Pub Date : 2026-05-01Epub Date: 2026-02-03DOI: 10.1016/j.soildyn.2026.110151
Ming-Yu Chang , Deng Gao , Chao Wang , Hua Huang , Yi-lin Yu , Yusheng Shen
The deformation incompatibility between the wall-type portal and the tunnel lining during seismic events is a significant contributing factor to damage at tunnel portal. Recognizing the lacuna in theoretical analysis methods for assessing seismic damage in wall-type portal tunnel, this study develops a theoretical model, which simplifies the wall-type portal as a concentrated mass and represents the lining as a Timoshenko beam, thereby establishing a analytical model for evaluating the longitudinal dynamic response of wall-type portal tunnels. The Green's function method is employed to derive an analytical solution, and the validity is corroborated by numerical simulations. A systematic exploration of wall-type portal tunnel parameters is conducted on the tunnel dynamic response. The results reveal that an excessively large portal mass or insufficient portal foundation stiffness can induce a displacement amplification effect at the tunnel portal section; conversely. These theoretical analysis results effectively validate the potential seismic hazards and associated mechanisms specific to wall-type portal tunnels. Key strategies to enhance the seismic performance of wall-type portal tunnels include: (1) optimizing the mass or geometry of the wall-type portal to promote coordinated deformation with the tunnel lining; and (2) implementing seismic isolation measures to effectively mitigate interaction forces between the portal and the soil.
{"title":"Damage mechanism and optimization design of wall-type portal tunnels underseismic action: Seismic damage investigation and a theoretical model","authors":"Ming-Yu Chang , Deng Gao , Chao Wang , Hua Huang , Yi-lin Yu , Yusheng Shen","doi":"10.1016/j.soildyn.2026.110151","DOIUrl":"10.1016/j.soildyn.2026.110151","url":null,"abstract":"<div><div>The deformation incompatibility between the wall-type portal and the tunnel lining during seismic events is a significant contributing factor to damage at tunnel portal. Recognizing the lacuna in theoretical analysis methods for assessing seismic damage in wall-type portal tunnel, this study develops a theoretical model, which simplifies the wall-type portal as a concentrated mass and represents the lining as a Timoshenko beam, thereby establishing a analytical model for evaluating the longitudinal dynamic response of wall-type portal tunnels. The Green's function method is employed to derive an analytical solution, and the validity is corroborated by numerical simulations. A systematic exploration of wall-type portal tunnel parameters is conducted on the tunnel dynamic response. The results reveal that an excessively large portal mass or insufficient portal foundation stiffness can induce a displacement amplification effect at the tunnel portal section; conversely. These theoretical analysis results effectively validate the potential seismic hazards and associated mechanisms specific to wall-type portal tunnels. Key strategies to enhance the seismic performance of wall-type portal tunnels include: (1) optimizing the mass or geometry of the wall-type portal to promote coordinated deformation with the tunnel lining; and (2) implementing seismic isolation measures to effectively mitigate interaction forces between the portal and the soil.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110151"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146191813","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 : 2026-05-01Epub Date: 2026-02-05DOI: 10.1016/j.soildyn.2026.110156
Yufeng Li , De'en Yu , Jiang Yi
Earthquake-induced bearing uplift constitutes a common seismic damage mode in cable-stayed bridges. While tie-down cables serve as a common mitigation measure, their design must reconcile the need to accommodate large horizontal deck displacements with providing vertical restraint, resulting in complex bidirectional interactions. Building upon existing mechanistic research, this study develops a practical seismic design framework for tie-down cables. The core of the framework is a structured design process, including analysis of seismic requirements, determination of design parameters and verification methods, and evaluation of secondary effects on substructures. The effectiveness of this methodology is rigorously validated through a comprehensive case study employing nonlinear time-history and incremental dynamic analyses. Results demonstrate that the designed tie-down system effectively controls uplift under design-level seismic intensities. A key finding shows that the vertical component of the cable force can increase bearing forces by up to 50 %, necessitating corresponding capacity verification. Furthermore, the control effectiveness diminishes rapidly beyond the design level due to potential cable fracture. This study provides a rational design methods for cable-stayed bridge seismic design, facilitating the translation of research findings into engineering practice.
