Soil Dynamics and Earthquake Engineering最新文献

{"title":"Seismic fragility analysis of deep underground structures based on fault-to-structure earthquake simulation","authors":"Peng Deng ,&nbsp;Hanlin Wei ,&nbsp;Jiateng Du ,&nbsp;Chao Zhang ,&nbsp;Renpeng Chen","doi":"10.1016/j.soildyn.2025.109800","DOIUrl":"10.1016/j.soildyn.2025.109800","url":null,"abstract":"<div><div>There is a significant difference in the seismic response of deep underground structures subjected to near-field and far-field seismic motions. To accurately assess the fragility of structures in near-fault sites, a three-dimensional regional geophysics model considering the fault-to-structure physics process was constructed by the finite difference method software SW4 to perform the seismic wavefield calculations. Taking the calculated seismic motions as input, the domain reduction method (DRM) model considering the ground loss was established and the probabilistic seismic demand model of the structure was computed by the OpenSees-based visualization pre/post-processing software STKO. The pushover analysis considering the effect of bi-directional ground motions was also conducted to quantify the seismic performance levels of the structure. The seismic fragility curves for deep underground structures were eventually developed, and the influence of site condition and burial depth on them was analyzed. The results show that the deriving method of structural fragility curves proposed in this study, accounting for the whole physical process of fault-to-structure, could provide an effective assessment for the structural seismic fragility. It is essential to consider the variation of seismic capacity at different burial depths as the bearing capacity and ductility would significantly decrease as the burial depth increases. The structural fragility increases with the burial depth at both site C and site D, while remaining consistently lower at site C than at site D. Furthermore, the effect of site condition on structural fragility curves would diminish as the burial depth increases.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109800"},"PeriodicalIF":4.6,"publicationDate":"2025-09-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105276","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":"Seismic performance of CFDST composite frames with different joint types under unidirectional and multi-directional earthquake excitation","authors":"Dongfang Zhang,&nbsp;Yu Wang,&nbsp;Junhai Zhao,&nbsp;Congcong Fan","doi":"10.1016/j.soildyn.2025.109812","DOIUrl":"10.1016/j.soildyn.2025.109812","url":null,"abstract":"<div><div>Concrete-filled double-skin steel tube (CFDST) structures exhibit excellent seismic potential. However, existing studies have primarily focused on the component or joint level, with limited research addressing the overall structural performance under unidirectional and multi-directional earthquake excitation. The four frame models were developed by combining three types of joint configurations (ring plate, vertical stiffener plate, and extended endplate) with two types of column cross-sections, CFDST and concrete-filled steel tube (CFST). Finite element modeling and nonlinear dynamic time-history analysis were performed to evaluate the seismic performance of the four frame models in terms of ultimate seismic capacity, roof displacement response, inter-story drift angle, axial load ratio response, local stress-strain response, plastic zone distribution, and plastic energy dissipation capacity. The results indicated that the ring plate and vertical stiffener plate models exhibited higher stiffness and strength, contributing to improved structural stability under moderate to severe earthquake excitations. Compared with CFST columns, CFDST columns were more effective in restraining the development of plastic zones at the column ends, thereby enhancing the seismic capacity and ductility reserve of the frames. Among the four models, the ring plate CFDST frame demonstrated the smallest lateral displacement response and the greatest plastic energy dissipation capacity, while the extended endplate frame exhibited the largest lateral displacement and the weakest energy dissipation performance. The results provide a basis for upcoming shake table studies and practical structural design.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109812"},"PeriodicalIF":4.6,"publicationDate":"2025-09-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105186","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":"Performance-based optimization of T-NESs considering SSI effects on rectangular embedded foundations","authors":"Leandro F. Fadel Miguel ,&nbsp;Rafael Holdorf Lopez ,&nbsp;Daniel Ambrosini","doi":"10.1016/j.soildyn.2025.109797","DOIUrl":"10.1016/j.soildyn.2025.109797","url":null,"abstract":"<div><div>Track-Nonlinear Energy Sinks (T-NESs) are passive vibration absorbers exploiting geometrically nonlinear restoring forces from a mass moving along a curved track, enabling adaptive tuning for structural control under frequency-varying conditions. Despite recent progress in this field, two gaps remain. First, while Soil–Structure Interaction (SSI) has been studied for linear Tuned Mass Dampers (TMDs), it is largely neglected in T-NES design, with only one study reported. This