Soil Dynamics and Earthquake Engineering最新文献

{"title":"A system identification technique for the estimation of the bulk modulus based on pore water pressure dissipation records","authors":"Vicente Mercado ,&nbsp;Norberto Ayala ,&nbsp;Jose Duque","doi":"10.1016/j.soildyn.2025.109345","DOIUrl":"10.1016/j.soildyn.2025.109345","url":null,"abstract":"<div><div>This article introduces a novel system identification technique for determining the bulk modulus of cohesionless soils in the post-liquefaction dissipation stage following seismic excitation. The proposed method employs a discretization of Biot's theory for porous media using the finite difference method. The technique was validated using synthetic data from finite elements simulations of an excited soil deposit. These numerical simulations were performed using an advanced multi-yield surface elastoplastic model. Additionally, the technique was used to analyze a series of high-quality dynamic centrifuge tests performed on Ottawa F-65 sand as part of the LEAP-2020 project. A comparative analysis between recorded and identified bulk modulus values highlights the effectiveness of the proposed technique across a wide range of conditions.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109345"},"PeriodicalIF":4.2,"publicationDate":"2025-03-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143563679","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":"Analytical approach to influencing mechanism of cement-soil reinforcement on horizontal dynamic response of single piles","authors":"Yufan Xiang ,&nbsp;Hongbo Liu ,&nbsp;Guoliang Dai,&nbsp;Zhiyuan Ji","doi":"10.1016/j.soildyn.2025.109337","DOIUrl":"10.1016/j.soildyn.2025.109337","url":null,"abstract":"<div><div>This study centers on the horizontal dynamic response of cement-soil composite (CSC) piles, which are of vital importance for stabilizing offshore structures like bridges and wind turbines against the dynamic loads of wind, waves, and rotational forces from wind turbine blades. Despite their practical significance, theoretical research on the horizontal dynamics of CSC piles trails behind their engineering applications. A sophisticated mathematical model has been developed to delineate the coupled vibration behavior of CSC piles and the adjacent soil under horizontal dynamic loads. Through meticulous theoretical derivation, the analytical expressions for the dynamic impedance at pile head related to horizontal, rocking, and horizontal-rocking motions were acquired. Subsequently, elaborate numerical computations and parametric analyses were executed to explore the influence of cement-soil parameters on these dynamic impedance. The results demonstrate that augmenting the cement-soil radius elevates the dynamic impedance at pile head in all three kinds, yet exerts a negative influence on the horizontal dynamic impedance under high-frequency vibrations. The research also determines an optimum depth for cement-soil reinforcement (about 0.4 times the length of the concrete pile), beyond which the advantages recede. Furthermore, it is manifested that increasing the cement-soil elastic modulus prominently enhances the dynamic impedance, which is propitious to enhancing the horizontal vibration resistance of CSC piles. This conclusion significantly contributes to a profound comprehension of CSC pile behavior and provides highly valuable guidance for their design and application in offshore engineering.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109337"},"PeriodicalIF":4.2,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548251","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":"Hysteresis model of metal rubber bridge bearings","authors":"Xiushen Xia ,&nbsp;Yaobin Huang ,&nbsp;Dawei Li ,&nbsp;Feng Xu","doi":"10.1016/j.soildyn.2025.109351","DOIUrl":"10.1016/j.soildyn.2025.109351","url":null,"abstract":"<div><div>Metal rubber bridge bearings have good durability and hold promising prospects for small and medium -span highway bridges. The seismic design of medium and small span bridges with metal rubber bearings involves the hysteretic model of bearings and the calculations of post-yield stiffness, initial stiffness and yield force. In this study, the formula for calculating the post-yield stiffness of metal rubber bridge bearings with circular section was derived based on the overlap area method. In the formula, the post-yield stiffness is directly proportional to the compressive stress and the diameter of the bearing, and inversely proportional to the height of the bearing. Considering the initial stress state of the bearing, the differential equation was established, and the theoretical formula for calculating the initial stiffness of the metal rubber bearing was derived. Based on the experimental results, the simplified formulas for calculating the initial stiffness and post-yield stiffness have been proposed for practical applications. Based on the shear yield displacement of the metal rubber bearings obtained from the test, the yield strain of the bearings was obtained, and the formula for calculating the yield force using this yield strain was presented. The relationship between the initial stiffness and the post-yield stiffness of metal rubber bridge bearings was investigated. The initial stiffness of metal rubber bearings can be expressed as the post-yield stiffness. The experimental hysteresis curve was compared with the bilinear hysteresis curve obtained from the formula. The hysteresis curves calculated by the formulas are in good agreement with the test hysteresis curves. The bilinear hysteresis model and its key parameter calculation formula can be effectively employed for seismic response analysis of metal rubber bearing bridges.