Soil Dynamics and Earthquake Engineering最新文献

{"title":"Quantifying post-earthquake residual vertical load-carrying capacity (VLCC) of RC bridge bents: Parametric study and development of interpretable machine learning models","authors":"Jingcheng Wang ,&nbsp;Mengxin Wang ,&nbsp;Xiaowei Wang ,&nbsp;Aijun Ye","doi":"10.1016/j.soildyn.2025.109662","DOIUrl":"10.1016/j.soildyn.2025.109662","url":null,"abstract":"<div><div>The post-earthquake residual vertical load-carrying capacity (VLCC) of bridge bents serves as a measure of bridge functionality to carry traffic loads following earthquake events, which is directly associated with the seismic resilience of bridges. To facilitate the next-generation resilience-based seismic design of bridges, this study systematically quantifies the post-earthquake residual VLCC of widely adopted reinforced concrete (RC) single-column and double-column bridge bents. An analytical framework comprising two-phase cyclic pushover analyses followed by pushdown analyses (i.e., pushover in the vertical-downward direction) is applied to evaluate the post-earthquake residual VLCC of bridge bents. An in-depth parametric study is conducted using validated numerical modeling techniques to quantify the VLCC degradation following earthquakes, and meanwhile, to explore how it is affected by bent structural parameters. Additionally, a dataset containing a total number of 860 post-earthquake residual VLCC results is gathered, statistically analyzed, and applied to develop interpretable machine learning (ML) predictive models. It is found that the degradation of VLCC can be attributed to a combination effect of physical damage to RC materials during the seismic loading and post-earthquake residual deformation-associated <em>P</em>-Δ effect during the vertical loading. At the design damage state that half of the inelastic deformation capacity of bents is mobilized, the mean residual VLCC of single-column and double-column bents reaches 89.1 % and 95.7 % of the original level, respectively. The developed ML models can provide reasonable predictions of the post-earthquake residual VLCC for bridge bents with errors mostly within 20 % and provide interpretation results align with the findings from the parametric study and statistical analysis of the dataset.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109662"},"PeriodicalIF":4.2,"publicationDate":"2025-07-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144657286","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":"The equivalent linear nature of the dynamic Soil-Foundation-Superstructure Interaction (SFSI) of bridge-piers on caisson foundations","authors":"Stefano Stacul,&nbsp;Nunziante Squeglia","doi":"10.1016/j.soildyn.2025.109664","DOIUrl":"10.1016/j.soildyn.2025.109664","url":null,"abstract":"<div><div>This study presents a simplified approach for evaluating the Foundation Input Motion (FIM) of embedded caissons, considering the complex interaction between the caisson and the surrounding soil. The proposed solution is based on a parametric study using the finite difference code FLAC3D. The analysis explores different embedment-to-radius aspect ratios while incorporating the nonlinear response of the surrounding soil. In FLAC3D the caisson was modelled as a cylindrical element with the mechanical properties of concrete, while the soil was modelled using both a linear viscoelastic and a nonlinear constitutive model. Numerical results in the nonlinear soil regime were compared with both the proposed solution and equivalent linear numerical results, where mobilized values of soil shear modulus and damping ratio (inferred from free-field analyses) were applied. These comparisons shed light on the equivalent linear nature of the soil-caisson interaction. Additionally, several soil-caisson-bridge pier system configurations were studied in linear viscoelastic, equivalent linear, and nonlinear soil regimes. A modified version of the “substructure approach”, in which the FIM was evaluated with the proposed solution, was applied to derive the maximum acceleration of the bridge deck and the drift between the deck and the caisson and the results were compared with those obtained with FLAC3D. The results confirm that the modified “substructure approach” captures the dynamic response of soil-caisson-bridge pier systems. Furthermore, as observed in the soil-caisson interaction case, the findings support the equivalent linear nature of the soil-caisson-bridge pier interaction. The proposed solution was also compared with other methodologies available in the literature.