Bulletin of Earthquake Engineering最新文献

This study examines the seismic vulnerability and resilience of high-rise reinforced concrete buildings with flexible basements, serving as a soil-structure interaction, under far-fault (FF) and near-fault (NF) scenarios using a probabilistic approach and functionality curves. The study adheres to a comprehensive framework for implementing the seismic resilience index (SRI) method. Nevertheless, it is crucial to acknowledge that this framework is not limited solely to high-rise structures. Initially, the evaluation of the physical responses of structures to seismic occurrences is carried out by utilizing the non-linear time history analysis (NL-THA), which is represented by a set of ground motion records. This is followed by the development of incremental Dynamic Analysis (IDA) curves, which are then followed by fragility curves and vulnerability curves for 4- damage states proposed by HAZUS-MH in FEMA. The methodology also incorporates the Seismic Resilience Index as a post-seismic indicator to evaluate structural restoration. This evaluation includes recovery time, direct losses, and robustness through a resilience-building indicator and functionality curve. The findings reveal significant variations in seismic vulnerability among the buildings, with vulnerability risks ranked from lowest to highest as BHR-4, BHR-1, BHR-3, BHR-5, BHR-2, and BHR-6. Correspondingly, the buildings are ranked from least to most resilient as BHR-6, BHR-2, BHR-5, BHR-3, BHR-1, and BHR-4. As a whole, the results show that buildings are more resilient to seismic events when the scenarios are FF rather than NF. The research emphasizes the significance of incorporating recovery time and robustness into seismic resilience assessments of high-rise buildings. Eventually, building resilience against earthquakes aligns with the United Nations’ Sustainable Development Goal 11, which aims to make cities and human settlements inclusive, safe, resilient, and sustainable by enhancing the ability of buildings to withstand and recover from seismic events.

Bridges in high-intensity seismic zones are particularly vulnerable to sequential seismic events, yet conventional performance assessments often consider only mainshock (MS) effects, overlooking the influence of aftershocks. To address this limitation, this study systematically investigates the seismic energy distribution in I-girder multi-span reinforced concrete (RC) bridges subjected to both mainshock-only and mainshock-aftershock (MSAS) sequences. A dataset comprising 269 real MSAS seismic records is employed to evaluate cumulative seismic energy demands and dissipation mechanisms across key bridge components, enabling a more comprehensive assessment of structural performance. Results indicate that aftershocks significantly increase total energy accumulation, with MSAS sequences causing greater hysteretic and damping energy dissipation than MS-only cases. Bearings are identified as the primary energy-dissipating components, critically influencing overall seismic response. Unlike deformation-based parameters, energy-based metrics consistently increase with aftershock inclusion, making them more reliable for quantifying seismic demand. To facilitate energy-based fragility analysis for components and bridge systems, equivalent energy-based limit states are established through statistical correlations with traditional deformation-based parameters. The resulting fragility functions demonstrate that energy-based demand parameters effectively capture cumulative structural behavior throughout the seismic sequence. These findings enhance understanding of seismic energy quantification, enable the translation of classical deformation-based metrics into energy-based parameters, and support more unified and resilient performance evaluation strategies for bridges in regions exposed to sequential seismic hazards.

This paper discusses the seismic performance of existing schools based on the analysis of a reinforced concrete school building located in Tijuana, Mexico. The building has an illustrative configuration and geometry of schools in the region. Ambient vibration tests and complementary studies were conducted to evaluate the actual behavior of the building, including concrete rebar scanning, carbonation detection, core sampling, and soil mechanical properties. The material characteristics and dynamic properties allowed the calibration of a detailed 3D model in OpenSees. Nonlinear static and dynamic analyses were conducted using the analytical model to obtain the response under 77 different ground motions. The reported damage was related to the actual capacities of schools based on a field inspection after the September 19, 2017 earthquake in Mexico. Vulnerability curves were then used to determine the probability of damage in structural and non-structural components and, therefore, the overall performance under the imposed scenarios.

