Soil Dynamics and Earthquake Engineering最新文献

{"title":"Earthquake prediction optimization using deep learning hybrid RNN-LSTM model for seismicity analysis","authors":"Arush Kaushal ,&nbsp;Ashok Kumar Gupta ,&nbsp;Vivek Kumar Sehgal","doi":"10.1016/j.soildyn.2025.109432","DOIUrl":"10.1016/j.soildyn.2025.109432","url":null,"abstract":"<div><div>Earthquakes are among the most destructive natural disasters, posing severe risks to human life and infrastructure. Accurate and reliable earthquake forecasting systems are crucial for effective disaster management and mitigation. Recent advancements in machine learning and deep learning present promising pathways for enhancing earthquake prediction accuracy. This study provides an in-depth investigation of machine learning methods for earthquake forecasting, emphasizing their critical role in disaster prevention. Four deep learning models are evaluated: Recurrent Neural Networks (RNN), Long Short-Term Memory networks (LSTM), AdaBoost, and a hybrid RNN-LSTM model. The RNN-LSTM hybrid model demonstrates exceptional performance by leveraging the strength of LSTM in capturing long-term dependencies and RNN in detecting short-term patterns, allowing for a comprehensive analysis of seismic activity. Among these models, the RNN-LSTM hybrid stands out, achieving an impressive accuracy rate of 98 %, significantly surpassing the other models. These results highlight the potential of machine learning technologies to improve earthquake prediction precision. The proposed approach enhances current forecasting methods, offering more accurate and reliable earthquake predictions. This research makes a substantial contribution to disaster preparedness and mitigation.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109432"},"PeriodicalIF":4.2,"publicationDate":"2025-04-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143825673","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 solution for longitudinal seismic response of tunnel portal section subjected to SH waves considering wedge topography effect","authors":"Gong Chen ,&nbsp;Haitao Yu","doi":"10.1016/j.soildyn.2025.109448","DOIUrl":"10.1016/j.soildyn.2025.109448","url":null,"abstract":"<div><div>An analytical solution is proposed to evaluate the seismic response of tunnel portal section under horizontal incident shear waves. To obtain the solution, the ground topography near the portal is simplified to an infinite wedge elastic body, and the wedge diffraction theory is used. The formulas of the displacements and bending moment of tunnel structures under the incident wave is presented based on the elastic foundation-beam approach. The validation of the analytical solution is examined by comparing its results with those from finite element method. Results show that the responses of the liner near the tunnel portal are significantly amplified compared to those of deeply buried section far from the portal section. Parametric analyses are conducted to further investigate the effect of the incident angle and frequency of seismic input waves on the bending moment response of the liner in portal section. Moreover, the definition of the influence range of the portal section is presented, and its relationship to the slope angle and wave frequency is also discussed.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109448"},"PeriodicalIF":4.2,"publicationDate":"2025-04-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143824309","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":"Geotechnical subsoil modelling of a slope from the interpretation of ambient noise measurements and 2D site response analyses","authors":"Gaetano Falcone ,&nbsp;Annamaria di Lernia ,&nbsp;Giuseppe Calamita ,&nbsp;Maria Rosaria Gallipoli ,&nbsp;Angela Perrone ,&nbsp;Sabatino Piscitelli ,&nbsp;Jessica Bellanova ,&nbsp;Francesco Cafaro ,&nbsp;Gaetano Elia","doi":"10.1016/j.soildyn.2025.109431","DOIUrl":"10.1016/j.soildyn.2025.109431","url":null,"abstract":"<div><div>Within the context of seismic risk assessment, the prediction of the dynamic response of natural slopes is strictly related to the accurate definition of the geotechnical subsoil model. This aspect is particularly challenging for those slopes characterised by the presence of buried morphologies, for which the vertical and lateral heterogeneities of the subsoil setting may predispose them to additional risks during seismic events. The paper proposes a methodological procedure aimed at identifying preliminary subsoil models of areas characterised by uneven topography and buried lithological bodies of uncertain morphology, through the comparison of parametric site response analyses and site-specific geophysical surveys. The procedure, tested with reference to the prototype case study of Costa del Canneto slope in Southern Italy, proves to be a useful tool to reduce the uncertainties associated with the presence of complex subsoil settings, including potential buried morphologies. Indeed, over several geotechnical models tested, the numerical analyses provide amplification profiles of the fundamental frequency reasonably comparable with data from ambient vibration measurements only for few of them. This allows to restrict the number of possible slope models and can be used to guide the design of additional in-situ geotechnical investigations needed to better characterise the stratigraphy of the area and constrain the geometry of the expected buried morphologies.