{"title":"Design and performance evaluation of tie-down cables for mitigating seismic uplift in cable-stayed bridges","authors":"Yufeng Li , De'en Yu , Jiang Yi","doi":"10.1016/j.soildyn.2026.110156","DOIUrl":"10.1016/j.soildyn.2026.110156","url":null,"abstract":"<div><div>Earthquake-induced bearing uplift constitutes a common seismic damage mode in cable-stayed bridges. While tie-down cables serve as a common mitigation measure, their design must reconcile the need to accommodate large horizontal deck displacements with providing vertical restraint, resulting in complex bidirectional interactions. Building upon existing mechanistic research, this study develops a practical seismic design framework for tie-down cables. The core of the framework is a structured design process, including analysis of seismic requirements, determination of design parameters and verification methods, and evaluation of secondary effects on substructures. The effectiveness of this methodology is rigorously validated through a comprehensive case study employing nonlinear time-history and incremental dynamic analyses. Results demonstrate that the designed tie-down system effectively controls uplift under design-level seismic intensities. A key finding shows that the vertical component of the cable force can increase bearing forces by up to 50 %, necessitating corresponding capacity verification. Furthermore, the control effectiveness diminishes rapidly beyond the design level due to potential cable fracture. This study provides a rational design methods for cable-stayed bridge seismic design, facilitating the translation of research findings into engineering practice.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110156"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146191815","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 rapidly expanding fleet of offshore wind turbines (OWTs) faces seismic risks. Earthquakes can excite high-frequency structural modes that typically remain dormant under normal wind and wave loads. This study proposes a vibration control strategy (4-MTMD) using multiple tuned mass dampers targeted at the structure's first four bending modes. A 3D finite element model incorporating pile–soil interaction is presented for a 5 MW monopile-supported OWT. The effectiveness of the proposed 4-MTMD strategy is systematically evaluated and compared against conventional tuned mass dampers tuned to the first bending mode (1-TMD) and the first two bending modes (2-MTMD) under seismic excitations with different frequency characteristics. Key findings indicate that high-frequency excitations can activate the third and fourth bending modes, with peak horizontal accelerations occurring in the middle-upper tower section. The 4-MTMD strategy demonstrates superior overall performance, effectively controlling horizontal accelerations across all frequency ranges, particularly under high-frequency earthquakes. Although the 1-TMD strategy provides the best control for tower-top displacement under certain conditions, the 4-MTMD strategy offers more comprehensive displacement reduction along the entire tower height. Crucially, even for excitations containing frequencies beyond the fifth bending mode frequency, the OWT tower response remains dominated by the first four modes. Therefore, designing MTMD systems to control up to the fourth bending mode represents an effective and sufficient strategy for strengthening seismic resilience of OWTs.
