Pub Date : 2025-02-18DOI: 10.1016/j.soildyn.2025.109320
Yantai Zhang , Binjie Xia , Xiang Guo , Baoyin Sun , Die Hu , Yang Wei
Efficient ground motion intensity measures can significantly reduce the variability in predicting structural response, making the selection of appropriate measures a critical step in seismic vulnerability analysis. This study conducts vulnerability analyses on a six-story reinforced concrete column-steel beam (RCS) frame under three damage limit states: immediate occupancy (IO), life safety (LS), and collapse prevention (CP). The structural model is developed in the open-source software OpenSees, simulating both shear deformation and vertical bearing failure at beam-column joints. To account for the characteristics of seismic motions, two sets of ground motions—far-field and near-field—are selected. The efficiency of 22 chosen intensity measures (IMs) is evaluated and compared using the log-normal standard deviation βRTR in vulnerability analysis. Results indicate that velocity-related measures, specifically Housner Intensity (HI) and Velocity Spectrum Intensity (VSI), perform well. To further enhance the HI measure's effectiveness across damage states, an optimized ground motion intensity measure, HIIMP, is proposed using the global optimization capabilities of a genetic algorithm (GA). As the damage limit state deepens, the proposed HIIMP measure achieves higher upper integration limits, increasing the influence of the softening period. Finally, the applicability of HIIMP to RCS structures is demonstrated from the perspectives of sufficiency and scaling robustness.
{"title":"Genetic algorithm-enhanced Housner intensity measure for seismic vulnerability analysis of reinforced concrete column-steel beam (RCS) frame structure","authors":"Yantai Zhang , Binjie Xia , Xiang Guo , Baoyin Sun , Die Hu , Yang Wei","doi":"10.1016/j.soildyn.2025.109320","DOIUrl":"10.1016/j.soildyn.2025.109320","url":null,"abstract":"<div><div>Efficient ground motion intensity measures can significantly reduce the variability in predicting structural response, making the selection of appropriate measures a critical step in seismic vulnerability analysis. This study conducts vulnerability analyses on a six-story reinforced concrete column-steel beam (RCS) frame under three damage limit states: immediate occupancy (IO), life safety (LS), and collapse prevention (CP). The structural model is developed in the open-source software OpenSees, simulating both shear deformation and vertical bearing failure at beam-column joints. To account for the characteristics of seismic motions, two sets of ground motions—far-field and near-field—are selected. The efficiency of 22 chosen intensity measures (IMs) is evaluated and compared using the log-normal standard deviation <em>β</em><sub>RTR</sub> in vulnerability analysis. Results indicate that velocity-related measures, specifically Housner Intensity (HI) and Velocity Spectrum Intensity (VSI), perform well. To further enhance the HI measure's effectiveness across damage states, an optimized ground motion intensity measure, HI<sub>IMP</sub>, is proposed using the global optimization capabilities of a genetic algorithm (GA). As the damage limit state deepens, the proposed HI<sub>IMP</sub> measure achieves higher upper integration limits, increasing the influence of the softening period. Finally, the applicability of HI<sub>IMP</sub> to RCS structures is demonstrated from the perspectives of sufficiency and scaling robustness.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"193 ","pages":"Article 109320"},"PeriodicalIF":4.2,"publicationDate":"2025-02-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143437285","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}
Pub Date : 2025-02-18DOI: 10.1016/j.soildyn.2025.109310
Guobo Wang , Ying Lin , Jianning Wang , Chao Ma , Zhongxian Liu
In recent years, engineering cases involving closely spaced intersecting underground structures have become increasingly common. However, the interaction mechanisms of these closely spaced underground crossing systems during earthquakes remain unclear. This study involved a shaking-table test designed and implemented for two parallel tunnels passing beneath a subway station. First, the numerical method was validated against test data. Subsequently, a numerical parameter analysis of key influencing factors was conducted, systematically exploring the interaction mechanism between the passing tunnels and the subway station during earthquakes. The numerical analysis method is verified to be reasonable by the shaking table test. The net spacing is a key factor affecting the seismic response of the tunnel-station interaction system. The interaction between the tunnel and the station increases with the increase of the ground motion amplitude and the tunnel diameter, and the influence of the pulse wave pulse effect is also very significant. The results of this study can serve as a reference for the seismic design of closely spaced underground crossing projects.