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109431"},"PeriodicalIF":4.2,"publicationDate":"2025-04-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143824310","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":"Large-scale model test study on lateral bearing characteristics of semi-rigid pile with cement-soil reinforcement under multistage loading and unidirectional multi-cycle loading in clay","authors":"Haoran OuYang ,&nbsp;Xinsheng Chen ,&nbsp;Zhiyu Gong ,&nbsp;Chaoqun Zuo ,&nbsp;Guoliang Dai ,&nbsp;Weiming Gong","doi":"10.1016/j.soildyn.2025.109421","DOIUrl":"10.1016/j.soildyn.2025.109421","url":null,"abstract":"<div><div>A series of large-scale (1:13) model tests of multi-stage loading and unidirectional multi-cycle loading were conducted on semi-rigid piles before and after cement-soil reinforcement in clay. The difference of ultimate bearing capacity between unreinforced and reinforced piles under different criterions is discussed, and their bending moment and displacement distribution rules are revealed. Meanwhile, the cyclic bearing behaviour of the unreinforced and reinforced piles are compared and analyzed, including cyclic load-displacement response, unloading stiffness, cumulative peak &amp; residual displacement, peak &amp; locked in moment. The test results show that the ultimate bearing capacity of the large diameter pile is increased by 34.4 % and the initial stiffness is increased by 56.8 % (reinforced width is 3<em>D</em> and depth is 1<em>D</em>) in the multistage loading test. Comparing the monotonic and cyclic load-displacement curves of unreinforced and reinforced piles obtained by multi-stage loading test and unidirectional multi-cycle loading test respectively, it is found that when the applied load is small, the curve obtained from multistage loading test is almost coincident with the first cycle envelope of all load levels in 1-way multi-cycle loading test, indicating that the cyclic effect is not significant. As the load increases, the difference between the curves becomes larger, indicating that the cyclic loading of higher amplitude causes greater soil disturbance. In addition, after applying cement-soil to the shallow soil around monopile, cement-soil reinforced pile exhibits a more rigid response, specifically manifested as an initial unloading stiffness of 1.76 times that of unreinforced pile, and a slower stiffness degradation rate. Meanwhile, the cyclic peak displacement &amp; residual displacement accumulation of reinforced piles are smaller than that of the unreinforced pile, thereby reducing the development of the locked in moment.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109421"},"PeriodicalIF":4.2,"publicationDate":"2025-04-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143815128","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 novel strength-based liquefaction triggering criterion based on degradation mechanism of secant shear modulus","authors":"Xiaofei Yao ,&nbsp;Yumin Chen ,&nbsp;Saeed Sarajpoor ,&nbsp;Zhihua Wang ,&nbsp;Hongmei Gao ,&nbsp;Runze Chen","doi":"10.1016/j.soildyn.2025.109439","DOIUrl":"10.1016/j.soildyn.2025.109439","url":null,"abstract":"<div><div>There are currently two main criteria to identify the triggering time of soil liquefaction, namely when the excess pore water pressure reaches vertical effective overburden stress or the double-amplitude axial strain reaches 5 %. However, several researchers have pointed out that the excess pore water pressure may not reach confining pressure at some certain conditions, and the cycle numbers reaching liquefaction obtained by adopting two criteria for calcareous sand specimens are inconsistent, which may lead to overestimation or underestimation of the liquefaction resistance of calcareous sand. Therefore, this study introduces a parameter with physical meaning, secant shear modulus to evaluate the liquefaction potential of soil. To do that, a series of undrained shear tests were conducted on three types of sand. Firstly, the experimental results demonstrated that the difference in cycle numbers to liquefaction obtained by the two criteria increases with the increase of relative density. In addition, the study found that the degradation law of secant shear modulus with the number of cycles is not affected by loading conditions, initial state of soil, and soil type. On this basis, based on the relationship between secant shear modulus gradient and pore pressure ratio, it is highlighted that the liquefaction process can be quantitatively divided into three stages and the moment of liquefaction triggering can be correctly identified. Finally, the proposed liquefaction criterion is compared with widely used traditional criteria and latest apparent viscosity-based criterion, and the results showed that the liquefaction resistance obtained by the proposed criterion was more conservative, which benefits for reducing the occurrence of large strain development.