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        <title>Frontiers in Built Environment | Earthquake Engineering section | New and Recent Articles</title>
        <link>https://www.frontiersin.org/journals/built-environment/sections/earthquake-engineering</link>
        <description>RSS Feed for Earthquake Engineering section in the Frontiers in Built Environment journal | New and Recent Articles</description>
        <language>en-us</language>
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        <pubDate>2026-05-13T06:12:47.27+00:00</pubDate>
        <ttl>60</ttl>
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        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1784736</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1784736</link>
        <title><![CDATA[An energy-based limit curve framework for reinforced concrete moment-resisting frames with steel damper columns]]></title>
        <pubdate>2026-05-04T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Kenji Fujii</author>
        <description><![CDATA[In the seismic design of reinforced concrete moment-resisting frame (RC MRF) structures equipped with steel damper columns (SDCs), design criteria should consider both peak responses (e.g., story drift) and cumulative responses (e.g., cumulative strain energy of damper panels in SDCs). These response measures are associated with two energy-based seismic intensity parameters: the maximum momentary input energy governing peak responses and the cumulative input energy governing cumulative responses. The relationship between these parameters depends on the characteristics of the ground motions. This study proposes an energy-based limit curve for RC MRFs with SDCs using the two seismic intensity parameters. Incremental critical pseudo-multi impulse analyses (ICPMIAs) are performed for three eight-story RC MRFs with SDCs considering various numbers of pulsive inputs. For each analysis, the input intensity is incrementally increased until predefined limit-state criteria are reached. The limit curve is constructed by connecting the equivalent velocity pairs corresponding to the two energy-based seismic intensity parameters at the limit states. The applicability of the proposed limit curve is examined through nonlinear time-history analyses (NTHAs) using recorded ground motions, including the mainshock–aftershock sequence of the 2011 off the Pacific coast of Tohoku Earthquake and the foreshock–mainshock sequence of the 2016 Kumamoto Earthquake. The results indicate that (a) considering a range of 2–32 pulsive inputs in ICPMIA is sufficient to cover the NTHA results examined in this study; (b) most NTHA cases satisfying the limit-state criteria are located within the proposed limit curve, whereas cases exceeding the criteria are located outside the curve; and (c) the consideration of earthquake sequences tends to result in a larger number of cases exceeding the limit-state criteria compared with single-earthquake scenarios.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1824451</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1824451</link>
        <title><![CDATA[Numerical study of the effects of tilting base on seismic out-of-plane response of one-way spanning unreinforced masonry walls]]></title>
        <pubdate>2026-04-28T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Amirhossein Ghezelbash</author><author>Jan G. Rots</author><author>Francesco Messali</author>
        <description><![CDATA[This paper investigates the response of one-way spanning unreinforced masonry (URM) walls first statically tilted in the in-plane (IP) and out-of-plane (OOP) directions and then subjected to seismic OOP loading, a subject largely overlooked in the literature. The study is motivated by this knowledge gap and its particular relevance to Netherlands, where ground settlement often leads to visible tilting in buildings, yet sufficient evidence for if and how such tilting should be explicitly considered in design and assessment does not exist. The numerical modeling approach previously proposed by the authors, validated against complex experimental data, is employed in a comprehensive parametric study to provide preliminary insights into the seismic response of tilted walls. The model represents URM unit-by-unit using nonlinear 3D solid expanded blocks and cohesive-frictional zero-thickness joints. Two wall specimens, one short and one long, are subjected to one level of IP base tilting and two levels of OOP base tilting. Static and dynamic OOP loading is then applied while maintaining the prescribed tilt. Under static OOP loading, three levels of vertical pre-compression are considered, representing conditions in low-rise residential buildings. For dynamic OOP analyses, a multi-step loading sequence with varying levels of overburden is used. The results show negligible sensitivity to IP tilting (even up to 4°). While the specimens exhibit slightly greater sensitivity to OOP tilting, primarily due to reduced vertical confinement and increased uplift, responses remain largely stable even with large OOP drift (up to 22% of wall thickness). Aside from the aforementioned findings, this study, being the first one in the literature studying load-bearing tilted walls, highlights key limitations which may have affected the outcomes and emphasizes the need for further research to better understand the behavior of tilted URM walls.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1816240</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1816240</link>
        <title><![CDATA[Surrogate impulse ground motion for practical simulation of critical nonlinear structural responses]]></title>