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109351"},"PeriodicalIF":4.2,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143563778","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":"Deep learning-based stochastic ground motion modeling using generative adversarial and convolutional neural networks","authors":"Mohsen Masoudifar ,&nbsp;Mojtaba Mahsuli ,&nbsp;Ertugrul Taciroglu","doi":"10.1016/j.soildyn.2025.109306","DOIUrl":"10.1016/j.soildyn.2025.109306","url":null,"abstract":"&lt;div&gt;&lt;div&gt;This paper proposes a probabilistic framework for generating three-dimensional (3D) synthetic ground motions using deep learning techniques—specifically, generative adversarial networks (GAN) and convolutional neural networks (CNN). Deep learning methods have been shown to surpass classical model classes in performance when provided with large datasets, and the ever-increasing number of ground motion records provides an opportunity to design generative models to produce artificial ground motions that outperform classical models. In addition, these methods can directly extract features and patterns from ground motion data without loss of generality, enabling prediction and generation of synthetic ground motions. The proposed framework consists of two distinct deep learning modules. The first generates normalized 3D synthetic ground motions given source and site characteristics. For this purpose, a conditional Wasserstein GAN comprising a generator and a critic in an adversarial setup is designed in which they engage in a simultaneous competitive process. Through learning from the dataset of real ground motions, the generator attempts to generate artificial ground motions that are more convincing to the critic, whereas the critic seeks to improve its ability to identify the realness or artificialness of the motions and provide the generator with feedback. The second module produces peak ground accelerations (PGA) for the three spatial components of the generated normalized ground motion, given the normalized motion and the said characteristics. For this purpose, a CNN is designed with “inception” layers, each of which concurrently applies multiple convolution filters of varying sizes to the input and concatenates their outputs, enabling the network to efficiently capture features at various scales. The learning performance of both modules is improved by realistic data augmentation techniques that increase training data size and are specifically designed for 3D ground motion records, including random rotations and cropping. The proposed framework is trained and validated using the dataset of over 200,000 records of the KiK-net database. The site and source characteristics utilized in the application of the study comprise the moment magnitude, distance, fault mechanism, and shear wave velocity. The signal generation module is validated through a novel procedure based on the diversity of the generated signals and its comparison with that of the real ground motions, which here demonstrates the absence of overfit and mode collapse. The amplitude prediction module is validated using classical metrics, such as the correlation coefficient between real and predicted PGAs, which, at 0.97 for the test data, demonstrates a satisfactory prediction quality and absence of overfit. Finally, the framework as a whole is validated in time and frequency domains both qualitatively by comparing time-moving averages, pseudo-spectral ordinates, and Fourier ampli","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109306"},"PeriodicalIF":4.2,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548250","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Evaluation of overburden correction factor (Kσ) of pond ash for liquefaction analysis under earthquake loading","authors":"Sujay Teli,&nbsp;Ajanta Sachan","doi":"10.1016/j.soildyn.2025.109349","DOIUrl":"10.1016/j.soildyn.2025.109349","url":null,"abstract":"<div><div>The present experimental study evaluates the overburden correction factor (K_σ) of different pond ash samples under earthquake loading for liquefaction analysis. A series of 54 stress-controlled cyclic simple shear tests was conducted on pond ash specimens at different overburden pressures and cyclic stress ratios. Cyclic resistance ratio (CRR) was evaluated for each pond ash sample at different overburden pressures using two criteria based on maximum excess pore water pressure and double amplitude shear strain to evaluate the K_σ. The K_σ values obtained for the pond ash were compared with the K_σ values for natural soils (clean sand and sand-silt mixtures). The cyclic resistance ratio (CRR) and K_σ values were observed to decrease with an increase in overburden pressure from 50 kPa to 100 kPa, and a further increase in overburden pressure to 150 kPa led to an increase in CRR and K_σ values for pond ash specimens with fine particles dominated matrix. However, an opposite trend was observed for pond ash specimens with coarse particles-dominated matrix. The unique response of K_σ values for pond ash was found to be significantly different from the already available K_σ response for natural cohesionless soil (clean sand and sand-silt mixtures) as it unavoidably included the effect of OCR and void ratio along with the vertical overburden pressure.