{"title":"Seismic response analysis of twin tunnels parallelly underpassing station","authors":"Guobo Wang , Ying Lin , Jianning Wang , Chao Ma , Zhongxian Liu","doi":"10.1016/j.soildyn.2025.109310","DOIUrl":"10.1016/j.soildyn.2025.109310","url":null,"abstract":"<div><div>In recent years, engineering cases involving closely spaced intersecting underground structures have become increasingly common. However, the interaction mechanisms of these closely spaced underground crossing systems during earthquakes remain unclear. This study involved a shaking-table test designed and implemented for two parallel tunnels passing beneath a subway station. First, the numerical method was validated against test data. Subsequently, a numerical parameter analysis of key influencing factors was conducted, systematically exploring the interaction mechanism between the passing tunnels and the subway station during earthquakes. The numerical analysis method is verified to be reasonable by the shaking table test. The net spacing is a key factor affecting the seismic response of the tunnel-station interaction system. The interaction between the tunnel and the station increases with the increase of the ground motion amplitude and the tunnel diameter, and the influence of the pulse wave pulse effect is also very significant. The results of this study can serve as a reference for the seismic design of closely spaced underground crossing projects.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109310"},"PeriodicalIF":4.2,"publicationDate":"2025-02-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143427520","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}
Pub Date : 2025-02-18DOI: 10.1016/j.soildyn.2025.109304
Tianyi Li , Dongyu Zhang , Xiaoyu Zhang , Hui Li
Bridge seismic resilience is typically defined as the average functionality of a bridge over a specified period. However, in most existing studies, the post-earthquake functionality of bridges is assessed based on subjective judgment. The absence of objective, reliable functionality metrics has emerged as a critical limitation to advancing the development of bridge seismic resilience. In this paper, a new method of assessing post-earthquake traffic capacity of bridges by integrating the traffic control measures and the vehicle passing speed is proposed. Firstly, to more accurately analyse the impact of seismic damage on the number of open lanes on the bridge, a post-earthquake traffic load-carrying capacity analysis was conducted employing the limit state equation of the load-carrying capacity, with the post-earthquake assessed reliability as the benchmark. Secondly, by analysing the influence of seismic damage to expansion joints on the vertical vibration of vehicles and the impact of intensity of vibration on the vehicle speed, the method assesses the post-earthquake speed of vehicles crossing the bridge. Finally, via a numerical example of a 3-span continuous girder bridge, the effectiveness of the proposed method of evaluating bridge seismic traffic capacity loss is verified. Comparing with current studies of bridge seismic loss, most of which rely on empirical rules, the proposed method explicitly considers the influence of bridge components’ damage on traffic flow at a physical level. It provides a new highly practical and operable way of more accurately assessing seismic traffic loss of bridges.
