Bulletin of Earthquake Engineering最新文献

{"title":"Seismic vulnerability and risk assessment of a historical single-domed mosque through appropriate IMs: a case study from the 2023 Kahramanmaraş earthquake","authors":"Fuat Akturk,&nbsp;Ali Yesilyurt,&nbsp;Ferit Cakir","doi":"10.1007/s10518-026-02528-3","DOIUrl":"10.1007/s10518-026-02528-3","url":null,"abstract":"<div><p>This study presents a fragility and seismic risk assessment framework for a historical single domed masonry building damaged during the 2023 Kahramanmaraş earthquakes. The Adıyaman Ulu Mosque was selected as the case study and analyzed using laboratory material tests, an ambient vibration test and a calibrated, three-dimensional, finite element model. Cloud analyses were conducted using representative near fault and far field ground motion records. Probabilistic seismic demand models were established for thirty-five candidate intensity measures by considering the maximum drift ratio as the engineering demand parameter. The selection of optimal intensity measures was evaluated using correlation, efficiency, practicality, proficiency, and sufficiency criteria. The results indicate that structure-based spectral acceleration and earthquake-based acceleration spectrum intensity are the most effective predictors of seismic demand for this structural typology. Fragility functions were established for multiple damage states, and expected loss ratios were computed for the main structural components. The main walls exhibited the highest vulnerability, whereas the dome showed comparatively lower damage probabilities. The strong agreement between analytical predictions and observed post-earthquake damage supports the reliability of the proposed framework. The presented methodology and identified intensity measures provide a rational basis for seismic fragility and risk assessment of similar historical masonry mosques located in different seismic regions.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7473 - 7502"},"PeriodicalIF":4.2,"publicationDate":"2026-06-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965369","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Evaluation of the strong column-weak beam criterion in strengthened steel columns","authors":"Hesamodin Tabari,&nbsp;Shervin Maleki","doi":"10.1007/s10518-026-02525-6","DOIUrl":"10.1007/s10518-026-02525-6","url":null,"abstract":"<div><p>In seismic design of special steel moment frames (SMF), the design codes require the satisfaction of the strong column-weak beam (SCWB) criterion to prevent the formation of weak stories and to ensure that plastic hinges form in beams instead of columns. Adhering to this criterion often results in larger column sections, which is not economically or architecturally favorable. Therefore, the idea of strengthening columns only adjacent to the beam connection—rather than along the entire length of the column, as previously proposed for eliminating continuity plates and doubler plates in steel box columns—is investigated here. This study determines the height of strengthening and the amount of strengthening required for each column. In addition, the research examines the effectiveness of this idea in achieving the goals of the SCWB criterion and evaluates the factors influencing it. For this purpose, multi-story moment frames with varying number of stories, spans, and plans were designed to meet all the code requirements except the SCWB criterion. Then, by locally strengthening the columns and performing nonlinear time history analyses at the maximum considered earthquake (MCE) level, the behavior of the structures in the original and strengthened states were compared and the impact of local strengthening was assessed. The results indicate that using this method can shift plastic hinges from columns to beams, meeting the code acceptance criteria with a high safety margin. Additionally, with the assumption of an appropriate nonlinear mechanism for the structures strengthened near the connection zone, a relationship for controlling the SCWB criterion for these types of frames has been proposed which can be used by designers.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7747 - 7777"},"PeriodicalIF":4.2,"publicationDate":"2026-06-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965313","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A probabilistic framework for assessing seismic functionality loss and recovery in buildings using a spatially explicit functionality metric","authors":"Juan Gutiérrez,&nbsp;A. Gustavo Ayala,&nbsp;José G. Rangel-Ramirez,&nbsp;H. Rodrigo Amezcua,&nbsp;Carlos González‑Calva","doi":"10.1007/s10518-026-02522-9","DOIUrl":"10.1007/s10518-026-02522-9","url":null,"abstract":"<div><p>Current frameworks for assessing the seismic resilience of earthquake-damaged buildings typically represent functionality loss and recovery using binary or discrete operational states, as well as fault-tree approaches. These representations cannot capture the heterogeneous spatial distribution of damage within a building and lack a continuous, physically interpretable variable linking damage, repair actions, and operability. This study proposes a probabilistic methodology to evaluate earthquake-induced functionality loss and recovery using a spatially explicit performance metric. Functionality loss is defined as the percentage of non-usable floor area derived from tributary repair areas associated with damage to structural elements, non-structural components, and building contents. Recovery is modeled as a repair scheduling problem using the Program Evaluation and Review Technique (PERT), incorporating crew allocation, repair prioritization, and impeding factors. The methodology is implemented within the PEER performance-based earthquake engineering framework, transforming functionality assessment from a post-processing indicator into an explicit performance variable. Bootstrap resampling is used to construct vulnerability and fragility functions for functionality loss, recovery time, and associated workforce demand, allowing seismic resilience to be expressed as the joint exceedance domain of functionality loss and recovery time conditioned on seismic intensity. Application to a seven-story reinforced concrete office building in Mexico City under seven seismic hazard levels shows a transition from minor functionality losses with rapid recovery to complete functionality loss with recovery times of hundreds of days, even without structural collapse. Damage to non-structural components and building contents governs functionality loss, and the joint exceedance probability of functionality loss and recovery time emerges as a key indicator of seismic functional performance. These results indicate that, although modern seismic design provisions improve life-safety performance, they do not explicitly address functional consequences. Incorporating acceptable functionality loss and recovery time as performance objectives would complement traditional parameters such as interstory drift limits. The proposed methodology provides a quantitative basis for resilience-oriented seismic design and future evaluation of downtime-related consequences.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7203 - 7236"},"PeriodicalIF":4.2,"publicationDate":"2026-06-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://link.springer.com/content/pdf/10.1007/s10518-026-02522-9.pdf","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965314","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A new global vulnerability model for regional seismic risk assessments: Part 1 – structural vulnerability","authors":"Karim Aljawhari,&nbsp;Al Mouayed Bellah Nafeh,&nbsp;Vitor Silva","doi":"10.1007/s10518-026-02443-7","DOIUrl":"10.1007/s10518-026-02443-7","url":null,"abstract":"<div><p>Reliable vulnerability functions are central to earthquake risk assessments. Yet many functions used in national, regional, and global contexts still rely on oversimplified numerical representations that cannot adequately capture the complex seismic behaviour of buildings, which can bias predictions of structural performance and earthquake-induced losses. As part of the new Global Vulnerability Model supported by the Global Earthquake Model (GEM) Foundation, we introduce a new, upgraded structural vulnerability database for large-scale seismic risk modelling. Compared to the previous version, the new database: (1) expands the number of building classes from 500 classes to nearly 1,000, capturing a wider range of structural systems and seismic design-code levels; (2) adopts an improved numerical modelling strategy based on efficient multi-degree-of-freedom <i>stick-and-mass</i> models to simulate seismic response at scale; (3) assembles an extensive suite of ground-motion records for response analysis spanning diverse tectonic environments (e.g., active shallow crust, stable continental, and subduction zones); and (4) develops a new set of fragility and vulnerability functions tailored to structural damage. Together, these advances provide a more robust basis for estimating damage and monetary losses within GEM’s new Global Seismic Risk Model. All derived functions are released in an open-access repository to support both probabilistic and scenario-based seismic risk assessments.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7237 - 7265"},"PeriodicalIF":4.2,"publicationDate":"2026-06-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://link.springer.com/content/pdf/10.1007/s10518-026-02443-7.pdf","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965260","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Performance-based design of an aluminium-core buckling-restrained knee-braced truss moment frame","authors":"Ajaykumar D. Patel,&nbsp;Durgesh C. Rai","doi":"10.1007/s10518-026-02469-x","DOIUrl":"10.1007/s10518-026-02469-x","url":null,"abstract":"<div><p>The buckling-restrained knee braced-truss moment frame (BRKB-TMF) is a novel seismic force-resisting system that offers several advantages over conventional truss moment frames. It can be designed per performance-based plastic design (PBPD) methodology to confine inelastic activities to the buckling-restrained braces (BRBs) and column bases, whereas keeping all other structural elements in the elastic range. An innovative BRB with an annealed aluminium core was developed and tested at Indian Institute of Technology Kanpur. It exhibits significantly higher ductility than conventional steel-core BRBs and demonstrates pronounced hardening and energy dissipation capacity. However, this increased hardening behaviour can lead to excessive overstrength in the designed frame, resulting in an uneconomical design. To address this issue, this study proposes a BRB hardening correction factor into the existing PBPD procedure for BRKB-TMFs. The proposed modification reduces frame overstrength and generalizes design procedure, making it applicable regardless of BRB type by accounting for its hardening effects. A four-story prototype building was designed using the modified PBPD procedure, incorporating both aluminium-core and steel-core BRBs and their performance was evaluated and compared. Nonlinear static analysis confirmed that both frames exhibited excellent performance, with inelastic activities confined to the BRBs and column bases. Fragility curves were developed and performance was evaluated using incremental dynamic analysis with three intensity measures: spectral acceleration, peak ground acceleration, and peak ground velocity. The fragility curves for both frames were closely aligned for all intensity measures, indicating their similar dynamic characteristics and validating the general applicability of the proposed design methodology. The adjusted collapse margin ratio was found to be 3.02 for the aluminium-core BRB frame and 1.76 for the steel-core BRB frame, demonstrating the superior collapse resistance of the aluminium-core BRB frame.