The 2025 Mw 7.7 Mandalay earthquake occurred on 28 March 2025 along the Sagaing Fault causing severe damage to building structures in Myanmar and large vibrations could be felt in nearby countries. This was the first time in modern history in continental Southeast Asia that an earthquake with magnitude greater than 7.5 was caused by one of the major active faults. The ground motion from the mainshock was recorded by twenty-seven accelerometers across northern and western Thailand. Five of these seismic stations located in the Bangkok basin provided valuable insights into far-field ground motion characteristics for this region, where recorded accelerations are limited. In this work, the recorded ground-motion parameters are assessed and compared with the NGA-West2 Ground Motion Models (GMMs). It was found that the recorded ground motion from the 2025 Mw 7.7 Mandalay earthquake generally provides positive residuals at a long distance, indicating a lower attenuation rate for the observed data than those estimated in the GMMs. The observed acceleration in the deep sedimentary basin indicates significant amplification in long spectral periods, primarily attributed to the thick soft soil layers of the Bangkok basin. This amplification effect is consistent with previous studies highlighting the seismic response of the basin to distant large-magnitude events. The findings underscore the importance of incorporating site-specific amplification in seismic hazard assessments for Bangkok, especially for long-period structures.

Albania, located in the seismically active Balkan region, has a significant stock of old masonry buildings still in use for residential and public purposes, making them highly vulnerable to seismic events. This study presents a quantitative assessment of the seismic vulnerability of these structures using a hybrid methodology that integrates mechanics-based numerical modeling with empirically derived damage states. Structural models of seventeen representative building typologies are prepared via the macro-element approach, with material properties calibrated from an extensive program of experimental tests. Nonlinear static (pushover) analyses are then performed to generate fragility curves. The results reveal a stark contrast in vulnerability across different construction eras. Pre-1963 buildings (Typology A) exhibit high fragility, with median spectral displacement for complete damage as low as 0.38 cm, whereas post-1978 buildings (Typology C), designed under modern seismic codes, demonstrate significantly higher capacity, with damage thresholds reaching up to 4.39 cm. A key finding is the pronounced directional vulnerability in older typologies, which is substantially mitigated in modern designs. The derived fragility curves provide critical, quantitative insights into the seismic vulnerability of Albania’s masonry building stock, offering a robust basis for risk assessment and prioritizing retrofitting strategies.

This study proposes a framework for the rapid assessment of seismic fragility and risk of reinforced concrete (RC) circular bridge piers affected by corrosion. The methodology integrates a novel computer vision (CV) algorithm to enhance visual inspections for corrosion level identification, combined with a probabilistic approach to seismic fragility analysis. The aim of the methodology is to quantify the impact of corrosion-induced deterioration on structural performance, expressed as an increment in terms of seismic risk. The first part of the framework consists of defining a custom convolutional neural network able to automatically predict the corrosion severity class starting from a metric-photographic survey. The proposed network incorporates attention mechanisms and color space transformations to ensure robust performance under varying image conditions. The output is used within a probabilistic-based structural modelling and analysis framework, which allows to derive seismic performance of the considered bridge pier typology. On the modelling side, a specific fiber-based approach was employed, in order to account for non-uniform cross-sectional corrosion and current deterioration condition. The results are returned in terms of seismic fragility and risk metrics for quantifying the reduction of seismic performance with respect to the initial conditions. The framework was tested on a real-life case-study exhibiting non-uniform cross-sectional base corrosion, and subsequently, additional scenarios considering full-section base corrosion at varying severity levels were investigated. The outcomes of this study demonstrate the potentialities of artificial intelligence in improving the current practices in the field of seismic assessment of aging RC infrastructures.

Damage to masonry infill walls can result in substantial property loss and pose a serious risk to human safety. The behaviour of masonry walls under seismic load and the corresponding consequences must be effectively characterized for reliable damage estimation. Some drift-based fragility functions have been proposed based on experimental datasets in literature; however, the high dispersion and inconsistencies of findings hinder their reliability in damage assessment. Therefore, this paper aims to derive a reliable fragility curve for reinforced concrete infilled frames using numerical analysis. The analysis models were designed based on different infill parameters, including type of panel, infill strength, wall thickness, and aspect ratio. The cracking and crushing of concrete and masonry were simulated using the total strain crack model. The findings were validated against several experimental studies in the literature. A new damage state definition based on visible cracks ratio was proposed. The results indicate that damage capacity, crack pattern, and failure mode are strongly related to wall properties. It was also observed that infill strength and the presence of opening have a significant influence on the fragility of masonry infill.