{"title":"Assessing seismic induced traffic capacity loss of bridges considering both post-earthquake traffic control measures and vehicle passing speed","authors":"Tianyi Li , Dongyu Zhang , Xiaoyu Zhang , Hui Li","doi":"10.1016/j.soildyn.2025.109304","DOIUrl":"10.1016/j.soildyn.2025.109304","url":null,"abstract":"<div><div>Bridge seismic resilience is typically defined as the average functionality of a bridge over a specified period. However, in most existing studies, the post-earthquake functionality of bridges is assessed based on subjective judgment. The absence of objective, reliable functionality metrics has emerged as a critical limitation to advancing the development of bridge seismic resilience. In this paper, a new method of assessing post-earthquake traffic capacity of bridges by integrating the traffic control measures and the vehicle passing speed is proposed. Firstly, to more accurately analyse the impact of seismic damage on the number of open lanes on the bridge, a post-earthquake traffic load-carrying capacity analysis was conducted employing the limit state equation of the load-carrying capacity, with the post-earthquake assessed reliability as the benchmark. Secondly, by analysing the influence of seismic damage to expansion joints on the vertical vibration of vehicles and the impact of intensity of vibration on the vehicle speed, the method assesses the post-earthquake speed of vehicles crossing the bridge. Finally, via a numerical example of a 3-span continuous girder bridge, the effectiveness of the proposed method of evaluating bridge seismic traffic capacity loss is verified. Comparing with current studies of bridge seismic loss, most of which rely on empirical rules, the proposed method explicitly considers the influence of bridge components’ damage on traffic flow at a physical level. It provides a new highly practical and operable way of more accurately assessing seismic traffic loss of bridges.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109304"},"PeriodicalIF":4.2,"publicationDate":"2025-02-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143427518","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}
Pub Date : 2025-02-17DOI: 10.1016/j.soildyn.2025.109321
Xin Wang , Mi Zhao , Xu Zhao , Zilan Zhong , Guoliang Zhang , Zhidong Gao , Xiuli Du
In this paper, centrifuge shaking table tests were performed to evaluate the seismic response of the nuclear power plant buried in dry sand site. Based on the principle of similarity of stiffness and mass, a simplified buried nuclear power structure was firstly designed. The developed simplification methodology and similarity theory enable experimental investigation of large, complex structures. And then, centrifuge shaking table tests were carried out to evaluate seismic response of a nuclear power plant buried in dry sand site. Results show that as excitation levels increase (0.2g, 0.35g, and 0.5g), both site and structural responses increase, accompanied by a decrease in the system's dominant frequency and a growing difference between site and structural accelerations. The structure exhibits excellent seismic performance, remaining elastic under 0.5g loading with a maximum strain of 658 με. However, significant and asynchronous site and structural settlements (up to 680 mm and 440 mm, respectively, at 0.5g) raise concerns regarding potential impacts on the functionality of the power plant and connected infrastructure. These findings contribute to nuclear power plant siting assessments and provide valuable validation data for numerical modeling.
{"title":"Seismic response of buried nuclear power plant in sand based on centrifuge tests","authors":"Xin Wang , Mi Zhao , Xu Zhao , Zilan Zhong , Guoliang Zhang , Zhidong Gao , Xiuli Du","doi":"10.1016/j.soildyn.2025.109321","DOIUrl":"10.1016/j.soildyn.2025.109321","url":null,"abstract":"<div><div>In this paper, centrifuge shaking table tests were performed to evaluate the seismic response of the nuclear power plant buried in dry sand site. Based on the principle of similarity of stiffness and mass, a simplified buried nuclear power structure was firstly designed. The developed simplification methodology and similarity theory enable experimental investigation of large, complex structures. And then, centrifuge shaking table tests were carried out to evaluate seismic response of a nuclear power plant buried in dry sand site. Results show that as excitation levels increase (0.2g, 0.35g, and 0.5g), both site and structural responses increase, accompanied by a decrease in the system's dominant frequency and a growing difference between site and structural accelerations. The structure exhibits excellent seismic performance, remaining elastic under 0.5g loading with a maximum strain of 658 με. However, significant and asynchronous site and structural settlements (up to 680 mm and 440 mm, respectively, at 0.5g) raise concerns regarding potential impacts on the functionality of the power plant and connected infrastructure. These findings contribute to nuclear power plant siting assessments and provide valuable validation data for numerical modeling.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109321"},"PeriodicalIF":4.2,"publicationDate":"2025-02-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143420694","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}
Pub Date : 2025-02-17DOI: 10.1016/j.soildyn.2025.109282
Weiwei Zhan , Laurie G. Baise , James Kaklamanos