{"title":"A multiple tuned mass damper strategy for vibration control of monopile supported offshore wind turbines under seismic excitation","authors":"Ling-Yu Xu , Shi-Yi Qian , Yuan Gao , Guo-Xing Chen , Fei Cai , Wei-Yun Chen","doi":"10.1016/j.soildyn.2026.110158","DOIUrl":"10.1016/j.soildyn.2026.110158","url":null,"abstract":"<div><div>The rapidly expanding fleet of offshore wind turbines (OWTs) faces seismic risks. Earthquakes can excite high-frequency structural modes that typically remain dormant under normal wind and wave loads. This study proposes a vibration control strategy (4-MTMD) using multiple tuned mass dampers targeted at the structure's first four bending modes. A 3D finite element model incorporating pile–soil interaction is presented for a 5 MW monopile-supported OWT. The effectiveness of the proposed 4-MTMD strategy is systematically evaluated and compared against conventional tuned mass dampers tuned to the first bending mode (1-TMD) and the first two bending modes (2-MTMD) under seismic excitations with different frequency characteristics. Key findings indicate that high-frequency excitations can activate the third and fourth bending modes, with peak horizontal accelerations occurring in the middle-upper tower section. The 4-MTMD strategy demonstrates superior overall performance, effectively controlling horizontal accelerations across all frequency ranges, particularly under high-frequency earthquakes. Although the 1-TMD strategy provides the best control for tower-top displacement under certain conditions, the 4-MTMD strategy offers more comprehensive displacement reduction along the entire tower height. Crucially, even for excitations containing frequencies beyond the fifth bending mode frequency, the OWT tower response remains dominated by the first four modes. Therefore, designing MTMD systems to control up to the fourth bending mode represents an effective and sufficient strategy for strengthening seismic resilience of OWTs.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110158"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146191818","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 : 2026-05-01Epub Date: 2026-02-06DOI: 10.1016/j.soildyn.2026.110162
M. Amin Hariri-Ardebili , Behzad Shakouri , Sissy Nikolaou
This study investigates the maximum dynamic load a geostructure, such as an embankment dam, can withstand under conditions of epistemic uncertainty. The development of “dynamic capacity functions” for such infrastructures has become technically and commercially viable due to advancements in numerical modeling techniques, enhanced hardware capabilities, and successful prior implementations. However, uncertainties in loading conditions and modeling assumptions are often neglected or addressed using empirical models, limiting their reliability. In this paper, a framework based on Intensifying Artificial Acceleration (IAA) is proposed to quantify the uncertainty in response quantities and estimate the failure capacity of a representative geostructure. The IAA methodology expedites the uncertainty quantification process by significantly reducing the computational demand associated with nonlinear transient simulations, offering a practical approach for engineering practitioners. This framework further generates failure fragility curves influenced exclusively by epistemic uncertainties, effectively decoupling them from aleatory uncertainties arising from ground motion record-to-record variability. Such a distinction facilitates the integration of the proposed framework with other studies that primarily address aleatory uncertainty such as performance-based earthquake engineering. Additionally, a series of sensitivity analyses are performed to evaluate the influence of material property variability and water level fluctuations on the response quantities.
{"title":"Anatomy of geostructural response and failure uncertainty with IAA","authors":"M. Amin Hariri-Ardebili , Behzad Shakouri , Sissy Nikolaou","doi":"10.1016/j.soildyn.2026.110162","DOIUrl":"10.1016/j.soildyn.2026.110162","url":null,"abstract":"<div><div>This study investigates the maximum dynamic load a geostructure, such as an embankment dam, can withstand under conditions of epistemic uncertainty. The development of “dynamic capacity functions” for such infrastructures has become technically and commercially viable due to advancements in numerical modeling techniques, enhanced hardware capabilities, and successful prior implementations. However, uncertainties in loading conditions and modeling assumptions are often neglected or addressed using empirical models, limiting their reliability. In this paper, a framework based on Intensifying Artificial Acceleration (IAA) is proposed to quantify the uncertainty in response quantities and estimate the failure capacity of a representative geostructure. The IAA methodology expedites the uncertainty quantification process by significantly reducing the computational demand associated with nonlinear transient simulations, offering a practical approach for engineering practitioners. This framework further generates failure fragility curves influenced exclusively by epistemic uncertainties, effectively decoupling them from aleatory uncertainties arising from ground motion record-to-record variability. Such a distinction facilitates the integration of the proposed framework with other studies that primarily address aleatory uncertainty such as performance-based earthquake engineering. Additionally, a series of sensitivity analyses are performed to evaluate the influence of material property variability and water level fluctuations on the response quantities.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110162"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146190762","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 : 2026-05-01Epub Date: 2026-02-09DOI: 10.1016/j.soildyn.2026.110186
Xinshuai Guo, Shijie Zong, Jun Liu
Monopile-supported offshore wind turbines (OWTs) are widely deployed in seismic regions, where they are subjected to combined wind, wave and seismic loads. To ensure safe and efficient designs, a comprehensive understanding of their dynamic behavior under complex multi-hazard conditions is essential. However, most existing studies have focused on the dynamic behavior of OWTs under single soil parameters or limited environmental load cases, lacking systematic comparative analyses. In this study, a numerical model for a monopile-supported 10 MW OWT system is developed based on the beam on nonlinear Winkler foundation method. The effects of soil damping ratio, soil added mass, scour depth, and variability of soil strength parameters on the fundamental frequency of the OWT system are comparatively investigated. Additionally, the dynamic responses of the OWT system under various wind, wave and seismic loads, along with the influence of scour on these responses, are analyzed. The results show that increases in soil damping ratio and scour depth lead to a 9.73% reduction in fundamental frequency after the long-term operation of the OWT. The horizontal displacement and bending moment of the OWT system are dominated by wind and wave loads, while the horizontal acceleration is predominantly governed by seismic load. The influence of scour on the dynamic response is more significant than its effect on the fundamental frequency, with the maximum bending moment under the combined wind-wave loads increasing by up to 38.8% under maximum scour conditions. These results provide valuable insights for the performance-based design of monopile-supported OWTs in multi-hazard environments.