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109439"},"PeriodicalIF":4.2,"publicationDate":"2025-04-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143815085","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 design and performance evaluation of prestressed prefabricated frame with martensitic SMA buckling-restrained rods","authors":"Zhao-Hui Gong ,&nbsp;Jin Zhang ,&nbsp;Bin Zeng ,&nbsp;Chun-Lin Wang","doi":"10.1016/j.soildyn.2025.109434","DOIUrl":"10.1016/j.soildyn.2025.109434","url":null,"abstract":"<div><div>Prestressed prefabricated frames have been one of the research hotspots of seismic structures because of their excellent self-centering ability. Prestressed prefabricated Frame with Martensitic SMA Buckling-Restrained Rods (PF-MBRR) and Prestressed prefabricated Frame with Steel Buckling-Restrained Rods (PF-SBRR) had been designed in this paper. The nonlinear dynamic time-history analysis of the two frames were carried out by Opensees software. The results showed that the inter-story drift ratio and residual inter-story drift ratio of PF-MBRR were smaller than those of PF-SBRR under Maximum Considered Earthquake (MCE) intensity, indicating that the Martensitic SMA Buckling-Restrained Rod (MBRR) was more advantageous in controlling the seismic response of the frame under rare earthquake. The design method considered the role of MBRR core strengthening stage in PF-MBRR, which made the post-yield stiffness of PF-MBRR was 3.4 times higher than that of PF-SBRR. MBRR had better energy dissipation effect per unit volume compared with SBRR, and MBRR could be made shorter to improve material utilization efficiency.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":""},"PeriodicalIF":4.2,"publicationDate":"2025-04-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143808551","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 characterization of sand under low confinement stress via shear box testing on shaking table","authors":"Shahin Huseynli,&nbsp;Ella E. Lee,&nbsp;Dimitris Karamitros,&nbsp;Matthew S. Dietz,&nbsp;Flavia De Luca","doi":"10.1016/j.soildyn.2025.109398","DOIUrl":"10.1016/j.soildyn.2025.109398","url":null,"abstract":"<div><div>An experimental study is presented herein, using an equivalent shear beam box placed on a shaking table to quantify the dynamic behavior of sand under low confinement stress levels, commonly encountered under 1-g testing conditions. The obtained experimental results are systematically compared with the predictions of well-established analytical models, which capture the shear modulus increase with relative density and mean effective stress while also accounting for shear strength degradation with increasing cyclic shear strain amplitude. A novel recalibration methodology is subsequently introduced to refine these models by evaluating the dynamic response of the entire soil column rather than a single soil element, which would be difficult to test under low-stress conditions. To this end, shaking table tests are conducted across a range of sand densities and shaking intensities, and transfer functions are computed at various depths. The analysis reveals that, under low confinement stresses, empirical models tend to overestimate small-strain sand stiffness, while also overestimating shear-strain-induced modulus degradation and thus underestimating large-strain stiffness. The recalibrated approach suggests a less nonlinear response, more accurately capturing the sand’s dynamic response across all strain levels.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109398"},"PeriodicalIF":4.2,"publicationDate":"2025-04-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143815352","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 response of sloping sites subject to near-fault pulse-like ground motions","authors":"Junyan Han ,&nbsp;Jiaxue Wang ,&nbsp;Liyun Li ,&nbsp;Xiaoqiang Wang ,&nbsp;M. Hesham El Naggar ,&nbsp;Xiuli Du","doi":"10.1016/j.soildyn.2025.109424","DOIUrl":"10.1016/j.soildyn.2025.109424","url":null,"abstract":"<div><div>Sloping sites are highly vulnerable to strong ground motions, which can induce lateral spreading and, in extreme cases, flow failure. This study investigates the seismic behavior of sloping sites subjected to Near-fault pulse-like (NF-P) ground motions. A two-dimensional finite element model of a sloping site was developed, utilizing a multiple yield surface plasticity constitutive model, which was validated with centrifuge test data. The validated model was then employed to analyze the pore pressure ratio, acceleration response, peak shear strain, and lateral displacement of soil subjected to both NF-P