        <pubdate>2026-04-22T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Hiroki Akehashi</author><author>Mao Kinoshita</author><author>Fumiya Ueno</author><author>Koji Yamato</author><author>Yusuke Ehara</author><author>Tatsuhiko Maeda</author>
        <description><![CDATA[Impulse-based representations of earthquake ground motions provide an efficient framework for evaluating critical nonlinear structural responses. However, the direct use of ideal impulse ground motions expressed by Dirac’s delta function may excite all eigenmodes with identical amplitude and phase, thereby producing unrealistically amplified floor acceleration and velocity responses and leading to numerical difficulties in nonlinear time-history response analyses. This paper proposes a surrogate impulse ground motion with finite duration for the practical simulation of critical elastic–plastic responses. The surrogate impulse is constructed as a weighted sum of Chebyshev polynomials, and its coefficients are determined by minimizing response discrepancies at the termination of excitation for many models with diverse dynamic characteristics. The proposed formulation preserves the essential characteristics of impulse-based critical excitation while suppressing super-high-frequency components. Numerical investigations demonstrate that the surrogate impulse accurately reproduces displacement responses obtained from conventional impulse inputs while substantially reducing unrealistic acceleration and velocity amplification. Applications to a multi-story elastic–plastic building model under surrogate double and multi impulse inputs confirm that maximum displacement responses are well captured without inducing excessive floor responses. The proposed method provides a practical and robust framework for critical nonlinear response evaluation under pulse-type and long-duration ground motions.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1745681</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1745681</link>
        <title><![CDATA[Application of the random finite element method to assess traditional techniques used to analyse free-field ground response and liquefaction triggering]]></title>
        <pubdate>2026-04-10T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>J. León González Acosta</author><author>Abraham P. van den Eijnden</author><author>Michael A. Hicks</author>
        <description><![CDATA[Traditional one-dimensional (1D) techniques for analysing free-field ground response and liquefaction triggering rely on the assumption of ideal, homogeneous soil deposits, which are hardly ever encountered. This paper highlights the inaccuracies and limitations of 1D schemes and the motivation for two-dimensional (2D) strategies using the random finite element method (RFEM). Through Monte Carlo simulations, the 2D dynamic response of various soil domains, considering the impact of spatial variability of void ratio on liquefaction potential, is analysed. Each 2D realisation has been re-examined by splitting the domain into 1D soil columns while preserving similar variability attributes. The results reveal significant differences. While 2D schemes show a reduced variability in the ground surface responses and more realistic liquefaction spreading compared to 1D simulations, 2D schemes indicate more severe impacts on ground surface accelerations, response spectra peak values, and energy released. For site response analysis using a homogeneous soil profile, a characteristic void ratio value based on the mean minus 2 standard deviations is suitable for high PGA potential scenarios. However, the differences in responses between 1D and 2D schemes diminish if the input earthquake acceleration is not strong enough to cause liquefaction.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1778867</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1778867</link>
        <title><![CDATA[Probabilistic tsunami risk assessment of cultural heritage in the Mediterranean Sea based on GIS and advanced computational models]]></title>
        <pubdate>2026-04-10T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Paraskevi Modé</author><author>Marcos Julien Alexopoulos</author><author>Raouf Sobhani</author><author>Constantine Spyrakos</author><author>Denis Istrati</author>
        <description><![CDATA[Cultural heritage (CH) sites along the Mediterranean coast are exposed to tsunami hazards that remain insufficiently quantified in current risk assessment frameworks. This study presents a probabilistic tsunami risk assessment methodology for coastal cultural heritage, integrating offshore tsunami hazard predictions, GIS-based inundation modelling, analytical tsunami load formulations, and advanced structural damage models. Offshore tsunami hazard and coastal inundation are evaluated for the archaeological site of Kolona at Aegina in Greece, for five Average Return Periods (ARPs), allowing spatially explicit estimation of flow depth and hydrodynamic demand at the site scale. Tsunami-induced loads are derived following established analytical approaches, with special consideration given to the vulnerability of heritage elements and the absence of comprehensive tsunami guidelines specifically for CH typologies. Structural response is simulated using detailed material and three-dimensional finite elements to estimate stresses, strains, and displacements in key components. The results indicated that drag-related forces primarily govern the structural response, especially under higher return-period events. The distributions of stress, strain, and displacement at the direction of the tsunami showed pronounced spatial variability, influenced by local geometry, construction characteristics, and flow exposure. The results also include inundation maps for both the surrounding coastal area and the Kolona site, sensitivity analysis with respect to spatial resolution, and cumulative damage indicators across all five considered ARPs. Damage maps are further developed to identify spatial patterns of risk across the entire site. The proposed framework provides a robust basis for prioritising conservation efforts, informing mitigation strategies, and supporting long-term tsunami adaptation planning in the Mediterranean region.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1812145</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1812145</link>