{"title":"Dynamic response analysis of monopile-supported 10 MW offshore wind turbine under wind, wave and seismic loads","authors":"Xinshuai Guo, Shijie Zong, Jun Liu","doi":"10.1016/j.soildyn.2026.110186","DOIUrl":"10.1016/j.soildyn.2026.110186","url":null,"abstract":"<div><div>Monopile-supported offshore wind turbines (OWTs) are widely deployed in seismic regions, where they are subjected to combined wind, wave and seismic loads. To ensure safe and efficient designs, a comprehensive understanding of their dynamic behavior under complex multi-hazard conditions is essential. However, most existing studies have focused on the dynamic behavior of OWTs under single soil parameters or limited environmental load cases, lacking systematic comparative analyses. In this study, a numerical model for a monopile-supported 10 MW OWT system is developed based on the beam on nonlinear Winkler foundation method. The effects of soil damping ratio, soil added mass, scour depth, and variability of soil strength parameters on the fundamental frequency of the OWT system are comparatively investigated. Additionally, the dynamic responses of the OWT system under various wind, wave and seismic loads, along with the influence of scour on these responses, are analyzed. The results show that increases in soil damping ratio and scour depth lead to a 9.73% reduction in fundamental frequency after the long-term operation of the OWT. The horizontal displacement and bending moment of the OWT system are dominated by wind and wave loads, while the horizontal acceleration is predominantly governed by seismic load. The influence of scour on the dynamic response is more significant than its effect on the fundamental frequency, with the maximum bending moment under the combined wind-wave loads increasing by up to 38.8% under maximum scour conditions. These results provide valuable insights for the performance-based design of monopile-supported OWTs in multi-hazard environments.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110186"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146190755","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 : 2026-05-01Epub Date: 2026-02-14DOI: 10.1016/j.soildyn.2026.110177
Haoyuan Liu , Maria Konstadinou , Huan Wang , Hans Petter Jostad , Federico Pisanò
Understanding and accurately modelling monopile behaviour is a central challenge in modern offshore wind geotechnics, often requiring, for detailed design, robust finite-element (FE) simulations supported by well-calibrated constitutive models. This study critically evaluates and advances the application of 3D FE modelling for laterally loaded monopiles using the SANISAND-MS model, informed by a comprehensive experimental programme ranging from element-scale testing to centrifuge modelling under both monotonic and cyclic loading, in dry and saturated sand. This work investigates strategies for the reliable calibration of the SANISAND-MS constitutive model. Key calibration challenges are addressed, including limitations in test data availability, variability in material response, and the alignment of model parameters with soil strain levels representative of realistic operational scenarios. The study further highlights practical considerations and limitations associated with the use of SANISAND-MS, particularly when extrapolating features of foundation response observed in physical modelling to full-scale conditions. For the cases considered herein, comparisons between numerical simulations and experimental data show good agreement in dry conditions, whereas reduced accuracy in saturated cases underscores the need for a more detailed treatment of, among other factors, soil–pile interface behaviour and loading-rate effects on excess pore water pressure generation. Overall, the findings provide valuable guidance for improving the fidelity of advanced FE simulations for offshore monopile design.