One-dimensional (1D) site response models assume vertically incident SH waves propagating through laterally uniform soil layers. These assumptions, collectively referred to as the SH1D model, are widely used in site-specific ground motion predictions. However, many studies have demonstrated the limitations of 1D site-response analyses. The term “site response complexity” (SRC) refers to the degree of discrepancy between the observed empirical transfer function (ETF) and the theoretical transfer function (TTF) computed with SH1D modeling. We present a geospatial approach to estimate site response complexity using statistical and machine learning methods with globally or regionally available geospatial proxies. Our site response data are from 114 vertical seismometer arrays in Japan’s Kiban-Kyoshin network (KiK-net) used in Kaklamanos and Bradley (2018). The SRC data are calibrated according to the Thompson et al. (2012) taxonomy that relies on two parameters, r (Pearson’s correlation coefficient between the ETF and TTF) and σi (inter-event variability of the ETF). We examine 18 geospatial proxies associated with site stiffness, topography, basin, and saturation conditions. Using the geospatial proxies as explanatory variables, two sets of predictive models are developed: (a) linear regression models for predicting r and σi, separately, and (b) multiclass classification models for site response complexity. The regression results suggest that predicting σi has greater accuracy than predicting r. Our optimal SRC classification model uses the slope-based VS30 (average shear-wave velocity in the upper 30 m), global sedimentary deposit thickness, and global water table depth as explanatory variables, and has classification accuracies of 0.66 and 0.65 against the training and testing datasets, respectively. We generate maps across Japan for r, σi, and SRC class, separately, which can provide first-order approximations of site response complexity, and exhibit clear patterns between SRC class and topography. We conclude that the geospatial modeling approach is promising for evaluating complexity in site response across broad regions.
{"title":"A geospatial model for site response complexity","authors":"Weiwei Zhan , Laurie G. Baise , James Kaklamanos","doi":"10.1016/j.soildyn.2025.109282","DOIUrl":"10.1016/j.soildyn.2025.109282","url":null,"abstract":"<div><div>One-dimensional (1D) site response models assume vertically incident SH waves propagating through laterally uniform soil layers. These assumptions, collectively referred to as the SH1D model, are widely used in site-specific ground motion predictions. However, many studies have demonstrated the limitations of 1D site-response analyses. The term “site response complexity” (SRC) refers to the degree of discrepancy between the observed empirical transfer function (ETF) and the theoretical transfer function (TTF) computed with SH1D modeling. We present a geospatial approach to estimate site response complexity using statistical and machine learning methods with globally or regionally available geospatial proxies. Our site response data are from 114 vertical seismometer arrays in Japan’s Kiban-Kyoshin network (KiK-net) used in Kaklamanos and Bradley (2018). The SRC data are calibrated according to the Thompson et al. (2012) taxonomy that relies on two parameters, <em>r</em> (Pearson’s correlation coefficient between the ETF and TTF) and <em>σ</em><sub><em>i</em></sub> (inter-event variability of the ETF). We examine 18 geospatial proxies associated with site stiffness, topography, basin, and saturation conditions. Using the geospatial proxies as explanatory variables, two sets of predictive models are developed: (a) linear regression models for predicting <em>r</em> and <em>σ</em><sub><em>i</em></sub>, separately, and (b) multiclass classification models for site response complexity. The regression results suggest that predicting <em>σ</em><sub><em>i</em></sub> has greater accuracy than predicting <em>r.</em> Our optimal SRC classification model uses the slope-based <em>V</em><sub>S30</sub> (average shear-wave velocity in the upper 30 m), global sedimentary deposit thickness, and global water table depth as explanatory variables, and has classification accuracies of 0.66 and 0.65 against the training and testing datasets, respectively. We generate maps across Japan for <em>r</em>, <em>σ</em><sub><em>i</em></sub>, and SRC class, separately, which can provide first-order approximations of site response complexity, and exhibit clear patterns between SRC class and topography. We conclude that the geospatial modeling approach is promising for evaluating complexity in site response across broad regions.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109282"},"PeriodicalIF":4.2,"publicationDate":"2025-02-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143427507","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}
Pub Date : 2025-02-17DOI: 10.1016/j.soildyn.2025.109307
Vahid Mohsenian , Luigi Di-Sarno
Concluding from a review of the existing technical literature, the tunnel-form system exhibits desirable seismic performance from a structural standpoint. However, effects of non-structural components on the overall system reliability have not been investigated in any study to date. Furthermore, the level of coordination between the damage states of structural and non-structural components in this system is not well understood. With the aim of eliminating potential ambiguities, the present study evaluates the seismic reliability of such system by considering both acceleration- and displacement-sensitive non-structural elements. By dividing input earthquakes into two categories of demand and capacity and simulating the building using the classical block diagram method, prerequisites are created for multi-level and multi-objective assessments. In this study, a relationship for estimating the seismic demand of acceleration-sensitive non-structural components under the desired hazard level for tunnel-form systems is