        <title><![CDATA[Investigation on the hysteretic performance of tubular lead-column laminated rubber damper]]></title>
        <pubdate>2026-04-01T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Xiangwei Meng</author><author>Zhengwu Zhu</author><author>Haonan Tian</author><author>Hui Luo</author><author>Dongsheng Zhai</author>
        <description><![CDATA[IntroductionTo improve the engineering applicability of lead-core dampers and enhance their self-centering performance, the tubular lead-column laminated rubber damper (TL-CLRD) is proposed.MethodsFirst, considering the confined behavior of lead materials and structural assembly requirements, a sealed design combining laminated rubber layers and an outer casing is adopted, alongside a modular configuration. Cyclic loading tests are then conducted on damper specimens to obtain their hysteretic response characteristics. Subsequently, a numerical model of the damper is established to simulate the experimental process. Based on this model, a parametric analysis is performed to systematically investigate the effects of guide rod diameter, lead column height, and laminated rubber layer height on the hysteretic behavior of the damper.ResultsThe results show that the proposed damper exhibits stable and effective hysteretic performance. The overall hysteretic response demonstrates a clear bilinear characteristic, with the equivalent viscous damping ratio consistently stabilizing in the range of 20%–26%.DiscussionThe lead column height and guide rod dimensions have a significant influence on the hysteretic behavior of the damper, providing a reliable reference for the optimal design and practical engineering application of such self-centering devices.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2026.1769280</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2026.1769280</link>
        <title><![CDATA[The influence of the target earthquake design level on the dynamic response of damped structures]]></title>
        <pubdate>2026-03-05T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Stefano Silvestri</author><author>Michele Palermo</author><author>Antonio D’Anna</author>
        <description><![CDATA[This work investigates how the energy dissipation properties of a structure equipped with nonlinear commercial viscous dampers, designed for a specific target seismic level, are influenced by the variation in the earthquake intensity level, thus deviating from the reference design condition. In this preliminary investigation, Single-Degree-Of-Freedom (SDOF) systems are considered. First, the dynamic response of a nonlinearly damped SDOF system subjected to harmonic excitation is investigated to derive the analytical relationships between the nonlinear damping coefficient, the equivalent damping ratio, the Input Scaling (IS) factor, the Output Scaling (OS) ratio, and the damping reduction factor. Then, the analysis is extended to SDOF systems subjected to earthquake ground motions. Numerical simulations are carried out through nonlinear time-history dynamic analyses varying the intensity of the base earthquake input. The results indicate that, for SDOF systems under harmonic input, when OS is smaller than 1, the equivalent damping exhibits a marked increase as input intensity decreases, whereas for OS larger than 1, damping decreases with higher input. Forcing frequencies lower than the natural frequency of the system increase the equivalent damping, whereas higher frequencies reduce it. Under seismic input, nonlinear dampers are more effective for IS smaller than 1 and less effective for IS larger than 1. The results, whose quantitative validity is limited to SDOF systems and to a specific earthquake record in the case of seismic input, may provide useful qualitative insights for the preliminary evaluation of dampers’ effectiveness under multiple seismic intensity levels, as typically required in modern Performance-Based and Resilience-Based Seismic Design approaches.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1746271</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1746271</link>
        <title><![CDATA[Development of fragility curves for tuned mass damper inerter (TMDI) systems under pulse-like ground motions from the 2024 Noto earthquake (Mw 7.6)]]></title>
        <pubdate>2026-01-29T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Madhu Beerabbi Eshapurada</author><author>K. S. K. Karthik Reddy</author>
