Application of Reliability-Based Robustness Assessment of Steel Moment Resisting Frame Structures under Post-Mainshock Cascading Events

Ribeiro, Filipe L. A.; Barbosa, André R.; Neves, Luís

doi:10.1061/(asce)st.1943-541x.0000939

Cited by 43 publications

(20 citation statements)

References 36 publications

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“…Two‐dimensional centerline nonlinear finite element models of a N‐S external frame of each of the three buildings are developed in OpenSees and used for the structural analysis. Similar to the approach followed by Ribeiro et al , and Barbosa et al , , strong‐column weak‐beam ductile behavior is assumed for all structures. Brittle mechanisms and connection fracture modes are not considered.…”

Section: Building Modelsmentioning

confidence: 99%

Influence of earthquake ground‐motion duration on damage estimation: application to steel moment resisting frames

Barbosa

Ribeiro

Neves

2016

Earthq Engng Struct Dyn

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SUMMARYThis paper presents an analytical study evaluating the influence of ground motion duration on structural damage of 3-story, 9-story, and 20-story SAC steel moment resisting frame buildings designed for downtown Seattle, WA, USA, using pre-Northridge codes. Two-dimensional nonlinear finite element models of the buildings are used to estimate the damage induced by the ground motions. A set of 44 ground motions is used to study the combined effect of spectral acceleration and ground motion significant duration on drift and damage measures. In addition, 10 spectrally equivalent short-duration shallow crustal ground motions and long-duration subduction zone records are selected to isolate duration effect and assess its effect on the response. For each ground motion pair, incremental dynamic analyses are performed at at least 20 intensity levels and response measures such as peak interstory drift ratio and energy dissipated are tracked. These response measures are combined into two damage metrics that account for the ductility and energy dissipation. Results indicate that the duration of the ground motion influences, above all, the combined damage measures, although some effect on drift-based response measures is also observed for larger levels of drift. These results indicate that because the current assessment methodologies do not capture the effects of ground motion duration, both performance-based and code-based assessment methodologies should be revised to consider damage measures that are sensitive to duration.

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Section: Building Modelsmentioning

confidence: 99%

Influence of earthquake ground‐motion duration on damage estimation: application to steel moment resisting frames

Barbosa

Ribeiro

Neves

2016

Earthq Engng Struct Dyn

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“…This indicates the SMRF with low damages from the mainshock experiences somewhat small reductions in its collapse capacity during future earthquakes, while the effect of aftershocks on the collapse capacity becomes more pronounced when the structural damage during the mainshock increases. Similar observations for the steel frame buildings were reported in previous studies Ribeiro et al 2014). Figure 7-6 Median IDA curves at three damage states for SMRF and SVD frame under seismic sequences…”

Section: Mainshock Seismic Assessmentsupporting

confidence: 80%

“…Residual story drifts are calculated by continuing the analyses for at least 20 seconds after the end of the seismic event. As previous probability based studies suggested 10% inter-story drift ratio is considered to define the collapse in numerical simulations (Ribeiro et al, 2014).…”

Section: Performance Assessmentmentioning

confidence: 99%

“…In recent years, several assessment procedures have been proposed to evaluate seismic performance and collapse capacity of structures against aftershocks (Jeon et al 2015, Ribeiro et al 2014, Ruiz-Garcia and Aguilar 2015. This study employs the following framework that consists of six steps for the aftershock performance assessment of steel frame buildings with selfcentering systems:…”

Section: Aftershock Performance Assessment Frameworkmentioning

confidence: 99%

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Enhancing Resilience of Steel Frame Buildings Using Superelastic Viscous Dampers

