Pub Date : 2025-12-20DOI: 10.1016/j.soildyn.2025.109993
Xiaoxuan Yu , Yao Hou , Haizuo Zhou , Tao Yao , Yewei Zheng , Zhenyu Wang
This study developed a probabilistic framework to assess the seismic reliability of embankments by jointly considering the spatial variability of soil properties and the stochastic nature of seismic ground motions. The proposed framework integrates site-specific artificial ground motions with spatially correlated random fields representing undrained strength parameters, allowing for nonlinear dynamic analysis under complex uncertainty conditions. This method was applied to a soft clay embankment in Tianjin, China, with seismic loading scenarios reflecting variations in the magnitude and source-to-site distance. The reliability was evaluated in terms of the failure probability. Additionally, sensitivity analysis using multivariate adaptive regression splines was conducted to quantify the influence of the input variables. The results revealed that variations in earthquake magnitude and source-to-site distance markedly affect the failure probability, and that limiting friction angle variability in the foundation reduces the likelihood of instability. The analysis also revealed that the interplay between seismic and soil parameters is predominantly governed by the correlation between cohesion and friction angle. The proposed framework provides a foundation for more realistic assessments of the seismic stability of embankments built on ground with spatial variability.
{"title":"Probabilistic assessment of seismic settlement of embankment constructed on soft soil by combining simulation of stochastic ground motion and spatial soil variability","authors":"Xiaoxuan Yu , Yao Hou , Haizuo Zhou , Tao Yao , Yewei Zheng , Zhenyu Wang","doi":"10.1016/j.soildyn.2025.109993","DOIUrl":"10.1016/j.soildyn.2025.109993","url":null,"abstract":"<div><div>This study developed a probabilistic framework to assess the seismic reliability of embankments by jointly considering the spatial variability of soil properties and the stochastic nature of seismic ground motions. The proposed framework integrates site-specific artificial ground motions with spatially correlated random fields representing undrained strength parameters, allowing for nonlinear dynamic analysis under complex uncertainty conditions. This method was applied to a soft clay embankment in Tianjin, China, with seismic loading scenarios reflecting variations in the magnitude and source-to-site distance. The reliability was evaluated in terms of the failure probability. Additionally, sensitivity analysis using multivariate adaptive regression splines was conducted to quantify the influence of the input variables. The results revealed that variations in earthquake magnitude and source-to-site distance markedly affect the failure probability, and that limiting friction angle variability in the foundation reduces the likelihood of instability. The analysis also revealed that the interplay between seismic and soil parameters is predominantly governed by the correlation between cohesion and friction angle. The proposed framework provides a foundation for more realistic assessments of the seismic stability of embankments built on ground with spatial variability.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 109993"},"PeriodicalIF":4.6,"publicationDate":"2025-12-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145797896","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 : 2025-12-19DOI: 10.1016/j.soildyn.2025.110033
Xue-Qian Fang , Zhao-Feng Zhong , Bai-Lin Li , Xin-Yu Liu , Ya-Wen Xiong
Anisotropy of rock masses plays a significant role in predicting the dynamics response of tunnel excavation in rock mass. In this paper, the dynamic response of a lined tunnel in anisotropic rock mass under unloading waves is studied, and the dynamic visco-elastic interface model is introduced to analyze the interface effect. By using the wave function expansion method, the unloading waves and the wave fields in the tunnel lining are expressed, and the viscosity and elastic coefficients of interface model are proposed to analyze the imperfect interface effect on the dynamic response of existing tunnel. Three unloading paths due to the tunnel excavation are considered, and the analytical solutions of displacements and stress fields around the existing tunnel lining under these unloading paths are derived. An approximate numerical integration method is introduced to calculate the displacements and stresses around the existing tunnel. In numerical examples, the dynamic circumferential stress around the existing tunnel under different interface parameters, unloading paths and geometrical and physical parameters of tunnels is analyzed. Comparison with the existing numerical results validates this dynamic model.