        <description><![CDATA[Enhancing seismic resilience in the built environment is essential for safeguarding structures in earthquake-prone regions. Inerter-based vibration control systems represent an important advancement in earthquake engineering, yet their effectiveness under pulse-like, near-fault ground motions has not been thoroughly evaluated. This study investigates the seismic response of building structures equipped with tuned mass damper inerter (TMDI) systems when subjected to intense, pulse-like excitations, with reference to the 2024 Noto earthquake in Japan (Mw 7.6). Through comprehensive simulation of low, medium, and high-rise structural models, spanning fundamental periods of 0.5, 1.0, and 2.0 s, the research assesses TMDI performance across varying mass ratios. Results indicate notable reductions in seismic vulnerability and damage potential, with performance gains validated against HAZUS fragility benchmarks for comparable structures demonstrating up to 145% improvement in median PGA for slight damage and 167% for moderate damage states. The findings underscore the potential of TMDIs as scalable, innovative vibration control solutions, contributing to safer and more sustainable built environments in near-fault seismic regions worldwide.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1722178</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1722178</link>
        <title><![CDATA[Finite element modelling of bahareque walls under lateral cyclic loading]]></title>
        <pubdate>2026-01-21T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Natividad Garcia-Troncoso</author><author>Juan Molina-Cedeño</author><author>Miguel Vergara-Pin</author><author>Hilda Zambrano-Montalvan</author><author>Ken Tello-Ayala</author><author>Dan V. Bompa</author>
        <description><![CDATA[This study presents a numerical representation of the cyclic behavior and energy dissipation characteristics of cemented bahareque walls using the non-linear modeling procedures. A numerical model was calibrated through experimental tests to fit the nonlinear response, including the stiffness degradation and hysteretic behavior of bahareque walls subjected to reversed cyclic loading. An additional sensitivity analysis was carried out to evaluate the influence of aspect ratio, fastener spacing, frame cross-section, mortar panel thickness, and vertical load on the structural response of the cemented bahareque walls. Results indicate that the calibrated model successfully replicates the energy dissipation capacity of the experimental walls with a relative energy error of 4.84%, despite some localized discrepancies in force predictions. The sensitivity analysis indicated significant variation in hysteretic response associated with fastener spacing, stiffness degradation parameters, and pinching effects. This study also shows that variations in parameters as fastener spacing can affect the model’s lateral loading capacity by up to 23.40%. These results underscore the influence of key modeling parameters on wall structural behavior. The findings demonstrate the suitability of the calibrated numerical model for predicting global seismic demands and highlight critical parameters that influence the cyclic performance and resilience of bahareque walls for affordable housing.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1743082</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1743082</link>
        <title><![CDATA[Study on downtime calculation considering a series of seismic sequences in resilience performance assessment of RC buildings]]></title>
        <pubdate>2026-01-19T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Taiyo Motobe</author><author>Noriyuki Takahashi</author>
        <description><![CDATA[Current seismic design primarily targets life safety under rare major earthquakes, while recent societal demands emphasize seismic resilience, particularly timely functional recovery and reduction of downtime. However, most existing downtime assessment frameworks implicitly assume that damage is governed by a single mainshock and do not explicitly track cumulative deterioration caused by repeated moderate earthquakes over the building’s service life. This omission can underestimate the downtime associated with the life-cycle maximum event. This study proposes a downtime evaluation method for RC office buildings that explicitly incorporates (1) delay times due to impeding factors, (2) repair times of structural components, (3) repair times of nonstructural components, and, as a distinctive feature, (4) cumulative deterioration induced by annual moderate earthquakes within a life-cycle seismic hazard framework. Five-, seven-, and ten-story shear-spring models with three ultimate ductility levels (strength-type, standard-type, and ductile-type) are analyzed under annual ground motion sequences consistent with the seismic hazard at Aobayama, Sendai, including both a single strong-motion record and a combined strong-motion sequence from the 2016 Kumamoto Earthquake. Structural damage is quantified using the Park and Ang damage index, nonstructural damage is evaluated via fragility curves, delay times are modeled with lognormal distributions for each impeding factor, and downtime is obtained from repair sequencing along multiple repair paths using Monte Carlo simulations. Results show that cumulative deterioration from moderate earthquakes, when propagated to the time of the life-cycle maximum event, systematically increases both damage indices and downtime compared with conventional mainshock-only assessments. Ductile-type models effectively limit this downtime growth in low-to mid-rise buildings. In particular, for the seven-story building subjected to the combined strong-motion sequence, converting the frame from the strength-type to the ductile-type reduces the estimated downtime by 17.3%. Although the average downtime is similar among the three building heights, the story-wise concentration of damage and the configuration of repair phases differ, indicating that explicitly modeling cumulative deterioration, together with optimized repair phasing and ductile design, is essential for reliably assessing and reducing downtime in resilience-oriented design of RC buildings.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1709068</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1709068</link>