{"title":"3D FE cyclic modelling of monopiles in sand using SANISAND-MS: Calibration and validation from soil element to pile-interaction scale","authors":"Haoyuan Liu , Maria Konstadinou , Huan Wang , Hans Petter Jostad , Federico Pisanò","doi":"10.1016/j.soildyn.2026.110177","DOIUrl":"10.1016/j.soildyn.2026.110177","url":null,"abstract":"<div><div>Understanding and accurately modelling monopile behaviour is a central challenge in modern offshore wind geotechnics, often requiring, for detailed design, robust finite-element (FE) simulations supported by well-calibrated constitutive models. This study critically evaluates and advances the application of 3D FE modelling for laterally loaded monopiles using the SANISAND-MS model, informed by a comprehensive experimental programme ranging from element-scale testing to centrifuge modelling under both monotonic and cyclic loading, in dry and saturated sand. This work investigates strategies for the reliable calibration of the SANISAND-MS constitutive model. Key calibration challenges are addressed, including limitations in test data availability, variability in material response, and the alignment of model parameters with soil strain levels representative of realistic operational scenarios. The study further highlights practical considerations and limitations associated with the use of SANISAND-MS, particularly when extrapolating features of foundation response observed in physical modelling to full-scale conditions. For the cases considered herein, comparisons between numerical simulations and experimental data show good agreement in dry conditions, whereas reduced accuracy in saturated cases underscores the need for a more detailed treatment of, among other factors, soil–pile interface behaviour and loading-rate effects on excess pore water pressure generation. Overall, the findings provide valuable guidance for improving the fidelity of advanced FE simulations for offshore monopile design.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110177"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146190754","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 : 2026-05-01Epub Date: 2026-02-10DOI: 10.1016/j.soildyn.2026.110182
Arif Ismul Hadi , M. Farid , Refrizon , Budi Harlianto , Darmawan Ikhlas Fadli , Hana Raihana , Andre Rahmat Al-Ansori , Dama Rahma Sagita , Erlan Sumanjaya , Pepi Noviyanti , Reni Mulyasari
Administratively, North Bengkulu Regency is part of Bengkulu Province, Indonesia, an area prone to earthquakes. This region is traversed by the convergence of the Indo-Australian and Eurasian tectonic plates in the ocean and by the Ketahun segment of the Sumatran Fault System (SFS) on land. These conditions pose a serious threat of earthquake-induced ground shaking and contribute to land deformation. The objective of this study is to map areas with potential soil deformation using rock elastic parameters, including the amplification factor (A0), soil predominant frequency (f0), site vulnerability index (SVI), peak ground acceleration (PGA), ground shear strain (GSS), modified Mercalli intensity (MMI), shear wave velocity (Vs), primary wave velocity (Vp), Poisson's ratio (v), shear modulus (G), and Young's modulus (E). The data used consist of both secondary and primary sources. Secondary data include earthquake catalogs from the USGS and ISC, as well as PGA bedrock data from the National Center for Earthquake Studies (PUSGEN). Primary data were obtained from microtremor measurements at each location using the Horizontal-to-Vertical Spectral Ratio (HVSR) method. The results indicate that areas with high deformation potential are characterized by high A0, SVI, PGA, GSS, and Poisson's ratio values, along with low f0, shear wave velocity (Vs), primary wave velocity (Vp), shear modulus (G), and Young's modulus (E) values. Therefore, these areas require special attention, particularly in regional development, by improving building quality and ensuring land use planning is adapted to local conditions. These findings provide valuable insights into the mechanisms of land deformation and contribute to more targeted development strategies and informed decision-making processes in the future.