In a recent work, we tested the ability to compute earthquake parameters (location and magnitude) using citizen testimonies collected by the European-Mediterranean Seismological Centre (EMSC). Each intensity estimated by individual non-professional users of the LastQuake smartphone application is indicated as an individual data point (IDP). Each IDP is archived by EMSC with a time stamp, allowing the calculation of the time delay from the earthquake origin time. To use IDPs as classic intensities, i.e. macroseismic data points (MDPs), identifying damage at the scale of towns or cities, they must be grouped into spatial clusters, which are then processed by the BOXER code to locate and size global earthquakes. A retrospective analysis on a dataset of more than 15,000 events collected over the past 10 years shows that the procedure can provide reliable parameters and that the results depend on the geographical area and improve over time and as the number of available IDPs/MDPs increases. The key question is whether early IDPs/MDPs can quickly provide reliable parameters (location and magnitude) for users and stakeholders (e.g. the civil protection agencies). Using clustering methods that statistically provide, on average, the best agreement with instrumental data, we tested some predefined time intervals within which to group the available IDPs into MDPs. We then applied the BOXER code to these MDPs, evaluating the agreement with the final instrumental parameters. Results confirm that reliability increases with the number and distribution of MDPs, strictly dependent on the number and distribution of available IDPs. This retrospective analysis demonstrates the effectiveness of the approach and its potential to quickly provide parameters for future real-time applications. The method may offer a reliable and rapid tool to support emergency response, improving as more IDPs/MDPs are collected.

Seismic vulnerability modelling requires methodologies that account for changes in design practices over time and the inherent variability within building portfolios, including the differences in geometry, materials, and construction quality. Conventional models use different assessment approaches, classification systems, and representations of seismic loading and are often developed using a limited number of archetypal structural models to characterise an entire building class. As a result, these models tend to oversimplify individual building response, often fail to reflect building-to-building variability adequately, and do not account for multiple sources of uncertainty. To overcome these limitations, a collaborative and unified simulated design (SimDesign) framework for buildings has recently been introduced under the Built Environment Data (BED) initiative alongside an open-source Python implementation. Following the simulated design process, the framework generates numerical models in OpenSees for non-linear analyses, facilitating the development of vulnerability models for RC buildings. Leveraging its collaborative nature, this article presents the first country-specific extension of the framework for reinforced concrete (RC) frame buildings in Türkiye. More specifically, the historical and modern Turkish seismic design regulations are examined in detail, and specific design rules are integrated along with available statistical data on construction practices. Example applications were also conducted to assess the structural capacities associated with each implemented Turkish design class through non-linear pushover and dynamic analyses. The analysis outcomes revealed a consistent improvement in lateral force and ductility capacity over time, closely aligned with progressive enhancements in seismic code provisions and construction practices. Ultimately, this work has the potential to support more accurate seismic vulnerability modelling, which improves risk assessments and aids effective mitigation strategies for enhanced disaster resilience in the country.

The phenomenon of soil liquefaction poses a considerable geotechnical challenge, profoundly impacting the structural behavior of bridges following seismic occurrences. This study delves into the repercussions of soil liquefaction on integral abutment bridges (IAB) subjected to both near-fault and far-fault ground motions (GM). The analyses, utilizing the OpenSees computational framework, incorporated p-y springs to model the effects of soil liquefaction. Nonlinear time history analyses were conducted on a series of enhanced Winkler based models of single-span IABs exposed to 10 recorded near-fault and far-fault GMs. Centrifuge experiments proved the model’s capacity to assess pile foundations under seismic loads. The results indicated that liquefaction increased the maximum displacement and permanent displacement of abutments and piles by over 90% and decreased the maximum pile bending moment by over 60%, compared to IABs in non-liquefied soil. The distribution patterns of the bending moment and displacement along the pile depth changed, and the pile bottom constraints (fixed or pinned) significantly impacted the pile responses compared to IABs in non-liquefied soil. The response of abutments and piles increased under near-fault ground motions for IABs in non-liquefied soil, but the effects became less obvious for IABs in liquefied soil. Therefore, when the IAB is located in liquefied soil, it is advised to assume pinned constraints for the pile bottoms, which is more conservative, and far-fault GMs may pose greater challenges than those originating from near-fault GMs.