Silwal¹

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Conventional seismic design approaches rely on the ability of structures to dissipate the input earthquake energy through inelastic deformations in the designed regions of steel frames, implying substantial structural damage and potential residual drifts after a major earthquake event.Peak response quantities, such as peak story drifts and peak floor accelerations, are typically considered to evaluate the performance of different structural systems under seismic loads.However, several studies have shown that residual drifts, which occur due to the nonlinear behavior of yielding components of a structural system, may hold an important role in defining the performance of a structure after a seismic event and in the evaluation of potential damage. To enhance the seismic performance of structural systems, systems that can provide stable energy dissipation with full self-centering capabilities are desirable. These systems, known as selfcentering or re-centering, exhibit a flag-shaped hysteric response with the ability to return to small or zero deformation after each cycle. Such a self-centering system controls structural damage while minimizing residual drifts.This dissertation proposes a hybrid passive control device and investigates its performance in improving the response of steel frame structures subjected to multi-level seismic hazards. The proposed superelastic viscous damper (SVD) relies on shape memory alloy (SMA) cables for recentering capability and employs a viscoelastic damper, which consists of two layers of a high damped blended butyl elastomer compound, to augment its energy dissipation capacity. First, the iv design and behavior of the proposed device are introduced. Then, the influences of various design parameters on the mechanical response of the device are investigated. Numerical models for the SVDs and steel moment frame buildings are developed in a finite element analysis program to determine the dynamic response of the structure to various levels of seismic hazards. The performance of steel structures retrofitted or newly designed with the installed SVDs is explored through nonlinear response history analyses. In addition, the seismic collapse resistance of steel frame buildings with SVDs is comparatively evaluated. The aftershock performance of steel frame buildings, with and without installed SVDs, is also investigated. Next, the effect of the ambient temperature on the performance of the proposed device is assessed. Finally, the seismic loss

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“…Past earthquakes have demonstrated catastrophic structural failure of mainshock-damaged structures subjected to cascading events, defined as events likely to be triggered by the main earthquake, such as aftershocks, explosions and tsunamis (Li et al 2014;Ribeiro et al 2014). This study is focused on multiple earthquakes consisting of the mainshock (MS) and aftershocks.…”

Section: Introductionmentioning

confidence: 99%

Collapse Vulnerability and Fragility Analysis of Substandard RC Bridges Rehabilitated with Different Repair Jackets Under Post-mainshock Cascading Events

Fakharifar

Chen

Dalvand

et al. 2015

International Journal of Concrete Structures and Materials

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Past earthquakes have signaled the increased collapse vulnerability of mainshock-damaged bridge piers and urgent need of repair interventions prior to subsequent cascading hazard events, such as aftershocks, triggered by the mainshock (MS). The overarching goal of this study is to quantify the collapse vulnerability of mainshock-damaged substandard RC bridge piers rehabilitated with different repair jackets (FRP, conventional thick steel and hybrid jacket) under aftershock (AS) attacks of various intensities. The efficacy of repair jackets on post-MS resilience of repaired bridges is quantified for a prototype two-span singlecolumn bridge bent with lap-splice deficiency at column-footing interface. Extensive number of incremental dynamic time history analyses on numerical finite element bridge models with deteriorating properties under back-to-back MS-AS sequences were utilized to evaluate the efficacy of different repair jackets on the post-repair behavior of RC bridges subjected to AS attacks. Results indicate the dramatic impact of repair jacket application on post-MS resilience of damaged bridge piers-up to 45.5 % increase of structural collapse capacity-subjected to aftershocks of multiple intensities. Besides, the efficacy of repair jackets is found to be proportionate to the intensity of AS attacks. Moreover, the steel jacket exhibited to be the most vulnerable repair intervention compared to CFRP, irrespective of the seismic sequence (severe MS-severe or moderate AS) or earthquake type (nearfault or far-fault).

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Application of Reliability-Based Robustness Assessment of Steel Moment Resisting Frame Structures under Post-Mainshock Cascading Events

Cited by 43 publications

References 36 publications

Influence of earthquake ground‐motion duration on damage estimation: application to steel moment resisting frames

Influence of earthquake ground‐motion duration on damage estimation: application to steel moment resisting frames

Enhancing Resilience of Steel Frame Buildings Using Superelastic Viscous Dampers

Collapse Vulnerability and Fragility Analysis of Substandard RC Bridges Rehabilitated with Different Repair Jackets Under Post-mainshock Cascading Events

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