Parametric study of ductile moment‐resisting steel frames: A first step towards Eurocode 8 calibration

Sanchez-Ricart, L.; Plumier, André

doi:10.1002/eqe.809

Cited by 22 publications

(13 citation statements)

References 30 publications

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“…return period of 2475 years) that is around 85% of the seismic intensity that may trigger the collapse of new buildings, Araújo and Castro [2] have shown that existing steel moment-resisting frame buildings are actually expected to collapse for a seismic action 0.43 times the seismic action that leads to the collapse of new buildings. This significant difference can be mainly attributed to the overstrength exhibited by new buildings designed to Part 1 of Eurocode 8 [10], also identified in previous studies [11][12][13], and raises the following questions: (i) which are the actual underlying probabilities of collapse and levels of damage associated to both parts of Eurocode 8? (ii) how practical and coherent are these performance requirements from a property owner and social cost-benefit analysis' point of view?…”

Section: Inconsistencies and Limitations Of Ec8-3mentioning

confidence: 95%

13.14: Seismic assessment and strengthening of existing steel moment‐resisting frame buildings: the European EC8‐3 and current challenges

2017

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In Europe, the revision of part 3 of Eurocode 8 (EC8-3), which is the part of the Eurocodes that specifically addresses the seismic assessment and strengthening of existing structures, has been set as a first priority in the preparation of the new generation of Eurocodes that are expected to be released in 2020. However, and although EC8-3 has been the focus of extensive research in the case of existing reinforced concrete buildings, very few works focused on the seismic assessment of existing steel buildings. The aim of this paper is hence to provide a discussion on the applicability of EC8-3 to steel moment-resisting frame (SMRF) buildings, to highlight the code main limitations and inconsistencies and present new steps taken forward in order to overcome them. Various issues regarding the definition of the performance requirements, the feasibility of using the most common linear methods of analysis, the adequacy of the code deformation capacity limits for steel members, the treatment of uncertainty and the influence of modelling approaches, are herein discussed. In brief, this work intends to present to the scientific and structural engineering community the current limitations of EC8-3, to identify topics in need of future research and to disseminate new findings achieved by the authors.

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Section: Inconsistencies and Limitations Of Ec8-3mentioning

confidence: 95%

13.14: Seismic assessment and strengthening of existing steel moment‐resisting frame buildings: the European EC8‐3 and current challenges

2017

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“…For further details see Sanchez-Ricart and Plumier (2008). Figure 1 represents the elastic behaviour and the pushover curve of a structural system.…”

Section: Components Of the Reduction Factor And Performance Ratiomentioning

confidence: 99%

Implications of structural overstrength on the calibration of seismic codes

Sanchez-Ricart

2011

Bull Earthquake Eng

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A computer program is developed to test the influence of the structural overstrength to calibrate seismic codes. The program automatically performs an iterative design-evaluation process to calibrate the seismic code. A numerical example is performed in order to test the different approaches. The virtual simulation shows that the force reduction factor cannot be directly deduced from building performance in past earthquakes. This custom of deducing the force reduction factor from the building performance under past earthquakes artificially increases the ratios elastic spectrum to design spectrum due to the design structural overstrength. The similitude of the simulation with the historical calibration of the design spectrum in the seismic codes in the United States of America (USA) is evident.

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“…This magnitude dependence was not observed in non-FD motions. Sanchez-Ricart and Plumier [ 24 ] reviewed the backgrounds that support the values of the reduction factor in the United States, Europe, and Japan. Ganjavi and Hao [ 25 ] studied the seismic response of linear and nonlinear MDOF systems subjected to a group of earthquakes recorded on alluvium and soft soils, considering different shear strength and stiffness distribution patterns.…”

Section: Literature Reviewmentioning

confidence: 99%

Effect of Damping and Yielding on the Seismic Response of 3D Steel Buildings with PMRF

Reyes‐Salazar

Haldar

Rodelo-López

et al. 2014

The Scientific World Journal

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The effect of viscous damping and yielding, on the reduction of the seismic responses of steel buildings modeled as three-dimensional (3D) complex multidegree of freedom (MDOF) systems, is studied. The reduction produced by damping may be larger or smaller than that of yielding. This reduction can significantly vary from one structural idealization to another and is smaller for global than for local response parameters, which in turn depends on the particular local response parameter. The uncertainty in the estimation is significantly larger for local response parameter and decreases as damping increases. The results show the limitations of the commonly used static equivalent lateral force procedure where local and global response parameters are reduced in the same proportion. It is concluded that estimating the effect of damping and yielding on the seismic response of steel buildings by using simplified models may be a very crude approximation. Moreover, the effect of yielding should be explicitly calculated by using complex 3D MDOF models instead of estimating it in terms of equivalent viscous damping. The findings of this paper are for the particular models used in the study. Much more research is needed to reach more general conclusions.

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Parametric study of ductile moment‐resisting steel frames: A first step towards Eurocode 8 calibration

Cited by 22 publications

References 30 publications

13.14: Seismic assessment and strengthening of existing steel moment‐resisting frame buildings: the European EC8‐3 and current challenges

13.14: Seismic assessment and strengthening of existing steel moment‐resisting frame buildings: the European EC8‐3 and current challenges

Implications of structural overstrength on the calibration of seismic codes

Effect of Damping and Yielding on the Seismic Response of 3D Steel Buildings with PMRF

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