Soil Dynamics and Earthquake Engineering最新文献

{"title":"Assessment of liquefaction potential using simplified method and one-dimensional effective stress ground response analysis during 2017 Pohang earthquake in South Korea: A case study","authors":"Yong-Gook Lee ,&nbsp;Usman Pervaiz ,&nbsp;Duhee Park ,&nbsp;Byungmin Kim ,&nbsp;Jin-Tae Han","doi":"10.1016/j.soildyn.2025.109463","DOIUrl":"10.1016/j.soildyn.2025.109463","url":null,"abstract":"<div><div>We assessed the liquefaction potentials at six profiles where sand boils were observed during the 2017 Pohang earthquake in South Korea, which had a moment magnitude (<strong>M</strong>) of 5.5. Two of the sites are located within 2 km from the epicenter, whereas the third one is located 8 km away. To predict the onset of liquefaction, we used both the simplified cyclic stress-based method and one-dimensional (1D) effective stress (ES) ground response analysis (GRA). A major source of uncertainty in applying the simplified method to <strong>M</strong> &lt; 7.5 earthquakes is determining the magnitude scaling factor (MSF). We tested four empirical MSF relationships. All MSF equations produced similar predictions for profiles where peak ground acceleration of input motion (<em>a</em>_<em>max</em>) &gt; 0.15g and cyclic stress ratio (CSR) &gt; 0.2. However, at profiles with <em>a</em>_<em>max</em> &lt; 0.15g and CSR &lt; 0.2, the intensity-dependent MSF provided most reliable predictions of the liquefaction potential, whereas the other three equations overestimated the cyclic resistance ratio. The ES GRAs were conducted using accumulated stress- and strain-based pore pressure models implemented in a 1D GRA program. One key advantage of the ES GRA over the cyclic stress-based method is that it does not require an empirical MSF. The stress-based model produced higher pore pressure estimates than the strain-based model, yielding correct predictions for five out of six profiles. The strain-based model, highly sensitive to the shear wave velocity (<em>V</em>_<em>S</em>) profile, tended to underestimate pore pressure for <em>a</em>_<em>max</em> &lt; 0.15g, suggesting caution when using this model for moderate-intensity motions. Among the two sets of input parameters applied to the strain-based model, the set conditioned on <em>V</em>_<em>S</em> yielded the lowest pore pressure predictions and is therefore not recommended.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109463"},"PeriodicalIF":4.2,"publicationDate":"2025-04-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143869321","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-dependent dynamic properties of compacted clay-sand mixtures","authors":"Ali Shafiee ,&nbsp;Mostafa Zamanian ,&nbsp;Meghdad Payan ,&nbsp;Shahla Bahmani Tajani ,&nbsp;Akbar Hassanipour ,&nbsp;Reza Jamshidi Chenari","doi":"10.1016/j.soildyn.2025.109455","DOIUrl":"10.1016/j.soildyn.2025.109455","url":null,"abstract":"<div><div>Compacted clay-sand composites, as a type of gap-graded soils, are widely used in a variety of geotechnical engineering projects such as the core of embankment dams, the foundation of offshore structures, and impermeable blankets in waste disposal landfills. In this study, a comprehensive series of resonant column and torsional shear tests is carried out to investigate the strain-dependent dynamic shear modulus and damping ratio of clay-sand mixtures. The significant effects of isotropic confining pressure, relative compaction, aggregate content, and plasticity index of the fines portion on the shear modulus degradation curve, strain-dependent normalized shear modulus, and damping characteristics of compacted clay-sand mixtures are systematically examined. The results show that the shear modulus of the composites increases with increasing isotropic confining pressure and decreasing plasticity index. It is also observed that the effect of sand content on the strain-dependent shear modulus increases with increasing confining pressure. In addition, the normalized shear modulus decreases and the damping ratio increases with the increase in the sand content of the compacted mixtures. Relative compaction is also observed to have an insignificant effect on the strain-dependent shear modulus and damping characteristics of composites. Based on the experimental results and considering the influences of all controlling parameters, several empirical equations are developed to evaluate the strain-dependent shear modulus and damping ratio of compacted clay-sand composites. The proposed equations could be readily utilized in practice for the seismic stability analysis of various geo-structures comprising compacted gap-graded composites.