{"title":"Visco-elastic interface and dynamic response of a lined tunnel in anisotropic rock mass under unloading waves","authors":"Xue-Qian Fang , Zhao-Feng Zhong , Bai-Lin Li , Xin-Yu Liu , Ya-Wen Xiong","doi":"10.1016/j.soildyn.2025.110033","DOIUrl":"10.1016/j.soildyn.2025.110033","url":null,"abstract":"<div><div>Anisotropy of rock masses plays a significant role in predicting the dynamics response of tunnel excavation in rock mass. In this paper, the dynamic response of a lined tunnel in anisotropic rock mass under unloading waves is studied, and the dynamic visco-elastic interface model is introduced to analyze the interface effect. By using the wave function expansion method, the unloading waves and the wave fields in the tunnel lining are expressed, and the viscosity and elastic coefficients of interface model are proposed to analyze the imperfect interface effect on the dynamic response of existing tunnel. Three unloading paths due to the tunnel excavation are considered, and the analytical solutions of displacements and stress fields around the existing tunnel lining under these unloading paths are derived. An approximate numerical integration method is introduced to calculate the displacements and stresses around the existing tunnel. In numerical examples, the dynamic circumferential stress around the existing tunnel under different interface parameters, unloading paths and geometrical and physical parameters of tunnels is analyzed. Comparison with the existing numerical results validates this dynamic model.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110033"},"PeriodicalIF":4.6,"publicationDate":"2025-12-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798425","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 : 2025-12-19DOI: 10.1016/j.soildyn.2025.110032
Vahid Mohsenian , Luigi Di-Sarno
To date, no study has specifically calculated displacement amplification factors for cast-in-place tunnel-form system, consequently, the accuracy of recommended factors in seismic standards and guidelines remains unclear for this system. To address the challenges, the present study applies probabilistic and multi-level approaches to derive ad-hoc displacement amplification factors for tunnel-form concrete system. Estimating the maximum drift values corresponding to various performance levels in the system is another objective of this study. In the range of 5- and 10-story models studied, the results indicate the inefficiency and insufficiency of code-based displacement amplification factor of 5. Under the design basis earthquake, achieving the actual displacement in some stories requires using the value of 10. Observations suggest that the assumption of uniform damage distribution along the height is inappropriate for tunnel-form system, and thus, the use of uniform displacement amplification factors for the stories and roof is incorrect. In this study, the code-based approach of assigning a uniform displacement amplification factor to all stories is reported undesirable and is recommended to be replaced with a linear function of height. It was also found that the method based on nonlinear pushover analysis is not suitable, as the displacement amplification factor calculated using this method causes significant errors. The investigations also showed that allowable inter-story drifts corresponding to the performance levels of Immediate Occupancy, Life Safety, and Collapse Prevention in tunnel-form system are 0.5 %, 0.8 %, and 1.4 %, respectively. The significant difference between the calculated values and the code-based recommended target drifts (i.e., 2 % and 2.5 % depending on the building height) indicates the inadequacy of the standardized values and underscores the need for their revision and the consideration of tunnel-form concrete system as an independent structural system.