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109349"},"PeriodicalIF":4.2,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143563678","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 and numerical investigations on the seismic behaviour of a tailings storage facility in Italy","authors":"Andrea Geppetti ,&nbsp;Luis Felipe Prada-Sarmiento ,&nbsp;Torsten Wichtmann ,&nbsp;Giovanni Ciardi ,&nbsp;Johann Facciorusso ,&nbsp;Claudia Madiai","doi":"10.1016/j.soildyn.2025.109341","DOIUrl":"10.1016/j.soildyn.2025.109341","url":null,"abstract":"<div><div>In this study, a methodology is proposed to experimentally and numerically examine the seismic behaviour of a tailings dam located in Central Italy, with a special focus on liquefaction hazard. The mechanical behaviour of the materials was thoroughly investigated with advanced laboratory tests. To obtain high-quality undisturbed samples, an innovative and economical methodology using liquid hydrogen was introduced. Based on the results from laboratory tests, advanced constitutive models were calibrated to perform numerical simulations through Finite Element Modelling (FEM). Seven seismic signals were used as input motions. To evaluate the influence of the constitutive soil models on the results, the analyses were repeated by using two different models for the basin material. One model is framed in critical state theory, and the other in multi-yield plasticity. Acceleration time histories, displacements, and decrease in effective stresses were calculated and compared at several selected representative control nodes.</div><div>Acceleration time histories revealed a strong interaction between the behaviour of the basin and the embankment. Significant amplification of motion was observed at the surface of the basin and the embankment compared to locations at the basin bottom or near the embankment toe, because of topographical and stratigraphic effects. For all seismic signals and both constitutive models, the horizontal displacements reached maximum values of a few centimetres, whereas the vertical displacements were approximately one order of magnitude greater. The complete loss of effective stress was obtained with all signals and for both constitutive models, although the extent and location of this phenomenon varied. For both models, the loss of effective stress occurred predominantly near the surface of the settling basin. Considering the magnitude of both displacements and effective stress reductions, the results of this study, though preliminary, reveal critical stability conditions for the structure under seismic loading, highlighting a substantial risk of seismic liquefaction. These findings emphasize the importance of comprehensive hazard assessment to reduce the potential for tailings dam failures and their associated consequences.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109341"},"PeriodicalIF":4.2,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548215","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Centrifuge model tests on scoured offshore wind turbines with large-diameter semi-rigid monopiles","authors":"Zhouchi Yuan ,&nbsp;Fayun Liang ,&nbsp;Hao Zhang","doi":"10.1016/j.soildyn.2025.109348","DOIUrl":"10.1016/j.soildyn.2025.109348","url":null,"abstract":"<div><div>Monopile-supported offshore wind turbines (OWTs) in seismically active regions are exposed to the combined risks of potential earthquakes and scour. Existing studies mainly focus on the seismic response of small-diameter piles, with limited research on large-diameter monopiles (diameter greater than 3m), particularly under scour conditions. To address this gap, this study conducted a series of centrifuge shake-table tests on large-diameter monopiles at scoured sites. Primary attention is paid to the frequency characteristics of the OWT system, structural accelerations, displacements, and bending moments in the monopile. A comparison is also made between the seismic responses of large-diameter and small-diameter piles. The results demonstrate that scour has a more pronounced effect on the higher-order modal frequencies of the OWT system. Under seismic excitation, the acceleration at the pile head is significantly greater than that of the superstructure. Scour may amplify the high-order modal responses of the OWT system, which warrants sufficient attention in seismic design. Furthermore, the tests reveal that the bending strain of small-diameter piles is predominantly induced by inertial effect. In contrast, for large-diameter piles, the bending strain is primarily governed by the kinematic effect of the soil. These findings provide valuable insights for future numerical simulations and theoretical studies.