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109455"},"PeriodicalIF":4.2,"publicationDate":"2025-04-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143869320","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 retrofit of multi-story structures with KDamper-based vibration control systems considering soil–structure-interaction","authors":"Konstantinos A. Kapasakalis","doi":"10.1016/j.soildyn.2025.109429","DOIUrl":"10.1016/j.soildyn.2025.109429","url":null,"abstract":"<div><div>This study introduces a novel retrofit seismic protection strategy utilizing the internal mechanism of the Extended KDamper (IEKD) to address the limitations of conventional mass-related vibration control systems and enhance the seismic resilience of multi-story structures. The IEKD is implemented between the foundation and the first floor, offering a lightweight alternative to classical approaches, such as the Tuned Mass Damper (TMD), which rely on large auxiliary masses and are highly sensitive to soil–structure-interaction (SSI) effects. Unlike traditional systems, the IEKD design explicitly accounts for SSI, ensuring robust performance across various soil conditions. A systematic optimization framework is developed to determine the IEKD parameters for different soil types, seismic inputs, and structural configurations. Ground motion excitation is represented by EC8-compatible artificial accelerograms. The performance of the IEKD is subsequently assessed with real earthquake records modified to reflect diverse soil conditions. A case study of a benchmark ten-story structure highlights the superior performance of the IEKD in reducing structural accelerations and floor drifts compared to conventional TMD systems, despite utilizing significantly lower additional mass (20 times lower). The findings of this study demonstrate that the IEKD is both effective and practical, offering a lightweight solution for seismic upgrade and establishing it as a compelling alternative for retrofitting existing multi-story structures.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109429"},"PeriodicalIF":4.2,"publicationDate":"2025-04-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143858979","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":"High-strain dynamic analysis model of open-ended pipe piles that considers effective soil plug","authors":"Yuan Tu ,&nbsp;Chengjun Guan ,&nbsp;Juntao Wu ,&nbsp;Kuihua Wang ,&nbsp;Pan Ding ,&nbsp;Minjie Wen ,&nbsp;Huimin Shen","doi":"10.1016/j.soildyn.2025.109446","DOIUrl":"10.1016/j.soildyn.2025.109446","url":null,"abstract":"<div><div>Open-ended pipe piles (OEPPs) are widely used in offshore foundations, yet accurately predicting their driving responses remains challenging due to soil plug complexities. Existing pile driving analysis models inadequately characterize the effects of soil plug, potentially leading to driving problems such as hammer refusal, pile running, and structural damage. This paper proposes an effective soil plug (ESP) model for OEPP driving analysis. The ESP model considers the effective range of soil plug, which exerts internal resistance that increases exponentially with depth while the beyond of effective range contributes only mass inertia. It also accounts for the relative slippage at the pile-soil plug interface. A differential iterative method is developed to solve the ESP model. Subsequently, investigations including the model validation and parameter analysis are conducted. Model validations against existing models and field measurements confirms the reliability of the ESP model. Parameters sensitivity analysis reveals the importance of soil plug length and distribution type of internal resistance on the pile dynamic responses. In addition, if soil plug slippage occurs, the displacement peak of soil plug increases with depth rather than one-dimensional wave attenuation. Furthermore, contrary to previous assumptions of continuous slippage, the soil plug experiences a discontinuous “jump-sliding” mode under long-duration impact loading. These findings provide theoretical basis for OEPP driving simulation and interpretations of high-strain dynamic test.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109446"},"PeriodicalIF":4.2,"publicationDate":"2025-04-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143858980","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 on dynamic damage evolution mechanism of tunnel-slope system by seismic motions","authors":"Zhigang Ma ,&nbsp;Zhigang Tao ,&nbsp;Hong Wei ,&nbsp;Honggang Wu ,&nbsp;Manchao He","doi":"10.1016/j.soildyn.2025.109468","DOIUrl":"10.1016/j.soildyn.2025.109468","url":null,"abstract":"<div><div>The seismic coupling disaster effects of tunnels traversing slopes in strong earthquake zones, along with the dynamic damage evolution mechanism of the tunnel-slope system, remain key scientific challenges in the field of seismic resilience for underground engineering. In this study, a shaking table model test was conducted to simulate the dynamic response behavior of the tunnel portal section under seismic loading. Through a combined analytical approach utilizing the Hilbert-Huang Transform (HHT) and the Marginal Spectrum (MS), the mechanisms governing seismic energy transfer in the tunnel-slope system were clarified. The results indicate that the seismic deformation of the tunnel exhibits an alternating tensile-compressive cyclic pattern. In the near-slope region, uplift-type failure dominates, whereas in the far-slope region, the failure mode is characterized by compressive deformation progressing from the upper and lower sections of the tunnel toward its center. As the seismic intensity increases, the peak frequency of the tunnel exhibits a gradual decrease (from 16.18 Hz to 14.85 Hz). The MS amplitude is predominantly concentrated in the 10–30 Hz frequency band, with the lower regions, such as the tunnel invert and sidewalls, demonstrating significant damage sensitivity. As system damage progresses, the dynamic relationship between the tunnel and the slope undergoes continuous evolution, and the formation and transfixion of the sliding surface serve as a sufficient condition for slope instability. The damage evolution process of the tunnel-slope system can be categorized into four characteristic stages: initial micro-deformation stage → plastic damage incubation stage → shear slip development stage → collapse and sliding failure stage. The research findings provide significant guidance for the seismic design of tunnel engineering in strong earthquake zones and the assessment of slope stability.