{"title":"Displacement amplification factor function for tunnel-form concrete buildings: A case study based on probabilistic and multi-level approaches","authors":"Vahid Mohsenian , Luigi Di-Sarno","doi":"10.1016/j.soildyn.2025.110032","DOIUrl":"10.1016/j.soildyn.2025.110032","url":null,"abstract":"<div><div>To date, no study has specifically calculated displacement amplification factors for cast-in-place tunnel-form system, consequently, the accuracy of recommended factors in seismic standards and guidelines remains unclear for this system. To address the challenges, the present study applies probabilistic and multi-level approaches to derive ad-hoc displacement amplification factors for tunnel-form concrete system. Estimating the maximum drift values corresponding to various performance levels in the system is another objective of this study. In the range of 5- and 10-story models studied, the results indicate the inefficiency and insufficiency of code-based displacement amplification factor of 5. Under the design basis earthquake, achieving the actual displacement in some stories requires using the value of 10. Observations suggest that the assumption of uniform damage distribution along the height is inappropriate for tunnel-form system, and thus, the use of uniform displacement amplification factors for the stories and roof is incorrect. In this study, the code-based approach of assigning a uniform displacement amplification factor to all stories is reported undesirable and is recommended to be replaced with a linear function of height. It was also found that the method based on nonlinear pushover analysis is not suitable, as the displacement amplification factor calculated using this method causes significant errors. The investigations also showed that allowable inter-story drifts corresponding to the performance levels of Immediate Occupancy, Life Safety, and Collapse Prevention in tunnel-form system are 0.5 %, 0.8 %, and 1.4 %, respectively. The significant difference between the calculated values and the code-based recommended target drifts (i.e., 2 % and 2.5 % depending on the building height) indicates the inadequacy of the standardized values and underscores the need for their revision and the consideration of tunnel-form concrete system as an independent structural system.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110032"},"PeriodicalIF":4.6,"publicationDate":"2025-12-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798410","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 : 2025-12-18DOI: 10.1016/j.soildyn.2025.110036
Hongyang Liu , M. Hesham El Naggar , Mingzhi Zhao , Dawei Huang , Gang Liu
Graded crushed stone is a coarse-grained soil that is commonly used as structural backfill in high-speed railway subgrades due to its superior mechanical stability and load-distribution capacity. However, the long-term behavior of such materials under repeated cyclic loading remains inadequately understood, particularly in relation to variations in gradation, moisture content, and drainage conditions. In this study, a series of large-scale cyclic triaxial tests were conducted to evaluate the dynamic response of coarse-grained soils under varying saturation levels, drainage conditions, and cyclic deviatoric stresses. Three crushed stone materials with varying gradation and filler contents were considered. Each specimen underwent 100,000 loading cycles using a two-stage loading procedure involving drained and undrained loading. Key mechanical responses, including volumetric strain, accumulated axial strain, and resilient modulus, were monitored throughout. The results indicated that the specimen with an intermediate filler content (30 %) exhibited the lowest deformation and highest stiffness under all loading scenarios. Saturation consistently increased accumulated deformation and reduced resilient modulus, particularly under high stress ratios. Undrained conditions delayed modulus degradation initially but led to more severe deformation over time. The findings highlight the coupled effects of gradation, saturation, and drainage on the long-term performance of subgrade materials, providing valuable insights for optimizing material selection and moisture management strategies in the design of high-speed railway subgrades.
{"title":"Behavior of coarse-grained soils for railway subgrade layers with different saturation and drainage conditions under cyclic loading","authors":"Hongyang Liu , M. Hesham El Naggar , Mingzhi Zhao , Dawei Huang , Gang Liu","doi":"10.1016/j.soildyn.2025.110036","DOIUrl":"10.1016/j.soildyn.2025.110036","url":null,"abstract":"<div><div>Graded crushed stone is a coarse-grained soil that is commonly used as structural backfill in high-speed railway subgrades due to its superior mechanical stability and load-distribution capacity. However, the long-term behavior of such materials under repeated cyclic loading remains inadequately understood, particularly in relation to variations in gradation, moisture content, and drainage conditions. In this study, a series of large-scale cyclic triaxial tests were conducted to evaluate the dynamic response of coarse-grained soils under varying saturation levels, drainage conditions, and cyclic deviatoric stresses. Three crushed stone materials with varying gradation and filler contents were considered. Each specimen underwent 100,000 loading cycles using a two-stage loading procedure involving drained and undrained loading. Key mechanical responses, including volumetric strain, accumulated axial strain, and resilient modulus, were monitored throughout. The results indicated that the specimen with an intermediate filler content (30 %) exhibited the lowest deformation and highest stiffness under all loading scenarios. Saturation consistently increased accumulated deformation and reduced resilient modulus, particularly under high stress ratios. Undrained conditions delayed modulus degradation initially but led to more severe deformation over time. The findings highlight the coupled effects of gradation, saturation, and drainage on the long-term performance of subgrade materials, providing valuable insights for optimizing material selection and moisture management strategies in the design of high-speed railway subgrades.