Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling
Pile foundations are commonly used to support structures subjected to complex loading conditions. In seismic-prone regions, understanding the soil–pile interaction under cyclic loading is essential for ensuring the stability and safety of these foundations. Numerical modeling is an effective tool fo...
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| Format: | Article |
| Language: | English |
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MDPI AG
2025-05-01
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| Series: | Infrastructures |
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| Online Access: | https://www.mdpi.com/2412-3811/10/6/134 |
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| author | Mohsen Saleh Asheghabadi Wenchang Shang Junwei Liu Haibao Feng Lingyun Feng Tengfei Sun Jiankai Sun Hongxuan Zhao |
| author_facet | Mohsen Saleh Asheghabadi Wenchang Shang Junwei Liu Haibao Feng Lingyun Feng Tengfei Sun Jiankai Sun Hongxuan Zhao |
| author_sort | Mohsen Saleh Asheghabadi |
| collection | DOAJ |
| description | Pile foundations are commonly used to support structures subjected to complex loading conditions. In seismic-prone regions, understanding the soil–pile interaction under cyclic loading is essential for ensuring the stability and safety of these foundations. Numerical modeling is an effective tool for predicting the nonlinear behavior of soil under seismic excitation, but selecting an appropriate constitutive model remains a significant challenge. This study investigates the seismic behavior of pile groups embedded in soft clay using advanced finite element analysis. The piles are modeled as aluminum with a linear elastic response and are analyzed within a soil domain characterized by two kinematic hardening constitutive models based on the Von Mises failure criterion. Model parameters are calibrated using a combination of experimental and numerical data. The study also examines the influence of pile spacing within the group on seismic response, revealing notable differences in the response patterns. The results show that the nonlinear kinematic hardening model provides a more accurate correlation with experimental centrifuge test results compared to the multilinear model. These findings contribute to enhancing the understanding of soil–pile interaction under seismic loading and improving the design of pile foundations. |
| format | Article |
| id | doaj-art-8a0d4e61862846b8bcc49e4dc648a586 |
| institution | Kabale University |
| issn | 2412-3811 |
| language | English |
| publishDate | 2025-05-01 |
| publisher | MDPI AG |
| record_format | Article |
| series | Infrastructures |
| spelling | doaj-art-8a0d4e61862846b8bcc49e4dc648a5862025-08-20T03:24:39ZengMDPI AGInfrastructures2412-38112025-05-0110613410.3390/infrastructures10060134Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical ModelingMohsen Saleh Asheghabadi0Wenchang Shang1Junwei Liu2Haibao Feng3Lingyun Feng4Tengfei Sun5Jiankai Sun6Hongxuan Zhao7School of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaSchool of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaSchool of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaLaoshan Laboratory, Qingdao 266237, ChinaSchool of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaSchool of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaSchool of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaSchool of Civil Engineering, Qingdao University of Technology, Qingdao 266525, ChinaPile foundations are commonly used to support structures subjected to complex loading conditions. In seismic-prone regions, understanding the soil–pile interaction under cyclic loading is essential for ensuring the stability and safety of these foundations. Numerical modeling is an effective tool for predicting the nonlinear behavior of soil under seismic excitation, but selecting an appropriate constitutive model remains a significant challenge. This study investigates the seismic behavior of pile groups embedded in soft clay using advanced finite element analysis. The piles are modeled as aluminum with a linear elastic response and are analyzed within a soil domain characterized by two kinematic hardening constitutive models based on the Von Mises failure criterion. Model parameters are calibrated using a combination of experimental and numerical data. The study also examines the influence of pile spacing within the group on seismic response, revealing notable differences in the response patterns. The results show that the nonlinear kinematic hardening model provides a more accurate correlation with experimental centrifuge test results compared to the multilinear model. These findings contribute to enhancing the understanding of soil–pile interaction under seismic loading and improving the design of pile foundations.https://www.mdpi.com/2412-3811/10/6/134seismic behaviorsoft claykinematic hardening modelgroup pilefinite element analysis |
| spellingShingle | Mohsen Saleh Asheghabadi Wenchang Shang Junwei Liu Haibao Feng Lingyun Feng Tengfei Sun Jiankai Sun Hongxuan Zhao Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling Infrastructures seismic behavior soft clay kinematic hardening model group pile finite element analysis |
| title | Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling |
| title_full | Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling |
| title_fullStr | Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling |
| title_full_unstemmed | Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling |
| title_short | Seismic Behavior of Pile Group Foundations in Soft Clay: Insights from Nonlinear Numerical Modeling |
| title_sort | seismic behavior of pile group foundations in soft clay insights from nonlinear numerical modeling |
| topic | seismic behavior soft clay kinematic hardening model group pile finite element analysis |
| url | https://www.mdpi.com/2412-3811/10/6/134 |
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