{"title":"Comprehensive seismic hazard mapping for North Bengkulu, Southwest Sumatera, Indonesia: Planning for urban resilience and Safer cities","authors":"Arif Ismul Hadi , M. Farid , Refrizon , Budi Harlianto , Darmawan Ikhlas Fadli , Hana Raihana , Andre Rahmat Al-Ansori , Dama Rahma Sagita , Erlan Sumanjaya , Pepi Noviyanti , Reni Mulyasari","doi":"10.1016/j.soildyn.2026.110182","DOIUrl":"10.1016/j.soildyn.2026.110182","url":null,"abstract":"<div><div>Administratively, North Bengkulu Regency is part of Bengkulu Province, Indonesia, an area prone to earthquakes. This region is traversed by the convergence of the Indo-Australian and Eurasian tectonic plates in the ocean and by the Ketahun segment of the Sumatran Fault System (SFS) on land. These conditions pose a serious threat of earthquake-induced ground shaking and contribute to land deformation. The objective of this study is to map areas with potential soil deformation using rock elastic parameters, including the amplification factor (<em>A</em><sub>0</sub>), soil predominant frequency (<em>f</em><sub>0</sub>), site vulnerability index (SVI), peak ground acceleration (PGA), ground shear strain (GSS), modified Mercalli intensity (MMI), shear wave velocity (<em>V</em><sub><em>s</em></sub>), primary wave velocity (<em>V</em><sub><em>p</em></sub>), Poisson's ratio (<em>v</em>), shear modulus (<em>G</em>), and Young's modulus (<em>E</em>). The data used consist of both secondary and primary sources. Secondary data include earthquake catalogs from the USGS and ISC, as well as PGA bedrock data from the National Center for Earthquake Studies (PUSGEN). Primary data were obtained from microtremor measurements at each location using the Horizontal-to-Vertical Spectral Ratio (HVSR) method. The results indicate that areas with high deformation potential are characterized by high <em>A</em><sub>0</sub>, SVI, PGA, GSS, and Poisson's ratio values, along with low <em>f</em><sub>0</sub>, shear wave velocity (<em>V</em><sub><em>s</em></sub>), primary wave velocity (<em>V</em><sub><em>p</em></sub>), shear modulus (<em>G</em>), and Young's modulus (<em>E</em>) values. Therefore, these areas require special attention, particularly in regional development, by improving building quality and ensuring land use planning is adapted to local conditions. These findings provide valuable insights into the mechanisms of land deformation and contribute to more targeted development strategies and informed decision-making processes in the future.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110182"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146190758","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 : 2026-05-01Epub Date: 2026-02-10DOI: 10.1016/j.soildyn.2026.110137
Jinglei Liu , Jinyuan Cao , Jing Guo , Xiuxin Li , Xinglei Cheng , Tengfei Wang , Shuzheng Shi , Qingzhi Ye
Periodic pile structures operating under locally resonant bandgap conditions can effectively isolate surface waves generated by rail and road traffic and are therefore promising for environmental vibration control. However, most existing studies on periodic pile barriers primarily focus on the Bragg scattering mechanism, while experimental studies investigating the surface wave attenuation zone (SWAZ) of these periodic barriers remain relatively scarce. This study, therefore, investigates hexagonally latticed locally resonant periodic pile barriers (HLRPPBs) by designing and conducting experiments to explore the impact of changes in the inner radius (IR) of pipe piles on their SWAZ. Additionally, finite element methods are employed, with finite element models constructed based on experimental parameters to compute the complex dispersion relations and extract the mode shapes at the bandgap boundary points, thereby enabling an in-depth analysis of the mechanisms behind SWAZ observed in the experiments. The results demonstrate that the vibration isolation performance of HLRPPBs improves as the pipe pile IR decreases, with significant vibration suppression observed in the 105–478 Hz range. As the IR decreases from 0.08 m to 0.06 m, the lower bound frequency (LBF) decreases with the reduction in IR, and the frequency range with attenuation greater than 70 % expands significantly. The SWAZ identified in the experiments is largely consistent with the surface wave bandgap (SWBG) obtained from the complex dispersion curves, confirming the accuracy of the finite element method. Mode analysis indicates that the upper bound frequency (UBF) is controlled mainly by the matrix, whereas the LBF is governed chiefly by the steel pipe pile–core system and is the principal driver of bandgap widening.