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109664"},"PeriodicalIF":4.2,"publicationDate":"2025-07-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144656926","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":"Longitudinal seismic response characteristics of shield tunnel structures in liquefiable soils","authors":"Yiyao Shen ,&nbsp;M. Hesham El Naggar ,&nbsp;Dong-Mei Zhang ,&nbsp;Liyun Li ,&nbsp;Xiuli Du","doi":"10.1016/j.soildyn.2025.109674","DOIUrl":"10.1016/j.soildyn.2025.109674","url":null,"abstract":"<div><div>When shield tunnels are located in liquefiable soil deposits, the progressive accumulation of soil strains and the build-up and dissipation of the excess pore water pressure during seismic loading affect the seismic response of the tunnel. This study develops a fully coupled solid-fluid effective stress analysis model using the OpenSees computational platform to examine the seismic response of long-extended shield tunnels. Two advanced bounding surface plasticity constitutive models for liquefiable and non-liquefiable soils are utilized to simulate the soil nonlinear behaviors under undrained conditions. Nonlinear spring models are used to simulate the mechanical behavior of longitudinal joints in shield tunnels. The developed model is employed to evaluate the longitudinal seismic response characteristics of shield tunnel structures under three different ground motions with different frequency contents, considering the soil nonlinearity and hysteretic characteristics. The results reveal that the dynamic interaction between the saturated soil and the tunnel structure in liquefiable soil deposits significantly increases the liquefaction potential of the soil around the tunnel. Consequently, the seismic response of tunnels in liquefiable soils is more pronounced than in non-liquefiable soil deposits. The ground motion spectral characteristics greatly influence the seismic response of long-extended tunnel structures. Low-frequency ground motions have detrimental effects on the tunnel mechanical behaviors. Furthermore, it is observed that the segment rings experience greater internal forces when subjected to compression, compared to tensile loading due to the much higher compressive stiffness of the concrete compared to the tensile stiffness of the connecting bolts. Variability in the spatial distribution of the axial force within the segment rings highlights the influence of the soil nonlinear mechanical properties along the tunnel longitudinal axis.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109674"},"PeriodicalIF":4.2,"publicationDate":"2025-07-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144656929","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":"Probabilistic assessment of soil liquefaction-induced failures during the 2023 Kahramanmaraş earthquakes in Türkiye: A case study from Iskenderun city","authors":"Şahin Çağlar Tuna","doi":"10.1016/j.soildyn.2025.109661","DOIUrl":"10.1016/j.soildyn.2025.109661","url":null,"abstract":"<div><div>The February 6, 2023, Kahramanmaraş earthquakes and their aftershocks caused devastating destruction across Türkiye and Syria. Widespread liquefaction-induced damage—particularly in regions such as Iskenderun, Adıyaman-Gölbaşı, Hatay-Dörtyol, and Reyhanlı—was reported, along with general structural damage throughout the affected areas. This study addresses the critical issue of soil liquefaction within a probabilistic earthquake–soil–structure interaction framework and provides a comprehensive assessment of its impacts. An empirical methodology is proposed for estimating liquefaction-induced settlements near buildings by integrating post-earthquake reconnaissance observations with analytical results within a Performance-Based Design (PBD) framework. The analysis focuses on three regions within the Iskenderun district, which were selected based on observed evidence of liquefaction and underlying geotechnical characteristics. Geotechnical investigation reports and recorded ground motion data were employed to evaluate the influence of local soil conditions. Site effects were evaluated using one-dimensional site response analyses, which allowed for the simulation of ground motion amplification. The resulting surface acceleration time histories served as the basis for the damage assessment. To quantify liquefaction susceptibility, a data-driven classification of the Liquefaction Potential Index (LPI) was conducted using K-Means clustering, facilitating the derivation of optimized thresholds for damage severity. Based on this classification, empirical fragility functions were developed to relate the Liquefaction Potential Index (LPI) to the Damage Severity Index (DSI), enabling the estimation of exceedance probabilities for different damage states. The findings highlight the importance of probabilistic fragility modeling in enhancing seismic hazard mitigation strategies and informing risk-based engineering decisions.