work advances the field by applying the Wolf and Somaini (1986) lumped-parameter model for rigid rectangular foundations embedded in homogeneous, undamped, linear elastic half-spaces, including coupled translational–rocking motions and higher-order soil inertia via the “monkey-tail” component, representing the first comprehensive SSI treatment in T-NES design. Second, although multiple-device TMDs are common, their integration with T-NESs is scarcely explored. Here, multiple T-NESs are optimized atop buildings with embedded foundations within a Reliability-Based Design Optimization (RBDO) framework. Independent track profiles use Padé-expansion rational functions, accounting for stochastic seismic excitation and system uncertainties, with performance assessed via life-cycle cost across three damage limit states. Application to a 10-story building in Concepción, Chile, under four support conditions (fixed base and three soil types) shows that both single and multiple T-NESs reduce life-cycle costs, with multiple devices outperforming the single configuration for stiff soils, but the advantage diminishing as soil stiffness decreases.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109797"},"PeriodicalIF":4.6,"publicationDate":"2025-09-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105270","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":"Mechanical and microstructural degradation of pile-surrounding mudstone induced by dynamic pile driving: A multi-scale experimental study","authors":"Jichao Yin ,&nbsp;Xiaoyu Bai ,&nbsp;Nan Yan ,&nbsp;Yamei Zhang ,&nbsp;Lin Cui ,&nbsp;Yu Cong ,&nbsp;Mingyi Zhang","doi":"10.1016/j.soildyn.2025.109810","DOIUrl":"10.1016/j.soildyn.2025.109810","url":null,"abstract":"<div><div>Mudstone's mechanical properties are extremely susceptible to engineering disturbances, and studying the effects of dynamic pile driving (DPD) is crucial for geotechnical stability and pile foundation design. This study conducts a multi-scale experimental investigation, including uniaxial and triaxial tests, and scanning electron microscope (SEM) analyses, to examine the mechanical and structural degradation of pile-surrounding mudstone induced by DPD using an 8.3 t hammer at 1 Hz. Results show that uniaxial compressive strength (<em>UCS</em>), elasticity modulus (<em>E</em>), internal cohesion (<em>c</em>), and internal friction angle (<em>φ</em>) decreased by an average of 28.66 %, 41.24 %, 13.12 %, and 56.18 %, respectively. The disturbed mudstone exhibited significant plastic characteristics, with both strain hardening and softening. Multi-scale analyses reveal that cracks and pores increased markedly in number and connectivity, evolving from scattered distributions to dense networks, which closely correlate with the observed mechanical deterioration. Strength reduction varied around the pile, with the least strength loss occurring in the compaction zone below the pile end due to densification from pile penetration. These findings are supported by standard penetration test (SPT) results before and after pile driving, indicating that pre-driving geological surveys overestimate mudstone strength and may pose potential engineering risks.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109810"},"PeriodicalIF":4.6,"publicationDate":"2025-09-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105271","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":"Shaking table tests and numerical simulations of nuclear power containment and polar crane under seismic excitations","authors":"Li Jianbo ,&nbsp;Liu Xuhui ,&nbsp;Li Zhiyuan","doi":"10.1016/j.soildyn.2025.109813","DOIUrl":"10.1016/j.soildyn.2025.109813","url":null,"abstract":"<div><div>Seismic excitations alter the dynamic response of nuclear power structures through the wave propagation. However, it is still unrealistic that the dynamic response of the entire nuclear power system can be fully captured by relying solely on extensive shaking table tests. This study investigates the impact of different seismic excitations on key components of these structures. Shaking table tests are conducted on the containment and polar crane equipment. Notably, it is necessary to pay more attention to the equipment dynamic characteristic resulted from the vertical seismic excitation. The main differences in pulling measurements focus on the maximum acceleration response, indicating a direct link between the pulling force and peak acceleration. Subsequently, the experimentally validated finite element and impedance substructure methods address soil structure interaction (SSI) effects under different site conditions. Results indicate that the displacement amplification has increases with structure height on a non-rock foundation, and highlighting the containment top is the critical area under seismic damage.