        <title><![CDATA[Seismic performance of various structural configurations for RC building on sloped terrain considering soil-foundation-structure approach]]></title>
        <pubdate>2025-12-19T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Dhimant Parmar</author><author>Nikhilesh Ponnappan</author><author>Advaitha Thampi</author><author>Prasanth S</author>
        <description><![CDATA[The study aims to evaluate the seismic performance of reinforced concrete (RC) buildings on slopes using soil–foundation–structure (SFS) interaction modeling. This study investigates the seismic performance of different structural configurations for a five-story RC building on sloped terrain, incorporating bracings, shear walls, grade beams, stub columns, strap footings, and hybrid arrangements. Three critical slope locations—toe, crest, and center—at 20° inclination were analyzed using the SFS modeling approach in PLAXIS 3D, incorporating soil nonlinearity. The RC building was modeled to assess the inter-story drift ratio (ISDR) and lateral displacement as performance parameters. Results indicate that structures on sloping ground were much more vulnerable than those on level ground, with bare-frame structures exhibiting the worst seismic performance at all slope locations. Braced and shear wall buildings show remarkable improvements, with up to 90% reduction in both lateral displacement and inter-story drift ratio compared to typical bare-frame systems and hybrid configurations such as the M26 model, achieving reductions in critical shear force and bending moment exploitation ratios by as much as 2.3× and 1.5×, respectively, at the observed column. At the crest, optimal configurations showed a 91% reduction in lateral displacement. For buildings at the center of the slope, certain configurations reduced inter-story drift and roof displacement by up to 79% and 88%. The study provides valuable guidelines for creating seismically resilient structural designs, substantially improving the safety and performance of RC buildings under seismic loads in mountainous terrain. The study aligns with building sustainable cities and resilient communities (Sustainable Development Goals (SDGs) 9 and 11), which minimize the damage to the infrastructure and reduce social losses in a community. Few studies have been done on the structural configuration of buildings on slopes, where limited guidelines were provided in the Indian Standards. The study includes soil–structure interaction and varies the location of the building based on practical scenarios that prove to be novel research to identify the best possible resilient structural configuration for building construction on slopes.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1755156</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1755156</link>
        <title><![CDATA[Correction: Neural network based active control of base isolated structure considering isolator nonlinearity]]></title>
        <pubdate>2025-12-18T00:00:00Z</pubdate>
        <category>Correction</category>
        <author>Nour Elhouda Ghanemi</author><author>Mahdi Abdeddaim</author><author>Abdelhafid Ounis</author><author>Michela Basili</author>
        <description></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1689930</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1689930</link>
        <title><![CDATA[Critical response of reinforced concrete moment-resisting frames with steel damper columns subjected to sequences of two pulse-like ground motions]]></title>
        <pubdate>2025-12-12T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Kenji Fujii</author>
        <description><![CDATA[A reinforced concrete (RC) moment-resisting frame (MRF) with steel damper columns (SDCs) can be considered a damage-tolerant structure. The behavior of such a structure depends on the strength balance of the RC MRF and SDCs, and the pinching behavior of RC members. In this article, the seismic behavior of an RC MRF with SDCs under pulse-like ground motion sequences is investigated by applying an extended incremental critical pseudo-multi-impulse analysis (ICPMIA). This article consists of two analytical studies. The first analytical study focuses on (a) the degradation in energy dissipation of an RC MRF with SDCs and (b) the increase in response period due to prior earthquake damage. An extended ICPMIA of RC MRF models is carried out. The second study focuses on the influence of the pulse period of pulse-like ground motion sequences on the response of RC MRFs with SDCs. The main findings are as follows. (1) When the pulse velocities of the two multi impulses (MIs) are the same in sequential MIs, the peak displacement is larger than that of a single MI if the first and second MI have the same sign. This trend is notable when the SDC strength is relatively low, and the pinching behavior of RC beam is significant. (2) The degradation in energy dissipation of an RC MRF in the second input is notable when the pinching behavior of RC beams is significant and the SDC strength is relatively low, whereas such degradation is limited when the SDC strength is relatively high. (3) The increase in RC MRF response period in the second input is notable when the pinching behavior of RC beam is significant. (4) For nonlinear time history analysis (NTHA) using sequential ground pulses, the most critical period of the second pulse is longer than that of a single pulse. (5) The most critical response obtained from NTHA for the pulses in (4) can be approximated by the extended ICPMIA results.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1711028</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1711028</link>