{"title":"Inner-radius-controlled tuning of surface-wave bandgaps in hexagonal locally resonant periodic pile barriers: experiments and complex band-structure modelling","authors":"Jinglei Liu , Jinyuan Cao , Jing Guo , Xiuxin Li , Xinglei Cheng , Tengfei Wang , Shuzheng Shi , Qingzhi Ye","doi":"10.1016/j.soildyn.2026.110137","DOIUrl":"10.1016/j.soildyn.2026.110137","url":null,"abstract":"<div><div>Periodic pile structures operating under locally resonant bandgap conditions can effectively isolate surface waves generated by rail and road traffic and are therefore promising for environmental vibration control. However, most existing studies on periodic pile barriers primarily focus on the Bragg scattering mechanism, while experimental studies investigating the surface wave attenuation zone (SWAZ) of these periodic barriers remain relatively scarce. This study, therefore, investigates hexagonally latticed locally resonant periodic pile barriers (HLRPPBs) by designing and conducting experiments to explore the impact of changes in the inner radius (IR) of pipe piles on their SWAZ. Additionally, finite element methods are employed, with finite element models constructed based on experimental parameters to compute the complex dispersion relations and extract the mode shapes at the bandgap boundary points, thereby enabling an in-depth analysis of the mechanisms behind SWAZ observed in the experiments. The results demonstrate that the vibration isolation performance of HLRPPBs improves as the pipe pile IR decreases, with significant vibration suppression observed in the 105–478 Hz range. As the IR decreases from 0.08 m to 0.06 m, the lower bound frequency (LBF) decreases with the reduction in IR, and the frequency range with attenuation greater than 70 % expands significantly. The SWAZ identified in the experiments is largely consistent with the surface wave bandgap (SWBG) obtained from the complex dispersion curves, confirming the accuracy of the finite element method. Mode analysis indicates that the upper bound frequency (UBF) is controlled mainly by the matrix, whereas the LBF is governed chiefly by the steel pipe pile–core system and is the principal driver of bandgap widening.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110137"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146190761","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 : 2026-05-01Epub Date: 2026-02-03DOI: 10.1016/j.soildyn.2026.110150
Haonan Zhan , Wenfu He , Jie Yang , Zhenkun Ding , Kai Wang , Hongbao Yu
To address the inability of the traditional Penzien model to capture inter-pile interaction in dense pile groups, this study proposes an improved Penzien theoretical model. By incorporating the inter-pile soil system, the model more effectively represents pile group effects and improves the simulation accuracy of seismic responses in pile-soil-structure systems. The model's reliability is validated against existing shaking table test data. Subsequently, a finite element model of a nuclear power plant structure is developed using the ANSYS platform to perform dynamic response analyses under both bedrock and non-bedrock site conditions, with varying peak ground acceleration inputs. The results indicate that the improved model demonstrates high consistency with experimental trends across multiple pile scenarios, with significantly reduced errors compared to the traditional model. In non-bedrock sites, increased shear strain leads to a decrease in shear modulus and an increase in damping ratio, which can substantially reduce structural acceleration and displacement responses. Furthermore, edge and corner piles show significantly nonlinear bending moment responses under strong seismic excitation, while shear force variations are primarily influenced by soil stratification.