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109661"},"PeriodicalIF":4.2,"publicationDate":"2025-07-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144656928","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":"Estimating the energy dissipation demand of self-centering shear walls considering diverse seismic scenarios","authors":"Ge Song ,&nbsp;Lili Xing","doi":"10.1016/j.soildyn.2025.109677","DOIUrl":"10.1016/j.soildyn.2025.109677","url":null,"abstract":"<div><div>Energy dissipation is significantly influenced by the nonlinear deformation history and structural damage experienced during earthquakes, complicating the estimation of dissipated energy in structural systems. This study proposes a practical estimation method for the energy dissipation of self-centering shear walls (SCSW) under seismic loadings, based on a damage-based deterioration index. The methodology relies on normalizing nonlinear deformation histories using the effective deformation index, which enables the transformation of complex deformation records into histories exhibiting stable variable amplitude patterns. A threshold parameter is introduced to identify and group similar deformation half-cycles, facilitating the simplification of deformation histories without losing critical nonlinear features. Classification criteria based on frequency content and effective duration are employed to select ground motion records and to group them into four different categories. They are then adopted to investigate the applicability of the proposed method under diverse seismic scenarios. Meanwhile, parametric analyses are conducted to assess the influences of the threshold parameter, seismic intensity, earthquake characteristics, and key structural parameters (stirrup reinforcement ratios, self-centering parameters, and concrete strength) on the accuracy and reliability of the proposed method. The results show that smaller threshold parameter values can retain more nonlinear deformation details and yield significantly improved estimation accuracy of the energy responses, particularly under high-intensity and long-duration earthquakes. Consequently, the threshold parameter equaling to 0.1 is recommended for the normalization process. Additionally, improved estimation accuracy is observed with increasing structural features, highlighting the method's robustness across a range of structural configurations. Validation using a shake-table test of an SCSW under different seismic scenarios further confirms the method's accuracy and applicability. By linking energy dissipation to a damage-based deterioration index, the proposed method offers a foundation for performance-based seismic design of SCSWs, facilitating targeted damage control and enhanced low-damage seismic performance.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109677"},"PeriodicalIF":4.2,"publicationDate":"2025-07-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144656927","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 properties of monolithic EPS-coated lightweight soil: unconfined compressive strength and small-strain dynamic characterization","authors":"Ping Jiang ,&nbsp;Xinghan Wu ,&nbsp;Wei Wang ,&nbsp;Na Li ,&nbsp;Haihua Zhan ,&nbsp;Guoxiong Mei ,&nbsp;Jianfeng Wang","doi":"10.1016/j.soildyn.2025.109666","DOIUrl":"10.1016/j.soildyn.2025.109666","url":null,"abstract":"<div><div>Expanded polystyrene (EPS) foam lightweight soil, a novel lightweight geomaterial, offers significant advantages in addressing the challenges of soft ground settlement and slope instability. To address the issue of inconsistent EPS particle distribution, this study presents a new material called monolithic EPS-coated lightweight soil (MECS) structure. The static strength characteristics and small strain dynamic response characteristics of MECS were investigated by conducting unconfined compressive strength tests and resonant column tests. The results show that (1) MECS exhibits a typical shear damage mode under uniaxial compression conditions, and its unconfined compressive strength (<em>q</em>_s) is inversely proportional to the thickness (<em>T</em>) of the EPS sleeve. (2) In the small strain range, the dynamic shear modulus (<em>G</em>) of MECS decreases with increasing <em>T</em>, but increases with increasing confining pressure (<em>P</em>). The dynamic shear modulus-dynamic shear strain curve (<em>G</em> - <em>γ</em>_c) exhibits clear decay characteristics, with an accelerated decay when <em>γ</em>_c &gt; 10^-3 (<em>T</em> influence) and <em>γ</em>_c &gt; 10^-4 (<em>P</em> influence). (3) A relationship connecting <em>q</em>_s and the initial dynamic shear modulus (<em>G</em>₀) has been formulated. By modifying the Hardin-Drnevich model, it becomes possible to accurately predict the normalized dynamic shear modulus decay curve for MECS in the small strain range. This