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109468"},"PeriodicalIF":4.2,"publicationDate":"2025-04-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143858981","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":"Determination of dynamic interaction factors for closely spaced pile groups using spectral element methodology considering soil–pile interaction and weak zone effects","authors":"Rishab Das,&nbsp;Bappaditya Manna,&nbsp;Arnab Banerjee","doi":"10.1016/j.soildyn.2025.109417","DOIUrl":"10.1016/j.soildyn.2025.109417","url":null,"abstract":"<div><div>This study explores the dynamic response of closely spaced pile groups under horizontal vibrations, emphasizing soil–pile interaction and dynamic interaction factors. A detailed framework is developed to evaluate pile-to-pile interactions, incorporating the propagation of primary and secondary waves. Vibrations from a source pile propagate through the soil, interact with adjacent piles, and generate secondary waves that influence the system’s overall dynamic response. To account for soil property variations caused by pile driving, the soil medium is modeled with an inner field (weak zone) and an outer field. The weak zone, characterized by reduced stiffness, significantly affects soil–pile interaction. Averaging the impedance contributions from both zones enables accurate modeling of the soil between piles, with the spectral element methodology employed to compute group pile impedances. Results show that for a 2 × 2 pile group, increasing the shear modulus ratio (<span><math><mfrac><mrow><msub><mrow><mi>G</mi></mrow><mrow><mi>i</mi></mrow></msub></mrow><mrow><msub><mrow><mi>G</mi></mrow><mrow><mi>o</mi></mrow></msub></mrow></mfrac></math></span>) from 0.3 to 1 leads to a 16% rise in stiffness and a 10% increase in damping, while larger 3 × 3 groups exhibit greater damping at lower frequencies. Increasing boundary zone thickness reduces stiffness by up to 20% and raises damping by 40%. Weak zone damping further lowers effective stiffness by up to 20%. These findings provide critical insights into frequency-dependent effects, offering guidance for optimizing pile-supported foundation designs.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109417"},"PeriodicalIF":4.2,"publicationDate":"2025-04-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143864729","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 damping on response spectral ordinates of ground motions recorded on soft soils in the San Francisco Bay Area","authors":"James Bantis,&nbsp;Eduardo Miranda","doi":"10.1016/j.soildyn.2025.109449","DOIUrl":"10.1016/j.soildyn.2025.109449","url":null,"abstract":"<div><div>The seismic hazard intensity at a site is typically characterized by 5%-damped pseudo-acceleration spectral ordinates. However, structures can have damping ratios lower or higher than 5% damping, and therefore, seismic demands can be higher or lower than those corresponding to this generic value typically used in ground motion models and probabilistic seismic hazard analyses. Adjustment of spectral ordinates is typically done using modification factors. This study examines damping modification factors corresponding to damping ratios ranging from 1% to 20% computed using ground motions recorded on soft soils in the San Francisco Bay Area. A statistical study is conducted based on 313,200 ratios computed using a database of 348 ground motions recorded in the soft soil regions of the San Francisco Bay Area. As part of the statistical study, a new simplified method is proposed to obtain the predominant period of vibration of the soil deposit for a given site based on the 2%-damped pseudo-velocity response spectrum. It is shown that damping modification factors are very sensitive to changes in the period of vibration relative to modal periods of the soil deposit. Simplified equations are proposed to estimate the mean and logarithmic standard deviation damping modification factors as well as the correlation coefficient between the logarithms of the 5%-damped pseudo-acceleration response spectrum and damping modification factors as a function of the level of damping and of the period of vibration normalized by the predominant period of the soil deposit. Comparisons of empirical and proposed damping modification factors are made between those for soft soils in the San Francisco Bay Area and those in Mexico City from prior work conducted by the authors. Additionally, comparisons are presented between the damping modification factors proposed in this work to those proposed from ground motions recorded on rock or firm soil.