        <title><![CDATA[Challenges and solutions in reinforcing self-built homes: experiences from Villa Maria del Triunfo, Lima, Peru]]></title>
        <pubdate>2025-12-08T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Emilio J. Medrano‐Sánchez</author><author>Magaly C. Fabian</author>
        <description><![CDATA[This study assesses H-shaped steel profiles (W8×31) as a retrofit solution for self-built dwellings in the Human Settlement (AA.HH). Ciudad de Gosen, Villa María del Triunfo (Lima, Peru). A four-part workflow was applied: i. field diagnosis with the Peruvian National Institute of Civil Defense (INDECI, by its Spanish acronym) checklist to classify seismic vulnerability and document construction pathologies; ii. numerical modeling in “Extended Three-Dimensional Analysis of Building Systems” (ETABS) v18 under Peruvian Standard E.030 to characterize story drift, torsion, and center of rigidity; iii. retrofit design that anchors and welds W8×31 profiles along critical load paths; and iv. experimental verification at National University of Engineering (UNI) Materials Testing Laboratory (LEM) following Peruvian Technical Standard (NTP) 350.405:2019 on representative columns and beams. Retrofitted specimens reached the testing machine’s maximum axial load of 686 kN (70,000 kgf) with only minor cracking between 245 and 324 kN (25,000–33,000 kgf), confirming concrete-steel compatibility and increases in stiffness and axial capacity. Given the limited number of numerical models and laboratory specimens, the findings were integrated in a descriptive way to show the consistency between the ETABS simulations and the composite behavior observed in the tests. These results position W8×31 profiles as a feasible, constructible option for seismic risk reduction in self-built contexts and provide a technical bridge toward guidelines, on-site protocols, and community training aligned with the Sustainable Development Goal (SDG) for safe, resilient, and inclusive housing.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1643989</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1643989</link>
        <title><![CDATA[Investigation of the mechanical and hydrodynamic behavior of lock gates under high head conditions]]></title>
        <pubdate>2025-10-16T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Yongsheng Liu</author><author>Neng Wang</author><author>Tao Kuang</author><author>Yasi Ye</author><author>Jiye Niu</author><author>Jianguo Cai</author>
        <description><![CDATA[As a core component of the lock filling and emptying system, the operational performance of the valve significantly influences the efficiency and safety of navigation locks. To elucidate the mechanical mechanisms during valve operation, this study investigates the valve structure of the Hongjiang hub under high head conditions. A combined approach of numerical simulation and scale experiment was employed to examine both the mechanical response and hydrodynamic behaviors of the valve. (1) Numerical results indicate the stress concentration is easy to occur in the center of the bottom panel of the valve, which causes the structural displacement. Structural checks confirm that both stress and displacement remain within the allowable design limits, demonstrating the structural adequacy of the valve. The valve’s natural frequency is substantially higher than the dominant energy range of flow-induced excitations, suggesting a low likelihood of severe vibration. (2) Experimental investigations were conducted to evaluate the valve’s hydrodynamic characteristics. Pressure fluctuations on the valve surface were found to be strongly correlated with the valve opening. At small openings, the valve body lies within a high-velocity jet zone formed by the gap between the valve and the sill, resulting in pronounced pressure fluctuations. As the opening increases, the valve body shifts into the valve chamber, and measured pressures become more stable, with reduced fluctuation amplitudes. (3) During the opening process, the opening force initially increases and then decreases, with a peak value of approximately 200 kN. In contrast, the closing force during valve closure follows a “decrease–increase–decrease” trend, reaching a minimum of around −150 kN. (4) Un-der emergency closure conditions at an opening ratio of n = 0.3, the hydrodynamic load coefficient peaks at approximately 1.22. The effect of the valve opening speed on the dynamic load is found to be negligible. The findings provide theoretical insights and practical guidance for the design and manufacture of lock valves operating under high head conditions.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1652972</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1652972</link>
        <title><![CDATA[Optimal placement and design of M-STLCDs in n-story buildings: a comparative study with M-TMDs and M-TLCDs]]></title>
        <pubdate>2025-09-25T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Chiara Masnata</author><author>Salvatore Dario Di Trapani</author><author>Salvatore Russotto</author><author>Antonina Pirrotta</author>