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110036"},"PeriodicalIF":4.6,"publicationDate":"2025-12-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798408","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 : 2025-12-18DOI: 10.1016/j.soildyn.2025.110040
Yuxiang Zhou , Wenfu He , Hongbao Yu , Hao Xu
This paper proposes a high polymerization displacement amplification damping system (HPDADS), which integrates a displacement amplification lever with a viscous damper. First, the composition and synergistic mechanism of the HPDADS were introduced. Then, dynamic tests were conducted on the displacement amplification damper (DAD). The dynamic test results and theoretical verification of DAD were analyzed. Last, comparative FEM analyses are performed between high polymerization system (HPS), high polymerization damping system (HPDS) and the HPDADS. The dynamic test results indicate that, compared with VD, the DAD exhibits increases in damping force and energy dissipation by 330–464 % and 327–437 %, respectively. Compared with the HPS and HPDS, the HPDADS has a better effect on controlling structural response and improving energy dissipation of dampers.
{"title":"Experimental study and performance assessment of the high polymerization displacement amplification damping system","authors":"Yuxiang Zhou , Wenfu He , Hongbao Yu , Hao Xu","doi":"10.1016/j.soildyn.2025.110040","DOIUrl":"10.1016/j.soildyn.2025.110040","url":null,"abstract":"<div><div>This paper proposes a high polymerization displacement amplification damping system (HPDADS), which integrates a displacement amplification lever with a viscous damper. First, the composition and synergistic mechanism of the HPDADS were introduced. Then, dynamic tests were conducted on the displacement amplification damper (DAD). The dynamic test results and theoretical verification of DAD were analyzed. Last, comparative FEM analyses are performed between high polymerization system (HPS), high polymerization damping system (HPDS) and the HPDADS. The dynamic test results indicate that, compared with VD, the DAD exhibits increases in damping force and energy dissipation by 330–464 % and 327–437 %, respectively. Compared with the HPS and HPDS, the HPDADS has a better effect on controlling structural response and improving energy dissipation of dampers.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110040"},"PeriodicalIF":4.6,"publicationDate":"2025-12-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798412","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 : 2025-12-18DOI: 10.1016/j.soildyn.2025.110038
Yue Zhao, Zhaohui Joey Yang, Utpal Dutta
Permafrost is degrading due to increasing human-induced surface disturbances and rising global temperatures, resulting in substantial changes to the ground thermal conditions and mechanical properties. These changes directly affect how seismic waves propagate through the subsurface, significantly altering the seismic response and seismic hazards of buildings and infrastructure on degrading permafrost sites. This study presents a one-dimensional equivalent-linear approach to evaluate the seismic site response of degrading permafrost at Northway Airport, Alaska, which is a representative site in a discontinuous permafrost zone. Frozen-soil dynamic properties were synthesized from published laboratory and field data to establish an empirical relationship linking shear-wave velocity (Vs) reduction to subfreezing temperature. The model was applied to simulate three ground conditions: current (frozen), partially thawed, and fully thawed states. Using selected ground motions from the 2002 Denali Earthquake and comparable NGA-West2 events, site response analyses were conducted under multiple seismic hazard levels. Key seismic response parameters, including transfer function, effective shear strain, and shear modulus, were extracted and compared. Additionally, sensitivity analyses were conducted to evaluate the impact of uncertainties in Vs, shear modulus reduction, damping ratio, and seasonal frost thickness. The results show that complete thaw of the warm permafrost (approximately −2 °C) at the study site reduces Vs by 45 %, resulting in a site class shift from D to DE. The site resonance frequency and corresponding amplitude shift toward lower values as permafrost thaws, from 1.9 Hz to 3.3 for current conditions to 1.2 Hz and 2.5, or a one-third reduction, respectively. Site response is more sensitive to variations in Vs than other parameters, such as shear modulus reduction, damping ratio, and seasonal frost thickness. This study highlights the critical influence of permafrost degradation and associated changes in soil dynamic properties on the site's seismic response characteristics, underscoring the need to incorporate thaw-induced ground changes into seismic hazard assessments and infrastructure design in Arctic and sub-Arctic regions.