proposed. Based on the results obtained from the analysis of 5- and 10-story models, non-structural components significantly affect the overall system reliability. In the demand approach, when the moderate damage state for non-structural components is considered, the reliability of immediate occupancy performance level decreases by 100 % in the system. In the capacity approach, considering the same level of damage in non-structural components, the reliability for life safety and collapse prevention performance levels in the system decreases by 100 %. The investigations indicate that there is insufficient coordination between damage states of structural and non-structural components in this system, and in achieving the target reliability, acceleration-sensitive non-structural components are among the main weaknesses of the system. In estimating the distribution of acceleration demand along the height of structures, the proposed relationship underestimates the actual values by at most 3 %, which provides a significantly better safety margin compared to the relationships currently specified in the seismic design code (which underestimate the actual demand by more than 50 %).
{"title":"The role of non-structural components in the seismic reliability of concrete tunnel-form building structures: Multi-level and multi-objective approaches","authors":"Vahid Mohsenian , Luigi Di-Sarno","doi":"10.1016/j.soildyn.2025.109307","DOIUrl":"10.1016/j.soildyn.2025.109307","url":null,"abstract":"<div><div>Concluding from a review of the existing technical literature, the tunnel-form system exhibits desirable seismic performance from a structural standpoint. However, effects of non-structural components on the overall system reliability have not been investigated in any study to date. Furthermore, the level of coordination between the damage states of structural and non-structural components in this system is not well understood. With the aim of eliminating potential ambiguities, the present study evaluates the seismic reliability of such system by considering both acceleration- and displacement-sensitive non-structural elements. By dividing input earthquakes into two categories of demand and capacity and simulating the building using the classical block diagram method, prerequisites are created for multi-level and multi-objective assessments. In this study, a relationship for estimating the seismic demand of acceleration-sensitive non-structural components under the desired hazard level for tunnel-form systems is proposed. Based on the results obtained from the analysis of 5- and 10-story models, non-structural components significantly affect the overall system reliability. In the demand approach, when the moderate damage state for non-structural components is considered, the reliability of immediate occupancy performance level decreases by 100 % in the system. In the capacity approach, considering the same level of damage in non-structural components, the reliability for life safety and collapse prevention performance levels in the system decreases by 100 %. The investigations indicate that there is insufficient coordination between damage states of structural and non-structural components in this system, and in achieving the target reliability, acceleration-sensitive non-structural components are among the main weaknesses of the system. In estimating the distribution of acceleration demand along the height of structures, the proposed relationship underestimates the actual values by at most 3 %, which provides a significantly better safety margin compared to the relationships currently specified in the seismic design code (which underestimate the actual demand by more than 50 %).</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109307"},"PeriodicalIF":4.2,"publicationDate":"2025-02-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143427506","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}
The interaction of the various components of the column-supported silo (CSS) is affected by the complex dynamic interaction between the ensiled particles and the silo wall, as well as particle-particle interactions. To evaluate the seismic response of the CSS in the foodstuff storage and dock project in Shanghai Waigaoqiao, the Discrete-Finite Element (DE-FE) coupled method, considering additional mass, was developed to address dynamic horizontal pressure, displacement, stress, and overpressure distribution along the silo wall. In the proposed method, the dynamic pressure generated by the grain particle motion is simplified by using the additional mass matrix of the silo wall. Kinetic equations of particle-structure coupled systems are derived according to the physical characteristics and coupling boundary conditions of the additional mass. Parameter studies and design cases were conducted under horizontal input excitations with different seismic waves and acceleration peaks. The dynamic mechanical behavior indicates that the DE-FE method can provide an effective path for the analysis of particle-structure coupling systems on a large computational scale. The structure dynamic responses from the numerical model agree well with shaking table test results for different acceleration peaks, which verifies the numerical solutions. Numerical results show that the overpressure first increases and then decreases along the silo wall height, exhibiting a non-linear change trend. This indicates that the horizontal seismic action may be far less than specified in European Specification 8 for the silo top. The suggested values of the dynamic overpressure coefficient for controlling the deformation and cracking of the column-supported bottom are tabulated to facilitate the engineering applications of CSS.