        <description><![CDATA[This study proposes a novel optimization procedure for the seismic vibration control of multi-degree-of-freedom systems incorporating Multiple Sliding Tuned Liquid Column Dampers (M-STLCDs). Unlike conventional compliant liquid-based devices, the proposed system consists of multiple translating U-shaped liquid containers, each independently tuned to a specific structural mode, enabling multi-modal control, particularly suited for stiff structures and not previously explored in the literature. The procedure can optimize and install one device at a time while accounting for the modifications introduced by prior installations, ensuring a progressive adaptation of the control system to the dynamic characteristics of the structure. For each single STLCD, the procedure considers both the optimal location in the building and the fundamental mode to be controlled. More specifically, for each STLCD, the procedure detects the optimal floor where the device should be placed and optimizes the damping and the natural frequency of the spring-dashpot unit, the head-loss coefficient and the natural frequency characterizing the liquid. To prove the effectiveness of the optimal placement of the devices, the optimization procedure was applied on two different types of shear-type structures, i.e., on a three-story and a six-story structure, subjected to a broadband and zero-mean white noise process. Moreover, the control performance of the device was evaluated both in the time and the frequency domain and under recorded seismic events, in comparison with optimized configurations of traditional devices, such as Multiple Tuned Mass Dampers (M-TMDs) and Multiple Tuned Liquid Column Dampers (M-TLCDs).]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1667289</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1667289</link>
        <title><![CDATA[Seismic performances of reinforced concrete buildings with openings in unreinforced masonry infill walls: a soil–foundation–structure modelling approach]]></title>
        <pubdate>2025-09-18T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Nath Amritha</author><author>S. Prasanth</author>
        <description><![CDATA[This study aims to capture the impacts of soil–structure interactions on infill openings in unreinforced-masonry-infilled mid-rise and high-rise reinforced concrete buildings. The soil–foundation–structure modelling method was adopted herein to incorporate the effects of the soil–structure interactions using the finite element software PLAXIS 3D. A six-storey and an eleven-storey reinforced concrete buildings with varying infill opening percentages of 20%, 30%, and 40% were considered in this work to resemble realistic door/window openings. Both building models were subjected to dynamic analyses under bidirectional loading by considering soft and stiff soil conditions. The maximum roof displacement, inter-storey drift ratio, mode shapes, and damage state levels were set as the performance assessment parameters. It was observed that the inter-storey drift ratio increased significantly for all models under soft soil conditions, especially in the case of 40% infill opening. The HAZUS methodology was used to assess the damage state level at each storey level. The mid- and high-rise buildings reached a maximum of moderate and moderate–extensive damage state levels, respectively, at 30% infill opening under both soil conditions; further, fixed-base conditions consistently underestimated the storey damage state levels. Based on the performance assessment parameters, optimum infill opening values of 40% and 30% were estimated for the mid-rise and high-rise buildings, respectively, under stiff soil conditions; however, these optimal percentages were significantly reduced to 30% and 20%, respectively, under soft soil conditions. The above findings indicate that the soil conditions and building heights have significant impacts on infill opening percentages and affect the seismic performances of buildings. Thus, we conclude that soil–foundation–structure modeling is important for accurate seismic assessments, particularly in areas prone to high seismic activities.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1597715</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1597715</link>
        <title><![CDATA[Development of a site and motion proxy-based site amplification model for shallow bedrock profiles using machine learning]]></title>
        <pubdate>2025-09-10T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Yong-Gook Lee</author><author>Duhee Park</author><author>Oh-Sung Kwon</author>
        <description><![CDATA[Accurate prediction of site amplification is crucial for seismic hazard assessment, particularly at shallow bedrock sites where limited data can constrain modeling efforts. Traditional regression-based models often fail to capture complex nonlinear interactions inherent in seismic ground response. This study aims to develop proxy-based linear and nonlinear site amplification models that provide reliable predictions using machine learning (ML) techniques, enabling practical applications in regional ground motion modeling. The outputs of a series of one-dimensional site response analyses were used for training. Three ML algorithms were used: random forest (RF), extreme gradient boosting (XGB), and deep neural network (DNN). The models incorporated four site proxies and two motion proxies to predict site amplification, and their performance was evaluated against both a conventional regression-based model and a rigorous ML model utilizing full shear-wave velocity profiles and input motion spectra. When identical proxies were used, the differences between the regression and ML-based models were not pronounced. However, when the ML model was trained simultaneously with the site and motion proxies for both linear and nonlinear components, the prediction performance was significantly enhanced. This revealed that