{"title":"Improved Penzien theoretical model for pile groups and dynamic response analysis of nuclear power plants on non-bedrock foundations","authors":"Haonan Zhan , Wenfu He , Jie Yang , Zhenkun Ding , Kai Wang , Hongbao Yu","doi":"10.1016/j.soildyn.2026.110150","DOIUrl":"10.1016/j.soildyn.2026.110150","url":null,"abstract":"<div><div>To address the inability of the traditional Penzien model to capture inter-pile interaction in dense pile groups, this study proposes an improved Penzien theoretical model. By incorporating the inter-pile soil system, the model more effectively represents pile group effects and improves the simulation accuracy of seismic responses in pile-soil-structure systems. The model's reliability is validated against existing shaking table test data. Subsequently, a finite element model of a nuclear power plant structure is developed using the ANSYS platform to perform dynamic response analyses under both bedrock and non-bedrock site conditions, with varying peak ground acceleration inputs. The results indicate that the improved model demonstrates high consistency with experimental trends across multiple pile scenarios, with significantly reduced errors compared to the traditional model. In non-bedrock sites, increased shear strain leads to a decrease in shear modulus and an increase in damping ratio, which can substantially reduce structural acceleration and displacement responses. Furthermore, edge and corner piles show significantly nonlinear bending moment responses under strong seismic excitation, while shear force variations are primarily influenced by soil stratification.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110150"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146191554","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 : 2026-05-01Epub Date: 2026-02-05DOI: 10.1016/j.soildyn.2026.110164
Chencong Liao , Liheng Tang , Yuanxi Li , Guanlin Ye
As offshore wind energy development progresses into deeper waters, the challenges associated with geotechnical investigations have become increasingly pronounced. This is primarily driven by the expansion of project scope, the stringency of time constraints, and the growing demand for high-precision, reliable site data. This paper uses the world's largest single-unit offshore floating wind turbine, OCEAN X, as a case study to outline the geotechnical investigations and soil parameter testing required for the foundation design. This study examines the methodologies for obtaining marine sediments parameters and addresses critical issues related to site investigations for deep-sea floating wind turbines. Firstly, a recommended protocol was proposed to streamline geotechnical investigations by eliminating redundant testing and data collection to enhancing overall efficiency and adaptability to the growing scale of deep water wind farms. Additionally, the study emphasizes the necessity of high-precision sampling methods at critical locations to mitigate sampling disturbance and secure reliable, representative geotechnical data, especially for highly structured soils. Finally, the practical application of geotechnical parameters in cyclic foundation design is discussed, incorporating consistency verification between in-situ and laboratory-derived data to ensure parameter reliability, along with suggestions for adapting testing methods to better reflect marine sediment behaviour. Together, these insights offer practical basis and valuable guidance for optimizing geotechnical investigation procedures and contribute to the development of more durable and sustainable foundations for floating wind turbines subjected to marine cyclic loadings.
{"title":"Marine geotechnical investigation and soil testing for suction anchor foundation of floating wind turbines in the South China Sea","authors":"Chencong Liao , Liheng Tang , Yuanxi Li , Guanlin Ye","doi":"10.1016/j.soildyn.2026.110164","DOIUrl":"10.1016/j.soildyn.2026.110164","url":null,"abstract":"<div><div>As offshore wind energy development progresses into deeper waters, the challenges associated with geotechnical investigations have become increasingly pronounced. This is primarily driven by the expansion of project scope, the stringency of time constraints, and the growing demand for high-precision, reliable site data. This paper uses the world's largest single-unit offshore floating wind turbine, OCEAN X, as a case study to outline the geotechnical investigations and soil parameter testing required for the foundation design. This study examines the methodologies for obtaining marine sediments parameters and addresses critical issues related to site investigations for deep-sea floating wind turbines. Firstly, a recommended protocol was proposed to streamline geotechnical investigations by eliminating redundant testing and data collection to enhancing overall efficiency and adaptability to the growing scale of deep water wind farms. Additionally, the study emphasizes the necessity of high-precision sampling methods at critical locations to mitigate sampling disturbance and secure reliable, representative geotechnical data, especially for highly structured soils. Finally, the practical application of geotechnical parameters in cyclic foundation design is discussed, incorporating consistency verification between in-situ and laboratory-derived data to ensure parameter reliability, along with suggestions for adapting testing methods to better reflect marine sediment behaviour. Together, these insights offer practical basis and valuable guidance for optimizing geotechnical investigation procedures and contribute to the development of more durable and sustainable foundations for floating wind turbines subjected to marine cyclic loadings.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"204 ","pages":"Article 110164"},"PeriodicalIF":4.6,"publicationDate":"2026-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146191816","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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