{"title":"An approach for assessing seismic response of degrading permafrost sites","authors":"Yue Zhao, Zhaohui Joey Yang, Utpal Dutta","doi":"10.1016/j.soildyn.2025.110038","DOIUrl":"10.1016/j.soildyn.2025.110038","url":null,"abstract":"<div><div>Permafrost is degrading due to increasing human-induced surface disturbances and rising global temperatures, resulting in substantial changes to the ground thermal conditions and mechanical properties. These changes directly affect how seismic waves propagate through the subsurface, significantly altering the seismic response and seismic hazards of buildings and infrastructure on degrading permafrost sites. This study presents a one-dimensional equivalent-linear approach to evaluate the seismic site response of degrading permafrost at Northway Airport, Alaska, which is a representative site in a discontinuous permafrost zone. Frozen-soil dynamic properties were synthesized from published laboratory and field data to establish an empirical relationship linking shear-wave velocity (<em>Vs</em>) reduction to subfreezing temperature. The model was applied to simulate three ground conditions: current (frozen), partially thawed, and fully thawed states. Using selected ground motions from the 2002 Denali Earthquake and comparable NGA-West2 events, site response analyses were conducted under multiple seismic hazard levels. Key seismic response parameters, including transfer function, effective shear strain, and shear modulus, were extracted and compared. Additionally, sensitivity analyses were conducted to evaluate the impact of uncertainties in <em>Vs</em>, shear modulus reduction, damping ratio, and seasonal frost thickness. The results show that complete thaw of the warm permafrost (approximately −2 °C) at the study site reduces <em>Vs</em> by 45 %, resulting in a site class shift from D to DE. The site resonance frequency and corresponding amplitude shift toward lower values as permafrost thaws, from 1.9 Hz to 3.3 for current conditions to 1.2 Hz and 2.5, or a one-third reduction, respectively. Site response is more sensitive to variations in <em>Vs</em> than other parameters, such as shear modulus reduction, damping ratio, and seasonal frost thickness. This study highlights the critical influence of permafrost degradation and associated changes in soil dynamic properties on the site's seismic response characteristics, underscoring the need to incorporate thaw-induced ground changes into seismic hazard assessments and infrastructure design in Arctic and sub-Arctic regions.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110038"},"PeriodicalIF":4.6,"publicationDate":"2025-12-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798409","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 : 2025-12-17DOI: 10.1016/j.soildyn.2025.110041
Yu-Wei Hwang, Cheng-Hsu Yang
In dense urban environments, buildings are often constructed in close proximity on potentially liquefiable soils, where complex seismic interactions can significantly affect their performance. This study investigated the structure–soil–structure interaction (SSSI) among three aligned, shallow-founded buildings on layered liquefiable ground using three-dimensional, fully coupled, nonlinear dynamic finite element analyses. The numerical sensitivity study explored the influence of building spacing, ground motion characteristics, and structural properties (e.g., short and tall buildings) on key engineering demand parameters such as settlement, tilt, and spectral acceleration. SSSI effects were most pronounced for edge buildings at small spacings and gradually became minor as spacing increased beyond two times the foundation width. Due to symmetric confinement, the middle building experienced less permanent tilt than the edge buildings. Under high-intensity pulse-like motions, all structures showed substantially larger settlements and significantly increased transient and permanent tilts as compared to that under non-pulse motions. Additionally, shorter buildings under SSSI were more sensitive to tilt amplification (as compared to isolated structures) at short spacing. Spectral acceleration demand at the foundation level increased with shaking intensity; however, it was reduced under pulse-like motions due to soil softening, which effectively isolated the foundation from free-field motion. In general, these behaviors, particularly the SSSI-induced foundation tilt patterns, were not observed in isolated or two adjacent structures. These findings highlight the importance of considering SSSI effects in performance-based design for improving urban resilience against seismic hazards.