the traditional two-track approach of the site-proxy-dependent linear component and motion-proxy-conditioned nonlinear component is ineffective. A pairing scheme for site and motion proxies is recommended to achieve the most accurate predictions. Among the three ML methods, the RF algorithm exhibited the weakest performance. The XGB and DNN algorithms’ prediction accuracies were superior to the RF algorithm. The XGB and DNN outperformed each other when predicting the linear and nonlinear components, respectively. The proposed ML models achieved coefficient of determination (R2) values up to 0.97 with root mean square error (RMSE) as low as 0.04 for linear components, and R2 up to 0.92 with RMSE as low as 0.06 for nonlinear components, demonstrating significant improvements over conventional regression-based models. Compared with a rigorous ML model, the proxy-based models exhibited agreeable predictions with far less information, illustrating the benefit of adopting the ML algorithms for improved adaptability and predictive capability. The constraint imposed on the site type, considering only profiles with a bedrock depth of less than 30 m, may have resulted in the strong performance of the proxy-based model.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1671758</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1671758</link>
        <title><![CDATA[Revisiting damping identification: limitations and comparative evaluation under impulse, white noise, and seismic excitations]]></title>
        <pubdate>2025-09-05T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Yuanqi Zheng</author><author>Chin-Long Lee</author><author>Renjie Shen</author><author>Jia Guo</author>
        <description><![CDATA[Eigensystem Realization Algorithm (ERA), Stochastic Subspace Identification (SSI), Continuous Wavelet Transform (CWT), and Enhanced Frequency Domain Decomposition (EFDD) are four widely used damping identification methods. Their performance remains unclear in previous reviews and comparative discussions. This uncertainty can be attributed to three critical factors: the varying behavior of different methods under different excitations, the lack of a clear benchmark for evaluating accuracy, and the unquantified influence of parameter tuning on results. This study revisits and evaluates these methods under controlled conditions and addresses the key challenges that hinder reliable damping identification. A major challenge identified is the sensitivity of the results to parameter settings, which significantly impacts the stability and accuracy of the identification. Based on the evaluation, recommended methods and corresponding parameter guidelines are provided for three common excitation scenarios: impulse, white noise, and earthquakes. This study offers practical guidance for the selection and application of damping identification methods in structural dynamics.]]></description>
      </item><item>
        <guid isPermaLink="true">https://www.frontiersin.org/articles/10.3389/fbuil.2025.1617542</guid>
        <link>https://www.frontiersin.org/articles/10.3389/fbuil.2025.1617542</link>
        <title><![CDATA[Robust multi-objective optimization framework for performance-based seismic design of steel frame with energy dissipation system]]></title>
        <pubdate>2025-09-04T00:00:00Z</pubdate>
        <category>Original Research</category>
        <author>Yuting Cheng</author><author>Qiushi Chen</author><author>Weichiang Pang</author>
        <description><![CDATA[Modern seismic codes ensure life safety, but code-compliant buildings can still suffer significant economic losses from earthquake-induced damage, even during moderate events. Performance-Based Seismic Design (PBSD) has been developed to mitigate the impact of disproportionate financial losses. However, optimizing seismic retrofits involves complex trade-offs and requires explicit consideration of design robustness against uncertainties. This study introduces a novel Robust Multi-objective Optimization framework for Performance-Based Seismic Design (RMO-PBSD). This framework addresses the inherent conflict between three key objectives: economic efficiency, post-earthquake repair costs, and design robustness. Economic efficiency is quantified by the cost of fluid viscous dampers (FVDs), a common retrofit measure. Repair costs are estimated using the FEMA P-58 methodology, while robustness is quantified by the variability of structural response under seismic uncertainty. The core contribution lies in integrating these three metrics (FVD cost, repair cost, and a robustness measure) into an integrated optimization process using the Non-dominated Sorting Genetic Algorithm II (NSGA-II). The framework’s applicability and effectiveness are demonstrated through a case study of a 4-story steel moment-resisting frame retrofitted with FVDs, modeled in OpenSees. Seismic demand uncertainty is rigorously quantified using a series of ground motion records. Optimization results reveal a clear Pareto front, generally showing that higher FVD costs lead to lower repair costs and more robust designs (i.e., less sensitive to ground motion variability), although the robustness measure displays a non-linear relationship with the cost metrics. By analyzing designs along the Pareto front, the framework facilitates informed decision-making, identifying optimal, cost-effective FVD configurations that significantly enhance seismic performance while explicitly managing performance variability. This work provides a practical tool for achieving resilient and economically efficient seismic retrofits.]]></description>
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