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7813 - 7836"},"PeriodicalIF":4.2,"publicationDate":"2026-06-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://link.springer.com/content/pdf/10.1007/s10518-026-02469-x.pdf","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965273","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Methodological investigation of emergency rescue vertical timber supports in building-ruin scenarios: experiments, simulations, and applications","authors":"Defeng Xu,&nbsp;Feifei Sun,&nbsp;Chong Xu,&nbsp;Junwu Dai,&nbsp;Yongqiang Yang","doi":"10.1007/s10518-026-02507-8","DOIUrl":"10.1007/s10518-026-02507-8","url":null,"abstract":"<div><p>Emergency Rescue Vertical Timber Supports (ERVTS) are crucial for stabilizing building ruins and preventing secondary collapse during post‑earthquake rescue operations. However, the lack of systematic experimental data and validated simulations hampers standardized deployment. This study conducts vertical load‑bearing tests on twenty-seven full-scale 2D‑ and 3D‑ERVTS systems and develops the ERVTS‑Framework, a dual-module simulation platform integrating a Finite Element–integrated Finite–Discrete Element (FE–integrated FDE) method with a novel ruin re-editing technique. The former enables high-fidelity modeling of ERVTS structural responses, while the latter allows rapid modification of ruin models to insert ERVTS and evaluate secondary collapse risks under aftershocks. Two primary failure modes, governed by column slenderness, are identified, and a rapid-reference manual of ERVTS capacity across geometries is established. Yield and ultimate deformation points, extracted from force–displacement curves, are proposed as early-warning indicators to guide ERVTS deployment and ensure the safety of life-saving routes during aftershock conditions. This work provides a scientific basis for the rapid selection, placement, and real-time safety assessment of ERVTS in post‑earthquake rescue scenarios.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7309 - 7345"},"PeriodicalIF":4.2,"publicationDate":"2026-06-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965272","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Spatial correlation of multiple ground-motion intensity measures based on the updated New Zealand ground-motion database","authors":"Yu-Heng Yang,&nbsp;Yin Cheng,&nbsp;Ran Yuan,&nbsp;Xiaohui Yu","doi":"10.1007/s10518-026-02520-x","DOIUrl":"10.1007/s10518-026-02520-x","url":null,"abstract":"<div><p>Quantifying the spatial correlation of ground-motion intensity measures (IMs) is a critical prerequisite for evaluating the seismic risk of spatially distributed infrastructure or portfolios. However, the spatial correlation shows strong regional dependence due to variations in source characteristics, path propagation, and site effects. Consequently, the development of a region-specific spatial correlation model is essential. New Zealand is located within a tectonically active region and experiences frequent seismic activity. This study develops the spatial correlation models for New Zealand using its updated ground-motion database. Based on the 1,839 recordings from 143 earthquakes, the proposed models can evaluate the spatial correlations of peak ground acceleration (<i>PGA</i>) and pseudo-spectral acceleration (<i>PSA</i>) at multiple periods (0.1, 0.2, 0.3, 0.5, 0.75, 1, 2, 3, 5, 7.5, and 10 s). An exponential model was used to fit the empirical semivariograms, and the resulting correlation ranges were compared with those reported in previous studies. The results indicate that the proposed correlation models exhibit pronounced regional features in New Zealand compared with those for other or global regions, with correlation ranges (11.34–47.02 km) approaching the median reported values. The models developed in this study are valuable for regional-scale seismic risk assessment in New Zealand.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"6701 - 6723"},"PeriodicalIF":4.2,"publicationDate":"2026-06-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965358","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Behavior of reinforced concrete columns under axial load, bending, and torsional combined loading","authors":"Salih Cengiz,&nbsp;Mehmet Kamanli,&nbsp;Alptug Unal,&nbsp;Abdulkadir Solak,&nbsp;Baris Binici","doi":"10.1007/s10518-026-02529-2","DOIUrl":"10.1007/s10518-026-02529-2","url":null,"abstract":"<div><p>In this study, the lateral cyclic response of ten reinforced concrete columns subjected to constant axial load and torsion was experimentally investigated. The parameters of the study were the axial load ratio, torsional rotation/lateral drift ratio, and stirrup spacing. It was observed that torsional moments can significantly reduce the energy dissipation capacity, displacement ductility and plastic rotation capacity while increasing the plastic hinge length. The axial load, torsion and bending interactions computed with models available in the literature were compared with the test results. Using the experimental data, a modification to the existing interaction model was proposed. The plastic rotation capacities of the tested columns were compared with the limits in the Turkish Earthquake Code-2018 and ASCE SEI-2017 neglecting the influence of torsion. Based on the observations, it is found that neglecting torsion induced rotations can be unsafe in performance assessment of reinforced concrete columns.