critical modes are of a local nature, due to the absence of diaphragm action. Fragility curves are then derived for both the initial and the strengthened building, exploring alternative definitions of seismic damage states, including some proposals originating from recent international research programmes.

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Section: Modelling Of the Buildingmentioning

confidence: 99%

Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States

Kappos¹,

Papanikolaou²

2016

TOBCTJ

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“…As shown in Figure 3 a, the corresponding moment-rotation diagram is characterized by a first branch (uncoupled rotational) stiffness equal to J  , a second branch stiffness equal to J  and a third branch stiffness equal to J  . These terms have been evaluated using the procedures described in the literature 15,16 .…”

Section: Global Rotational Ductility Assessment Of Bridge Piers In Flmentioning

confidence: 99%

Progressive Seismic Failure of a Highway Bridge, Including Abutment-Backfill Interaction

Ouanani¹,

Tiliouine²

2017

Current Science

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Current engineering practice pays little attention, if any, to nonlinear abutment-backfill soil interaction (ABSI) effects on seismic behaviour of bridges. The primary focus of this article is to assess the influence of ABSI on the progressive seismic failure of bridge structures. Emphasis is placed on the significance of ABSI effects, including abutment behaviour and backfill soil flexibility. Nonlinear dynamic analysis is performed using a bilinear hysteretic model for the bridge superstructure and nonlinear characteristics of the expansion joint. Results indicate that ABSI has a significant effect on the seismic response in the longitudinal direction and can effectively reduce bridge seismic demands. ABSI affects rotational ductility demand at pier ends of the bridges, relative displacements, pounding and axial forces in the restrainers. Thus, it is essential that numerical models used in seismic assessment of bridge structures properly consider abutment-backfill interaction.Keywords: Abutment-backfill soil interaction, highway bridges, nonlinear dynamic analysis, seismic failure.HIGHWAY bridges represent structures of economic and strategic importance. They are generally built in reinforced or prestressed concrete to span over a valley, river, road or any physical obstacle to essentially allow the passage of all kinds of vehicles. High seismic performance is usually required for this special category of structures, the potential collapse of which can result an significant economic impact.Abutment modelling and behaviour 1 , soil conditions and foundation soil stiffness 2 , soil structure interaction 3 and embankment flexibility 4 have been found to significantly influence the response of bridge systems and eventually their seismic failure 5 under strong ground motions. In addition, analysis of past and recent bridge damage data has illustrated that seismic participation of bridge abutment and backfill soil can lead to cost-effective design of bridges 6 . The primary focus of this article is to assess the influence of abutment-backfill soil interaction (ABSI) on the progressive seismic failure of bridge structures. Emphasis is placed on the significance of ABSI effects, including abutment behaviour and flexibility of backfill soil at the abutments. The effective stiffness, foundation soil damping and capacity parameters at the base of the spread footings have been evaluated using FEMA procedures 7 . Yields strengths of abutment backfill in compression and in tension have been evaluated using Mononobe-Okabe pseudostatic approach for passive force and frictional sliding capacity at the abutment footing respectively. Nonlinear dynamic analysis is performed using a bilinear hysteretic model for the bridge superstructure and nonlinear characteristics of the expansion joint. Based on the results obtained in the present study, it is concluded that ABSI has significant influence on seismic demands of bridge systems and hence can lead to cost-effective design of bridge structures. However, special attention should be ...

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“…Three different artificial accelerograms, compliant to Eurocode 8 (CEN 2005b) for soil type B were derived (Fig. 11), using in-house developed software (Sextos et al, 2003). For implementing the incremental dynamic analysis scheme, each record was scaled to 15 different PGA levels, from 0.01g to 1.20g.…”

Section: Fig 9 Masonry School Building (Elevation)mentioning

confidence: 99%

Vulnerability assessment and feasibility analysis of seismic strengthening of school buildings

Chrysostomou

Kyriakides

Papanikolaou

et al. 2015

Bull Earthquake Eng

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Inelastic dynamic analysis of RC bridges accounting for spatial variability of ground motion, site effects and soil–structure interaction phenomena. Part 1: Methodology and analytical tools

Cited by 117 publications

References 21 publications

Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States

Nonlinear Dynamic Analysis of Masonry Buildings and Definition of Seismic Damage States

Progressive Seismic Failure of a Highway Bridge, Including Abutment-Backfill Interaction

Vulnerability assessment and feasibility analysis of seismic strengthening of school buildings

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