curve exhibits a typical inverse “S\" shape distribution characteristic. (4) The damping ratio (<em>D</em>) of MECS is positively associated with the <em>T</em> and negatively linked to the <em>P</em>. The damping ratio - dynamic shear strain curve (<em>D</em> - <em>γ</em>_c) shows a growing trend, and the growth rate increases with the increase of <em>γ</em>_c. The maximum damping ratio (<em>D</em>_max) shows an “S” shape growth with the increase of <em>T</em>, and a “C” shape decrease with the increase of <em>P</em>. Research shows that Romo's empirical formula precisely captures the damping characteristics of MECS and offers a dependable approach for quantitatively analyzing the <em>D</em> within the small strain scope. The research furnishes a critical theoretical groundwork and technical assistance for the wide application of MECS in soft soil foundation construction.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109666"},"PeriodicalIF":4.2,"publicationDate":"2025-07-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144656981","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":"Effect of the location and intensity of damage on the dynamic characterisation of the brick masonry arch using different damage identification indices","authors":"Hasan Najjar,&nbsp;Mehrdad Hejazi","doi":"10.1016/j.soildyn.2025.109671","DOIUrl":"10.1016/j.soildyn.2025.109671","url":null,"abstract":"<div><div>This study presents a comprehensive, time-resolved investigation into the effects of localised damage and subsequent restoration on the dynamic behaviour of a semi-circular brick-and-gypsum masonry arch, representative of Persian architectural heritage. Using Operational Modal Analysis (OMA) with Enhanced Frequency Domain Decomposition (EFDD) and Stochastic Subspace Identification (SSI), dynamic responses were evaluated across intact, under three distinct damage scenarios, and following restoration. The findings reveal that both damage location and symmetry significantly influence the arch's dynamic properties. Localised damage led to substantial reductions in natural frequencies, with mode two exhibiting up to 26.6 % reduction in initial damage and 43.5 % in the most severe scenario. Symmetric damage reduced sensitivity in fundamental modes, underscoring the need for multi-modal assessment. Average modal damping ratios increased by up to 107.2 providing more consistent and reliable detection compared to EFDD. Restoration using traditional gypsum mortar significantly improved dynamic characteristics, with natural frequencies recovering by approximately 13.5 % EFDD and 13 % SSI relative to the damaged state. Modal parameters stabilised within 24 h post-restoration; however, certain modes showed incomplete recovery, especially near sensor locations indicating residual stiffness deficits. Damage detection indices of Modal Assurance Criterion (MAC), Normalised Modal Difference (NMD), and Coordinate Modal Assurance Criterion (COMAC) have effectively identified damage, reinforcing their critical role in heritage structural health monitoring. The research highlights the importance of considering restoration as a time-dependent, evolving process, and advocates for integrated and multi-parameter monitoring frameworks. The results offer practical insights for optimising the conservation strategies of historic masonry structures, with recommendations for future work addressing environmental effects, numerical modelling, and advanced restoration materials.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109671"},"PeriodicalIF":4.2,"publicationDate":"2025-07-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144633770","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":"Strain accumulation of marine clay under long-term cyclic loading: experimental study and modeling","authors":"Yuhua Huang ,&nbsp;Xiaoqiang Gu ,&nbsp;Shiyuan Li ,&nbsp;Jun Yang ,&nbsp;Kangle Zuo","doi":"10.1016/j.soildyn.2025.109658","DOIUrl":"10.1016/j.soildyn.2025.109658","url":null,"abstract":"<div><div>Offshore structures are frequently subjected to hundreds of thousands of cyclic loadings over their service life due to environmental factors such as wind and waves. Despite extensive research, accurately predicting the permanent deformation of marine soils under long-term cyclic loading remains a challenging issue. In this study, a series of undrained cyclic triaxial tests (CTTs) were conducted on marine clays, considering variations in cyclic deviatoric stress, initial static shear stress, and initial mean effective stress. The experimental results indicate that the permanent axial strain increases with cyclic stress ratio (CSR), initial static shear stress, and initial mean effective stress. Furthermore, the shear strain amplitude is found to be positively correlated with the rate of permanent strain accumulation. Based on these findings, an empirical model is proposed to estimate the permanent strain of clay, incorporating the effects of shear strain amplitude and other key influencing factors. The model is further refined through the incorporation of a reference shear strain parameter, which accounts for the influence of plasticity index. Finally, the modified model was validated using datasets from previous studies. A comparison between the predicted and measured results demonstrates the model's effectiveness in capturing the permanent strain behavior of clays subjected to cyclic loading.