{"title":"Research on seismic response of elevated silo by coupling discrete-finite element method","authors":"Jia Chen , Yonggang Ding , Qikeng Xu , Xuansheng Cheng","doi":"10.1016/j.soildyn.2025.109287","DOIUrl":"10.1016/j.soildyn.2025.109287","url":null,"abstract":"<div><div>The interaction of the various components of the column-supported silo (CSS) is affected by the complex dynamic interaction between the ensiled particles and the silo wall, as well as particle-particle interactions. To evaluate the seismic response of the CSS in the foodstuff storage and dock project in Shanghai Waigaoqiao, the Discrete-Finite Element (DE-FE) coupled method, considering additional mass, was developed to address dynamic horizontal pressure, displacement, stress, and overpressure distribution along the silo wall. In the proposed method, the dynamic pressure generated by the grain particle motion is simplified by using the additional mass matrix of the silo wall. Kinetic equations of particle-structure coupled systems are derived according to the physical characteristics and coupling boundary conditions of the additional mass. Parameter studies and design cases were conducted under horizontal input excitations with different seismic waves and acceleration peaks. The dynamic mechanical behavior indicates that the DE-FE method can provide an effective path for the analysis of particle-structure coupling systems on a large computational scale. The structure dynamic responses from the numerical model agree well with shaking table test results for different acceleration peaks, which verifies the numerical solutions. Numerical results show that the overpressure first increases and then decreases along the silo wall height, exhibiting a non-linear change trend. This indicates that the horizontal seismic action may be far less than specified in European Specification 8 for the silo top. The suggested values of the dynamic overpressure coefficient for controlling the deformation and cracking of the column-supported bottom are tabulated to facilitate the engineering applications of CSS.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109287"},"PeriodicalIF":4.2,"publicationDate":"2025-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143394442","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}
Pub Date : 2025-02-13DOI: 10.1016/j.soildyn.2025.109293
Faruk Elmas, Halil Murat Algin
The dynamic soil-structure interaction characteristics of MOWTs (monopile offshore wind turbines) constructed in complex ground conditions, including three-dimensional (3D) geomorphological variation, change of faults and geomorphological deformation, was investigated first time in literature with the presented paper using the finite element (FE) analyses. The FE models are built utilizing the robust image processing technique based on the data obtained from seismic profile field survey to incorporate complex sedimentological and seismostratigraphical evidences. In the 3D FE analyses the hypoplastic constitutive model is considered. The validation is carried out by comparing the results of the simulation with the literature. The soil-monopile-turbine interaction behaviour based on the non-linear time history responses under bilateral seismic excitation and environmental loads of wind and wave are investigated. It is concluded that dynamic response of the monopile system and soil-monopile-turbine interactions are significantly influenced by geomorphological subsurface variations. It is thus critical to take into account the 3D variations of sedimentological faults and deformations as identified through the seismic field survey in the context of 3D FE analyses.