{"title":"Insights into seismic interactions of three aligned structures on layered liquefiable ground","authors":"Yu-Wei Hwang, Cheng-Hsu Yang","doi":"10.1016/j.soildyn.2025.110041","DOIUrl":"10.1016/j.soildyn.2025.110041","url":null,"abstract":"<div><div>In dense urban environments, buildings are often constructed in close proximity on potentially liquefiable soils, where complex seismic interactions can significantly affect their performance. This study investigated the structure–soil–structure interaction (SSSI) among three aligned, shallow-founded buildings on layered liquefiable ground using three-dimensional, fully coupled, nonlinear dynamic finite element analyses. The numerical sensitivity study explored the influence of building spacing, ground motion characteristics, and structural properties (e.g., short and tall buildings) on key engineering demand parameters such as settlement, tilt, and spectral acceleration. SSSI effects were most pronounced for edge buildings at small spacings and gradually became minor as spacing increased beyond two times the foundation width. Due to symmetric confinement, the middle building experienced less permanent tilt than the edge buildings. Under high-intensity pulse-like motions, all structures showed substantially larger settlements and significantly increased transient and permanent tilts as compared to that under non-pulse motions. Additionally, shorter buildings under SSSI were more sensitive to tilt amplification (as compared to isolated structures) at short spacing. Spectral acceleration demand at the foundation level increased with shaking intensity; however, it was reduced under pulse-like motions due to soil softening, which effectively isolated the foundation from free-field motion. In general, these behaviors, particularly the SSSI-induced foundation tilt patterns, were not observed in isolated or two adjacent structures. These findings highlight the importance of considering SSSI effects in performance-based design for improving urban resilience against seismic hazards.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110041"},"PeriodicalIF":4.6,"publicationDate":"2025-12-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798411","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 : 2025-12-17DOI: 10.1016/j.soildyn.2025.109997
Xiufeng Wu , Zhenlin Jing , Zhongwei Zhao , Peng Ji , ZhiYuan Zhang , Zijun Ding , Chengyang Liu , Songmingyu Li
Severe structural damage during seismic events and the challenges of post-earthquake restoration have driven the development of innovative seismic dampers. To address the issues of rapid stiffness degradation, misaligned energy dissipation timing, and inadequate bearing capacity in traditional metal dampers under extreme loads, this study introduced a novel prefabricated multi-stage metal knee brace damper (MKBD). The MKBD employs a phased operational mechanism for multi-level energy dissipation. Its X-shaped damping plate serves as the primary energy dissipation component, while transmission rods ensure effective load distribution. Prefabricated components of the MKBD further enhance the efficiency of post-earthquake restoration. This study systematically investigated the MKBD's hysteretic performance, energy dissipation characteristics, and stiffness enhancement provided by temporary supports through theoretical analysis, low-cycle repeated loading tests, and numerical simulations. Nine specimen groups with varying geometric parameters were designed to examine the effects of the end width (), neck width (), plate thickness (), and the number () of X-shaped damping plates on the performance of the damper. The results revealed that the MKBD exhibited full and symmetric hysteretic curves. Both the initial stiffness and peak load-bearing capacity significantly increased with increasing and . While larger improved total energy dissipation, its influence on the equivalent viscous damping ratio was minimal. The MKBD effectively limited the formation of plastic hinges within the damper while maintaining the elasticity of beam-column joints. This led to improved overall stiffness and ultimate load-bearing capacity of the retrofitted structure. Additionally, this study provided a design guideline for the free displacement of the end plate to optimize the two-stage working mechanism. The MKBD that integrates prefabrication, replaceability, and staged energy dissipation characteristics provides an effective solution for seismic retrofitting and rapid post-earthquake restoration of steel structures.