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109658"},"PeriodicalIF":4.2,"publicationDate":"2025-07-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144633702","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 evaluation of nuclear structures under structure-soil-structure interaction: Effects of ray-tracing wave propagation and damping calibration","authors":"Zhewen Hu ,&nbsp;Jianbo Li ,&nbsp;Jianzhi Cui ,&nbsp;Gao Lin","doi":"10.1016/j.soildyn.2025.109649","DOIUrl":"10.1016/j.soildyn.2025.109649","url":null,"abstract":"<div><div>The adjacent distribution of different nuclear structures is a common engineering scenario. Since the Fukushima nuclear accident and with rapid advancements in hardware computational capabilities, the local seismic behavior resulting from the interactions between structures and layered soils is being revisited, with potential to become a crucial component of evaluation refinement. The domain reduction method characterizes the relative spatial layouts of structures and surrounding geology, capturing their nonlinear coupling behavior in an exogenous wave field. This study focuses on developing an efficient theoretical model and corresponding algorithmic framework that integrates the partitioned pattern of system matrices, calibration of damping parameters, and batch computation of seismic forces, aided by parallelization and GPU acceleration. The parametric study is conducted for typical scenarios and modular structures, and the following conclusions are drawn. Structure–soil–structure interactions potentially have adverse effects on seismic safety, as exemplified by floor response spectra. Adjustments to the design elevation differences may lead to change in the peak values of vertical floor spectra of nearly 45 %. Softer inter-building inclusions have damping effects, whereas harder inclusions increase the peak values. A high-accuracy ray-tracing wavefields perspective for the seismic evaluation of specific structure adjacency and complex sites is supported via the procedural strategy.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109649"},"PeriodicalIF":4.2,"publicationDate":"2025-07-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144632833","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 degradation of MICP-treated sand and silt","authors":"Miguel Valencia-Galindo ,&nbsp;Esteban Sáez ,&nbsp;Carlos Ovalle ,&nbsp;Johanna Obreque","doi":"10.1016/j.soildyn.2025.109606","DOIUrl":"10.1016/j.soildyn.2025.109606","url":null,"abstract":"<div><div>Microbially Induced Carbonate Precipitation (MICP) can significantly improve the mechanical properties of soils through cementation between grains. The last two decades of research have demonstrated that MICP increases the stiffness and shear strength of geomaterials, as well as reducing their hydraulic conductivity and liquefaction potential. However, few studies have focused on the effects of MICP on the cyclic and dynamic behavior of soils, which is of fundamental importance in earthquake-prone countries. For instance, it is unclear whether medium-intensity earthquakes can totally or partially destroy MICP cementation, causing the material to lose the improvement of its properties long before a significant seismic event occurs. This paper presents a study of the cyclic behavior of two types of soils treated with MICP. The main objective is to evaluate the shear modulus degradation of MICP-treated soil and define the range of cyclic strain amplitude in which bio-cementation is effective in improving soil dynamic properties. Silty sand and silty tailings are tested through combined Resonant Column and Torsional Shear tests. Modulus degradation curves and damping are compared with untreated material. It was found that silty sand reaches a strain threshold where the effect of bio-cementation is lost, whereas in silty tailings the effect is maintained at all applied strain amplitudes.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"199 ","pages":"Article 109606"},"PeriodicalIF":4.2,"publicationDate":"2025-07-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144611823","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}