{"title":"Soil-monopile interaction assessment of offshore wind turbines with comprehensive subsurface modelling to earthquake and environmental loads of wind and wave","authors":"Faruk Elmas, Halil Murat Algin","doi":"10.1016/j.soildyn.2025.109293","DOIUrl":"10.1016/j.soildyn.2025.109293","url":null,"abstract":"<div><div>The dynamic soil-structure interaction characteristics of MOWTs (monopile offshore wind turbines) constructed in complex ground conditions, including three-dimensional (3D) geomorphological variation, change of faults and geomorphological deformation, was investigated first time in literature with the presented paper using the finite element (FE) analyses. The FE models are built utilizing the robust image processing technique based on the data obtained from seismic profile field survey to incorporate complex sedimentological and seismostratigraphical evidences. In the 3D FE analyses the hypoplastic constitutive model is considered. The validation is carried out by comparing the results of the simulation with the literature. The soil-monopile-turbine interaction behaviour based on the non-linear time history responses under bilateral seismic excitation and environmental loads of wind and wave are investigated. It is concluded that dynamic response of the monopile system and soil-monopile-turbine interactions are significantly influenced by geomorphological subsurface variations. It is thus critical to take into account the 3D variations of sedimentological faults and deformations as identified through the seismic field survey in the context of 3D FE analyses.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109293"},"PeriodicalIF":4.2,"publicationDate":"2025-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143394443","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}
Neglecting structure-soil-structure interaction (SSSI) would introduce errors in the seismic assessments of structures within densely built areas. However, the study on probabilistic seismic fragility assessment considering SSSI remains scarce. Taking typical RC frames built on a common medium-stiff soil with multiple layers, this study conducts probabilistic seismic fragility assessments incorporating SSSI on these RC frames with and without the possibility of seismic pounding by employing nonlinear high-fidelity finite element models. Seismic fragility assessments are also conducted on the fixed-base RC frames and RC frames considering soil-single structure interaction (SSI) for comparison, with uncertainties in RC frames and seismic excitations quantified using Latin hypercube sampling. For RC frames without seismic pounding, compared to those adopting fixed-base assumption and those considering SSI, the exceedance probabilities of the immediate occupancy (IO), life safety (LS) and collapse prevention (CP) states for those considering SSSI are consistently lower across all seismic intensities. For RC frames with seismic pounding, the influence of SSSI on their median seismic capacities is slight, whereas SSSI increases the exceedance probabilities for their LS and CP states under low seismic intensities. Neglecting SSSI in the seismic design of typical equal-height RC frame clusters without the possibility of pounding on medium-stiff soil conditions can be considered a conservative practice.
{"title":"Seismic fragility assessment for existing RC frames considering structure-soil-structure interaction","authors":"Jishuai Wang, Tong Guo, Zhenyu Du, Shuqi Yu, Ruizhao Zhu, Ruijun Zhang","doi":"10.1016/j.soildyn.2025.109302","DOIUrl":"10.1016/j.soildyn.2025.109302","url":null,"abstract":"<div><div>Neglecting structure-soil-structure interaction (SSSI) would introduce errors in the seismic assessments of structures within densely built areas. However, the study on probabilistic seismic fragility assessment considering SSSI remains scarce. Taking typical RC frames built on a common medium-stiff soil with multiple layers, this study conducts probabilistic seismic fragility assessments incorporating SSSI on these RC frames with and without the possibility of seismic pounding by employing nonlinear high-fidelity finite element models. Seismic fragility assessments are also conducted on the fixed-base RC frames and RC frames considering soil-single structure interaction (SSI) for comparison, with uncertainties in RC frames and seismic excitations quantified using Latin hypercube sampling. For RC frames without seismic pounding, compared to those adopting fixed-base assumption and those considering SSI, the exceedance probabilities of the immediate occupancy (IO), life safety (LS) and collapse prevention (CP) states for those considering SSSI are consistently lower across all seismic intensities. For RC frames with seismic pounding, the influence of SSSI on their median seismic capacities is slight, whereas SSSI increases the exceedance probabilities for their LS and CP states under low seismic intensities. Neglecting SSSI in the seismic design of typical equal-height RC frame clusters without the possibility of pounding on medium-stiff soil conditions can be considered a conservative practice.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109302"},"PeriodicalIF":4.2,"publicationDate":"2025-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143394438","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}