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109449"},"PeriodicalIF":4.2,"publicationDate":"2025-04-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143855279","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":"Corrigendum to “Seismic characteristics of segmental tunnels considering seal roof blocks arrangement” [Soil Dynam. Earthquake Eng. 186 (2024) 0267–7261 108903]","authors":"Jiasuo Qi ,&nbsp;Xiuli Du ,&nbsp;M. Hesham El Naggar ,&nbsp;Xu Zhao ,&nbsp;Jingqi Huang ,&nbsp;Mi Zhao","doi":"10.1016/j.soildyn.2025.109469","DOIUrl":"10.1016/j.soildyn.2025.109469","url":null,"abstract":"","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109469"},"PeriodicalIF":4.2,"publicationDate":"2025-04-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143928293","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":"Experimental investigation and fragility analysis on seismic performance of precast UHPC hollow piers under varying axial load","authors":"Xu Wang ,&nbsp;Wenshan Li ,&nbsp;Zhao Liu","doi":"10.1016/j.soildyn.2025.109420","DOIUrl":"10.1016/j.soildyn.2025.109420","url":null,"abstract":"<div><div>Precast bridge piers are attractive in the context of rapid construction, quality control, and reduced traffic disturbances. Nevertheless, conventional precast piers are featured by solid sections. If designed with hollow sections, it would not only reduce self-weight, facilitating transportation and lifting, but also lower costs. Meanwhile, ultra-high-performance concrete (UHPC) can be considered for the thin-walled pier shaft material to enhance bearing capacity without compromising its structural performance and safety. Although some studies have been carried out on the pier columns retrofitted with UHPC jacket or using UHPC connections, there has been limited research on precast UHPC hollow piers, particularly concerning their structural response to varying axial loads. In this study, the hysteretic behavior of three UHPC hollow bridge piers under varying axial load was investigated by quasi-static tests, along with one normal concrete (NC) hollow pier and one NC solid pier for comparison. The interested indicators include failure mode, energy dissipation, stiffness degradation, residual displacement, pinching effect, and curvature distribution. Then, a refined finite element (FE) model was established in OpenSees, incorporating the effects of bond-slip and the cyclic behavior of the joint interface. Finally, fragility analyses on five tested piers were conducted with both near-fault and far-fault ground motions. The results demonstrated that increased axial load resulted in a higher peak load but reduced ductility, ultimate displacement, and residual displacement, along with a more significant pinching effect. The fragility analysis results indicated that UHPC hollow piers exhibited lower damage probability compared to NC solid/hollow piers. However, as the axial load on the UHPC piers increased, the damage probability also increased.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109420"},"PeriodicalIF":4.2,"publicationDate":"2025-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143855277","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":"Study on the seismic failure mechanism and damage indexes of large-span corrugated steel utility tunnel","authors":"Xihao Ye ,&nbsp;Mingzhou Su ,&nbsp;Kun Lang ,&nbsp;Wei Shi ,&nbsp;Chenqian Zhang ,&nbsp;Jing Jin","doi":"10.1016/j.soildyn.2025.109457","DOIUrl":"10.1016/j.soildyn.2025.109457","url":null,"abstract":"<div><div>Large-span corrugated steel utility tunnels are widely used owing to their large spatial spans and excellent mechanical properties. However, under seismic forces, they may experience significant deformation, making repair challenging and posing a serious threat to personal safety. To study the seismic performance of corrugated steel utility tunnels, an equivalent orthotropic plate was introduced, and a simplified three-dimensional refined finite element model was proposed and established. Considering the site conditions of the structure, the structural parameters, and different seismic input conditions, a detailed analysis was conducted using the endurance time analysis method. The results indicated that the simplified model agreed well with the experimental results. The seismic input conditions significantly affected the relative deformation of the structure. Under the action of P waves (compression waves) and P + SV waves (compression and shear waves), the deformation of the upper part of the structure was relatively uniform, whereas under the action of SV waves (shear waves), the deformation of the crown was more evident. The greater the burial depth of the structure, the stronger the soil–structure interaction, and the smaller the increase in relative deformation. In soft soil, the structure was more likely to be damaged and should be carefully observed. Additionally, increasing the corrugation profile of the steel plates during the design process was highly effective in enhancing the overall stiffness of the structure. Based on the above calculation results, the relative deformation rate was proposed as a quantitative index of the seismic performance of the structure, and corresponding values were recommended.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"196 ","pages":"Article 109457"},"PeriodicalIF":4.2,"publicationDate":"2025-04-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143855278","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}