and Near-fault non-pulse (NF-NP) ground motions. The results demonstrate that, at high intensity levels, NF-P ground motions induce more severe liquefaction in loose sand layers, exacerbating shear deformations, as evidenced by a 43.18 % increase in peak shear strain. Liquefied loose sand layers are less effective at mitigating the effects of NF-P ground motions, resulting in persistently high peak accelerations at the surface. Furthermore, sloping sites experience substantially greater lateral displacements under NF-P ground motions, with lateral spreading displacement increasing by 150 %. NF-P ground motions also cause significantly larger lateral and vertical displacements compared to NF-NP ground motions, with lateral displacements reaching 0.97 m, and the soil maximum settlement and uplift being 2.67 and 2.60 times greater, respectively.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109424"},"PeriodicalIF":4.2,"publicationDate":"2025-04-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143800723","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 effects of a low amount of non-plastic fines on soil liquefaction by dynamic centrifuge modeling","authors":"Zheng Li,&nbsp;Sandra Escoffier,&nbsp;Philippe Audrain","doi":"10.1016/j.soildyn.2025.109400","DOIUrl":"10.1016/j.soildyn.2025.109400","url":null,"abstract":"<div><div>This paper presents a new experimental campaign investigating the influence of non-plastic fines on soil liquefaction behavior by dynamic centrifuge model tests. Non-plastic fines C500 were added to clean Hostun HN31 sand based on the constant host sand matrix concept. The characteristics and behavior of both clean sand and sand with fines are analyzed, including CPT resistance, small strain shear modulus, liquefaction resistance, post-shake re-consolidation, and model surface settlement. The low quantity of non-plastic fines has very limited effects on the CPT resistance and slightly increases the small strain shear modulus. In terms of liquefaction resistance, the presence of non-plastic fines has a considerable impact on medium-dense sand. For the medium dense case, the presence of 5% non-plastic fines increases the liquefaction resistance. However, when subjected to the successive shaking, the medium dense sand mixture became less resistant to liquefaction. For the case of dense sand, the presence of non-plastic fines on the liquefaction resistance of is not pronounced. For both medium-dense and dense sands, the presence of non-plastic fines significantly reduces the re-consolidation coefficient and increases surface settlement.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109400"},"PeriodicalIF":4.2,"publicationDate":"2025-04-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143800721","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":"Influence of ground-motion duration on constant ductility response spectra considering various hysteretic models","authors":"Yinan Zhao ,&nbsp;Maosheng Gong ,&nbsp;Zhanxuan Zuo ,&nbsp;Jia Jia ,&nbsp;Qinghui Lai","doi":"10.1016/j.soildyn.2025.109433","DOIUrl":"10.1016/j.soildyn.2025.109433","url":null,"abstract":"<div><div>Currently, there is extensive research on the influence of duration on structures, but most of these studies focus on specific structures or components. The conclusions of different scholars are not uniform, particularly in quantitatively assessing the influence of duration on structures. To address this issue, the duration effect from the perspective of response spectra was discussed in this study. Firstly, we matched 100 pairs of long- and short-duration ground motions, then input them into three SDOF systems of the modified Clough, strength and stiffness-degrading, and pinching-degrading models to calculate damage measures including acceleration, displacement, input energy, hysteretic energy, and damage index. Constant ductility response spectra and their spectral ratios containing these five damage measures are generated, and the differences in the spectra and spectral ratios of long- and short-duration ground motions are analyzed. Lastly, we also discussed the correlation between duration and the damage measures of various hysteretic models. The results show that duration has almost no effect on the acceleration and displacement, but the input energy, hysteresis energy, and damage index under long-duration motions can be as high as 1.5 to 3.0 times those of short-duration motions, especially for short-period structures where the duration effect is more significant than for long-period ones. Additionally, the duration effect varies across structures with different constitutive models. The findings of this study can provide references for future seismic design methods that consider the influence of duration.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"195 ","pages":"Article 109433"},"PeriodicalIF":4.2,"publicationDate":"2025-04-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143808548","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}