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7675 - 7707"},"PeriodicalIF":4.2,"publicationDate":"2026-06-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"https://link.springer.com/content/pdf/10.1007/s10518-026-02529-2.pdf","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965392","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A performance-based design and comprehensive damage evaluation of prestressed frames incorporating end-inserted friction system","authors":"Xu-Yang Cao,&nbsp;Hai-Tao Wang,&nbsp;Jianzhe Shi,&nbsp;Song Jin,&nbsp;Yanyao Qin,&nbsp;Guojue Wang,&nbsp;Zongping Chen","doi":"10.1007/s10518-026-02499-5","DOIUrl":"10.1007/s10518-026-02499-5","url":null,"abstract":"<div><p>In recent years, the significance of seismic resilience in engineering structures has been increasingly emphasized. Among the strategies to enhance the seismic resilience of structures, the prestressed frame has garnered considerable interest from researchers, primarily due to its exceptional characteristics, such as self-centering properties. To improve its energy dissipation capacity, various energy devices have been developed to be integrated into the connections of prestressed frames, aimed at enhancing overall seismic performance. However, these devices, while essential for improving seismic resilience, may present challenges in compatibility with existing structural elements and architectural features of buildings, particularly regarding floor integration. In this paper, the authors perform a performance-based design and comprehensive damage evaluation of prestressed structural frames incorporating end-inserted friction system (EIFS). First, the authors introduce the concept of prestressed frames incorporating EIFS and outline a three-stage performance-based design framework for the system. Then, a numerical model is developed and validated, followed by a case study involving three frames to evaluate the static-dynamic damage performance of the system. Finally, a comparison of prestressed frames considering different energy-dissipating mechanisms is implemented. The results indicate that the system can produce a flag-shaped hysteretic curve and demonstrate a reduced failure risk at the same intensity level. Furthermore, the system shows enhanced safety-reserve capacity, requiring a greater intensity level to achieve the same probability of exceedance. These findings underscore the superior performance of the prestressed frame with EIFS and highlight its benefits in mitigating earthquake risks and promoting earthquake resilience.</p><h3>Graphical Abstract</h3><div><figure><div><div><picture><source><img></source></picture></div></div></figure></div></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7709 - 7746"},"PeriodicalIF":4.2,"publicationDate":"2026-06-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965395","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Cyclic shear behavior of concrete columns with debonded and low-bond high-strength rebars","authors":"J. H. Wang,&nbsp;Y. J. Lv,&nbsp;Q. Wu,&nbsp;Y. P. Sun","doi":"10.1007/s10518-026-02487-9","DOIUrl":"10.1007/s10518-026-02487-9","url":null,"abstract":"<div><p>To investigate the shear strength behavior of concrete columns with longitudinal rebars under different bond strength conditions, a total of 13 test columns were fabricated using debonded high-strength PSB 830 rebars and low-bond high-strength SBPDN 1275/1420 rebars. These columns were subjected to both cyclic lateral and compressive loading. The experimental results indicated that shear damage decreased with increasing debonding length and decreasing bond strength of the longitudinal rebars. Notably, the maximum reduction in lateral resistance was approximately 11.8% when the debonding length equaled the sectional height. However, the lateral drifts at peak lateral forces were similar across all test columns. Interestingly, the transverse reinforcement strains in columns with debonded PSB rebars did not reach the yield point. The contribution of shear deformation to total lateral displacement decreased significantly—from approximately 80% to 20%—as the debonding length increased from 0 to 800 mm. A similar trend was observed in columns reinforced with longitudinal rebars of varying bond strength. Based on the experimental data, equations were developed to predict the nominal shear strength, degraded drift, and post-shear stiffness. Comparisons between the predicted and measured results showed that the proposed models accurately captured the shear strength and failure modes of columns with debonded and low-bond rebars. This study provides fundamental insights for designing safer and more resilient concrete structures using debonded and low-bond high-strength rebars.</p></div>","PeriodicalId":9364,"journal":{"name":"Bulletin of Earthquake Engineering","volume":"24 9","pages":"7651 - 7674"},"PeriodicalIF":4.2,"publicationDate":"2026-06-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"148965396","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}