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109348"},"PeriodicalIF":4.2,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548214","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":"Steel frame joints with multistage performance for collaboratively resisting earthquakes","authors":"Jian-peng Wei ,&nbsp;Han Tian ,&nbsp;Dong-hua Wang ,&nbsp;Li-min Tian","doi":"10.1016/j.soildyn.2025.109350","DOIUrl":"10.1016/j.soildyn.2025.109350","url":null,"abstract":"<div><div>To improve the seismic performance of buildings, the concept of multistage performance was modified based on ancient wooden buildings. The mechanical performance of a structure improved in response to increasing earthquake intensity. This represents an innovative design strategy that can be applied to both key components and overall structures. It enhances structural resilience and optimizes economic considerations. A steel frame joint with a multistage performance for collaboratively resisting earthquakes is proposed based on the modified concept. A cyclic loading test of the hinged beam–column joints was conducted to verify the finite element analysis. Subsequently, the feasibility of a joint with a multistage performance was demonstrated. When the joint rotation reached the critical point, a multistage resistance was observed. In addition, the theoretical load–displacement relationship of the joint was deduced. The load–displacement curves of the joint could be accurately predicted. A simplified analysis method for the joint is presented to reveal the joint performance of the overall structure. The hysteretic curves of the refined models were estimated accurately. From the perspective of the overall structure, the maximum and residual story drift ratios decreased owing to the joint with multistage resistance. Joints with different stories collaboratively resisted earthquakes. The modified concept was verified at both the joint and overall structural levels.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109350"},"PeriodicalIF":4.2,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548216","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":"Active tuned mass damper inerter with optimized fuzzy logic controller for structural seismic vibration mitigation","authors":"Mohammad Ali Sadeghian ,&nbsp;Liangkun Wang ,&nbsp;Ying Zhou","doi":"10.1016/j.soildyn.2025.109353","DOIUrl":"10.1016/j.soildyn.2025.109353","url":null,"abstract":"<div><div>In this study, a smart inerter-based tuned mass damper (TMD) using an active technique is proposed wherein its fuzzy logic controller (FLC) is optimized through the genetic algorithm (GA). The uniqueness of the strategy lies in employing the GA to optimize the main parameters of the active FLC controller, aiming to enhance the structural seismic vibration mitigation performance of the passive TMD equipped with an inerter. First, the best control effect with practical feasibility among GA-optimized passive tuned mass damper inerter (PTMDI) layouts is discussed and determined, where it is installed between the last two consecutive floors, and the inerter is linked to the penultimate floor of the seismic vibrated structure. Later, active TMDI (ATMDI) with the same layout is proposed and analyzed in a primary structure excited by the seismic records and harmonic excitation. This clarifies the effect of the GA-optimizer on the design parameters of the FLC controller, the performance of the active methodology, as well as the key role of the inerter element in the configuration layout. The ATMDI is compared to the PTMDI, and an active TMD (ATMD) controlled by the same algorithm. The results show significantly improved responses using the ATMDI with lower additional mass than the ATMD. Finally, the simulation results demonstrate that the GA-FLC ATMDI, with the presence of an inerter element, can remarkably attenuate the seismic-induced motion in multi-story buildings with relatively simple design requirements.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109353"},"PeriodicalIF":4.2,"publicationDate":"2025-03-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548213","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 fragility and risk assessment of isolated bridges subjected to pre-existing ground displacements","authors":"Andrea Nettis,&nbsp;Vincenzo Mario Di Mucci,&nbsp;Sergio Ruggieri,&nbsp;Giuseppina Uva","doi":"10.1016/j.soildyn.2025.109335","DOIUrl":"10.1016/j.soildyn.2025.109335","url":null,"abstract":"<div><div>This study focuses on the seismic fragility of isolated continuous-superstructure bridges affected by pre-seismic differential ground displacements that affect the deformation capacity of the isolators. The research methodology is designed based on observations of a case-study bridge in Southern Italy that was subjected to a slow-moving landslide leading to shear strains of the isolators. In this study, fragility analyses are carried out for ten bridge realisations, with varying number of spans and isolator types subjected to ground displacements at the base of the substructure components. The study presents a methodology to compute the probability of exceedance of a damage state conditioned to a given seismic intensity and pre-seismic isolation strains. In addition, vertical ground displacements (e.g. subsidence, settlements) on the substructure components lead to a negligible effect on seismic fragility. Findings reveal that localised horizontal ground displacements involve significant pre-seismic isolator strains, especially in shorter bridges with isolators having low rubber heights. Conversely, vertical displacements and variation of axial loads have a reduced effect on seismic fragility. In presence of pre-seismic isolator strains, the mean annual frequency of suffering slight damage increases significantly, while the mean annual frequency of reaching a severe damage is less affected. In most of the analysed cases, the effect of the presence of ground displacements has minimal influence on the expected annual loss, provided that pre-seismic shear strains are lower than 0.40.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"194 ","pages":"Article 109335"},"PeriodicalIF":4.2,"publicationDate":"2025-03-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143548212","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}