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109813"},"PeriodicalIF":4.6,"publicationDate":"2025-09-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105269","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":"Small-strain stiffness of in situ granite residual soil: Experimental comparison under biased and isotropic consolidation","authors":"Song Yin ,&nbsp;Ya He ,&nbsp;Sen Li ,&nbsp;Siyue Zheng ,&nbsp;Xianwei Zhang ,&nbsp;Xinming Li","doi":"10.1016/j.soildyn.2025.109811","DOIUrl":"10.1016/j.soildyn.2025.109811","url":null,"abstract":"<div><div>In this study, granite residual soil (GRS) was subjected to resonant column testing under both biased and isotropic consolidation, and the microstructure of GRS samples under different consolidation modes and stress conditions was examined using scanning electron microscopy. The dynamic shear modulus (<em>G</em>) of GRS increases with increasing effective confining pressure (<em>σ</em>₀<em>'</em>) under both isotropic and biased consolidation, while the damping ratio (<em>D</em>) is less affected by <em>σ</em>₀<em>'</em>. With increasing shear strain (<em>γ</em>), both <em>G</em> and <em>D</em> exhibit a stepwise decreasing or increasing trend. There exists a threshold shear strain (<em>γ</em>_th) in the <em>G</em>–<em>γ</em> and <em>D</em>–<em>γ</em> relationships. The increasing trend of maximum shear modulus (<em>G</em>_max) with <em>σ</em>₀<em>'</em> can be illustrated using a double-logarithmic relationship. Compared with GRS soil samples under isotropic consolidation, those under biased consolidation demonstrate higher <em>G</em>_max, <em>G</em>, and <em>γ</em>_th. The normalized distribution range of the <em>G</em>/<em>G</em>_max attenuation curve with <em>γ</em> for GRS is smaller under biased consolidation. Additionally, the rate at which <em>G</em>/<em>G</em>_max attenuates with <em>γ</em> is faster, and <em>σ</em>₀<em>'</em> has less impact on <em>G</em>/<em>G</em>_max. The pore content of GRS under biased consolidation is lower than that under isotropic consolidation, but the proportion of small pores is significantly increased. The variation in GRS microstructure can account for the small-strain stiffness characteristics of GRS samples under different consolidation modes and stress states. These results can provide data support for the refined design and prediction of engineering deformations in areas with residual soil deposits, and offer parameter reference for the numerical analysis of related projects.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109811"},"PeriodicalIF":4.6,"publicationDate":"2025-09-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105280","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":"Optimized configuration of flexible joints for the protection of onshore buried steel pipelines against tectonic rupture","authors":"Vasileios E. Melissianos,&nbsp;Moussa Saliba,&nbsp;Charis J. Gantes","doi":"10.1016/j.soildyn.2025.109776","DOIUrl":"10.1016/j.soildyn.2025.109776","url":null,"abstract":"<div><div>Safeguarding the integrity of onshore buried pipelines against earthquake hazard is a top priority for engineers, researchers, pipe operators, and regulators. The consequences of a potential failure caused by fault rupture can be counteracted by integrating flexible joints in the pipe in the fault vicinity to “absorb” pipe deformation, thus allowing pipe steel segments to remain virtually undeformed. A structural optimization approach for introducing flexible joints is presented. The strategy is formulated as a combined sizing and topology optimization problem, taking into account the number of joints, the distance between two adjacent joints, and the mechanical properties of the joints. The objective is to minimize the life-cycle cost of the protective measure by accounting for the primary parameters affecting its configuration, i.e., fault type and pipeline–fault crossing geometry. Genetic algorithms are employed for solving the optimization problem. All fault types and pipeline–fault crossing geometries are examined. An optimized topology configuration is obtained for each case, and the corresponding design considerations are discussed. The efficiency of flexible joints is demonstrated in comparison to unprotected pipes.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109776"},"PeriodicalIF":4.6,"publicationDate":"2025-09-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105267","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":"Response of liquefiable sloping site to mainshock-aftershock ground motions","authors":"Junyan Han ,&nbsp;Jiaxue Wang ,&nbsp;Liyun Li ,&nbsp;M. Hesham El Naggar ,&nbsp;Chengshun Xu ,&nbsp;Xiuli Du","doi":"10.1016/j.soildyn.2025.109809","DOIUrl":"10.1016/j.soildyn.2025.109809","url":null,"abstract":"<div><div>Aftershocks following a major earthquake can induce substantial cumulative damage in liquefiable soils, thereby posing considerable risks to critical infrastructure systems. To explore the re-liquefaction behavior and site deformation patterns of sloping sites under the combined effects of the mainshock and aftershocks, liquefiable sloping site models are established using PDMY and PIMY constitutive models to simulate the nonlinear behavior of sandy and clayey soils. Soil responses to mainshock-aftershock ground motion sequences with varying intensity ratios are analyzed and compared in terms of excess pore pressure ratio (EPPR), acceleration, residual displacement, and shear stress-strain hysteresis. The results indicate that mainshock-aftershock ground motions cause more severe liquefaction in the sand deposit than the mainshock alone, leading to greater lateral spreading of the soil. The aftershock-mainshock intensity ratio governs the degree of liquefaction and soil lateral spreading; it