Pub Date : 2025-02-13DOI: 10.1016/j.soildyn.2025.109299
Fei Wang , Yuxian Tan , Zhiqiang Song , Yunhe Liu , Chuang Li , Ankui Hu
The compressibility of reservoir water and the propagation of seismic waves in reservoir water are often disregarded in the seismic input of gravity dams. This paper proposed a method for solving the mixed wavefield of a reservoir water–dam foundation site on the basis of the wave equations for elastic solids and compressible water media. The radiation damping effects of the infinite foundation and reservoir water were simulated via viscoelastic artificial boundaries and fluid medium artificial boundaries, respectively. The dynamic interactions between reservoir water and dams and between reservoir water and foundations were simulated via the acoustic‒solid coupling method. A seismic wave input method for a gravity dam‒reservoir water‒foundation system based on both solid and fluid medium artificial boundary substructures was proposed. The seismic response of a concrete gravity dam was analyzed via the proposed seismic wave input method and the conventional seismic wave input method, which does not consider the propagation of seismic waves in reservoir water. Compared with those of the method proposed in this paper, the displacement and stress calculated via the seismic wave input method that does not consider the propagation of seismic waves in reservoir water are greater, with a maximum increase of 13.6 % in displacement and 55.9 % in stress. The minimum safety factor for antisliding stability of the dam foundation surface is relatively small, with a decrease of 13.8 %. The seismic wave input method that does not consider the propagation of seismic waves in reservoir water overestimates the displacement and stress response of the gravity dam and underestimates the safety factor of the antisliding stability of the dam foundation surface. Therefore, adopting a seismic wave input method that considers the propagation of seismic waves in reservoir water is necessary for the analysis of the seismic interaction of the gravity dam–reservoir water–foundation system.
{"title":"Seismic input method for a gravity dam–reservoir water–foundation system considering the compressibility of water","authors":"Fei Wang , Yuxian Tan , Zhiqiang Song , Yunhe Liu , Chuang Li , Ankui Hu","doi":"10.1016/j.soildyn.2025.109299","DOIUrl":"10.1016/j.soildyn.2025.109299","url":null,"abstract":"<div><div>The compressibility of reservoir water and the propagation of seismic waves in reservoir water are often disregarded in the seismic input of gravity dams. This paper proposed a method for solving the mixed wavefield of a reservoir water–dam foundation site on the basis of the wave equations for elastic solids and compressible water media. The radiation damping effects of the infinite foundation and reservoir water were simulated via viscoelastic artificial boundaries and fluid medium artificial boundaries, respectively. The dynamic interactions between reservoir water and dams and between reservoir water and foundations were simulated via the acoustic‒solid coupling method. A seismic wave input method for a gravity dam‒reservoir water‒foundation system based on both solid and fluid medium artificial boundary substructures was proposed. The seismic response of a concrete gravity dam was analyzed via the proposed seismic wave input method and the conventional seismic wave input method, which does not consider the propagation of seismic waves in reservoir water. Compared with those of the method proposed in this paper, the displacement and stress calculated via the seismic wave input method that does not consider the propagation of seismic waves in reservoir water are greater, with a maximum increase of 13.6 % in displacement and 55.9 % in stress. The minimum safety factor for antisliding stability of the dam foundation surface is relatively small, with a decrease of 13.8 %. The seismic wave input method that does not consider the propagation of seismic waves in reservoir water overestimates the displacement and stress response of the gravity dam and underestimates the safety factor of the antisliding stability of the dam foundation surface. Therefore, adopting a seismic wave input method that considers the propagation of seismic waves in reservoir water is necessary for the analysis of the seismic interaction of the gravity dam–reservoir water–foundation system.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"192 ","pages":"Article 109299"},"PeriodicalIF":4.2,"publicationDate":"2025-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143403161","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}
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