increases the degree of liquefaction in non-liquefied soils, while previously liquefied soils re-liquefy after initial liquefaction. However, it has a slight influence on the rise in pore water pressure. As the aftershock-mainshock intensity ratio increases from 0.5 to 2.0, the maximum attenuation of the acceleration peak in liquefied soil reaches 325.53 % and the horizontal displacement increases by 278.72 %. Similarly, the settlement at the slope crest and the uplift at the slope toe are amplified to 5.07 and 5.18 times the values from the mainshock, respectively. The shear strain of the soil demonstrates clear shear slip characteristics, indicating that the aftershock significantly enhances the shear response of liquefied soil, which further promotes the development and accumulation of deformation.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109809"},"PeriodicalIF":4.6,"publicationDate":"2025-09-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105268","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 non-preload variable friction inerter system for response reduction of structures subjected to harmonic and seismic ground excitations","authors":"Wei Liu ,&nbsp;Yuhong Ma ,&nbsp;Guifeng Zhao ,&nbsp;Zhenyu Yang ,&nbsp;Sihua Kong ,&nbsp;Jiachuan Chen ,&nbsp;Heng Yang","doi":"10.1016/j.soildyn.2025.109803","DOIUrl":"10.1016/j.soildyn.2025.109803","url":null,"abstract":"<div><div>The performance of conventional friction dampers is sensitive to the constant preload force, making it difficult to effectively suppress displacement, velocity, and acceleration responses at various levels of earthquakes. Based on the authors' previous development of a Non-Preload Variable Friction Inerter (NVFI), this study explores its underlying dynamic mechanisms, uses harmonic excitation analysis to evaluate the system's frequency adaptability. The NVFI integrates adaptive friction effect and inertial amplification through terminal springs and a ball-screw-based inerter. A comprehensive theoretical framework is established to describe the dynamic behavior of the system, followed by harmonic response and seismic analysis for performance quantification. The results indicate that under seismic excitations of 0.6g, the NVFI reduces displacement, velocity, and acceleration responses by 53.65 %, 39.34 %, and 46.74 %, respectively, achieving 20–30 % higher efficiency than friction dampers. Harmonic analysis confirms the frequency adaptability of the NVFI, showing effective suppression of resonance peaks across a wide frequency range. Energy dissipation evaluations demonstrate a 19.8 % reduction in the seismic input energy, attributable to the ability of the inerter to absorb and redistribute dynamic loads. In addition, the damping ratio of the NVFI remains consistently stable across varying seismic intensities, with values ranging from 0.179 to 0.219 and an average of around 0.201. This stability ensures reliable energy dissipation and long-term damping performance under various earthquake levels. These findings validate the robust damping mechanism of the NVFI and support its suitability for seismic protection in critical infrastructure, particularly when multi-level seismic input is considered.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109803"},"PeriodicalIF":4.6,"publicationDate":"2025-09-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105273","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":"Dynamic field testing of a 15-year-old friction pendulum base-isolated residential building","authors":"P.M. Calvi,&nbsp;A. Rapone,&nbsp;T.C. Becker,&nbsp;H. Sucuoglu,&nbsp;G. Gabbianelli,&nbsp;B. Chalarca,&nbsp;I. Lanese,&nbsp;G.J. O'Reilly,&nbsp;E. Rizzo-Parisi,&nbsp;F. Dacarro","doi":"10.1016/j.soildyn.2025.109802","DOIUrl":"10.1016/j.soildyn.2025.109802","url":null,"abstract":"<div><div>This paper presents a landmark full-scale experimental program aimed at advancing the understanding of long-term performance of seismic base isolation for buildings in real service conditions. A three-story residential structure in Arischia (L'Aquila, Italy), base-isolated with Friction Pendulum (FP) bearings in service for over 15 years, was subjected to in-situ dynamic testing. Using custom-designed self-reacting frames and the EUCENTRE's mobile laboratory, displacement-controlled sinusoidal loading histories were applied, covering a range of amplitudes and peak velocities. This paper details the test specimen, experimental setup, loading protocols, and instrumentation. It presents preliminary findings on key isolation system properties, including post-elastic stiffness, static and dynamic friction coefficients, and equivalent damping ratio. These results provide rare field-based insight into the effects of aging on FP isolators and offer critical validation data for models used in performance-based assessment of base-isolated structures. In addition, the study demonstrates the feasibility and value of in-situ testing, which can serve as a model for future full-scale investigations of base-isolated buildings.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"200 ","pages":"Article 109802"},"PeriodicalIF":4.6,"publicationDate":"2025-09-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145105341","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}