{"title":"Seismic performance of prefabricated multi-stage metal knee brace dampers","authors":"Xiufeng Wu , Zhenlin Jing , Zhongwei Zhao , Peng Ji , ZhiYuan Zhang , Zijun Ding , Chengyang Liu , Songmingyu Li","doi":"10.1016/j.soildyn.2025.109997","DOIUrl":"10.1016/j.soildyn.2025.109997","url":null,"abstract":"<div><div>Severe structural damage during seismic events and the challenges of post-earthquake restoration have driven the development of innovative seismic dampers. To address the issues of rapid stiffness degradation, misaligned energy dissipation timing, and inadequate bearing capacity in traditional metal dampers under extreme loads, this study introduced a novel prefabricated multi-stage metal knee brace damper (MKBD). The MKBD employs a phased operational mechanism for multi-level energy dissipation. Its X-shaped damping plate serves as the primary energy dissipation component, while transmission rods ensure effective load distribution. Prefabricated components of the MKBD further enhance the efficiency of post-earthquake restoration. This study systematically investigated the MKBD's hysteretic performance, energy dissipation characteristics, and stiffness enhancement provided by temporary supports through theoretical analysis, low-cycle repeated loading tests, and numerical simulations. Nine specimen groups with varying geometric parameters were designed to examine the effects of the end width (<span><math><mrow><msub><mi>d</mi><mn>1</mn></msub></mrow></math></span>), neck width (<span><math><mrow><msub><mi>d</mi><mn>0</mn></msub></mrow></math></span>), plate thickness (<span><math><mrow><mi>t</mi></mrow></math></span>), and the number (<span><math><mrow><mi>n</mi></mrow></math></span>) of X-shaped damping plates on the performance of the damper. The results revealed that the MKBD exhibited full and symmetric hysteretic curves. Both the initial stiffness and peak load-bearing capacity significantly increased with increasing <span><math><mrow><msub><mi>d</mi><mn>1</mn></msub></mrow></math></span> and <span><math><mrow><mi>t</mi></mrow></math></span>. While larger <span><math><mrow><mi>n</mi></mrow></math></span> improved total energy dissipation, its influence on the equivalent viscous damping ratio was minimal. The MKBD effectively limited the formation of plastic hinges within the damper while maintaining the elasticity of beam-column joints. This led to improved overall stiffness and ultimate load-bearing capacity of the retrofitted structure. Additionally, this study provided a design guideline for the free displacement <span><math><mrow><mo>Δ</mo><mi>ρ</mi></mrow></math></span> of the end plate to optimize the two-stage working mechanism. The MKBD that integrates prefabrication, replaceability, and staged energy dissipation characteristics provides an effective solution for seismic retrofitting and rapid post-earthquake restoration of steel structures.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 109997"},"PeriodicalIF":4.6,"publicationDate":"2025-12-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798420","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 : 2025-12-16DOI: 10.1016/j.soildyn.2025.110037
Ramon Alcala-Ochoa , Zheng Li , Panagiotis Kotronis , Giulio Sciarra
This study presents a plasticity-based macro-element (ME) for circular shallow foundations on rigid-inclusion (RI)-reinforced, layered soils subjected to seismic loading. The formulation includes: (i) an inclined interaction ellipse in the plane with closed-form sizing and tilt linked to RI descriptors ; (ii) elastic terms extracted from dynamic impedance functions sampled at the soil–structure interaction frequency; and (iii) a vertical hardening variable whose evolution included contributions from plastic horizontal displacement and rotation. A diagonal elastic matrix was adopted as a first-order approximation for shallow circular footings with small eccentricities. The model was validated against dynamic centrifuge tests on RI-reinforced ground: moment–rotation hysteresis and cyclic degradation were reproduced consistently, top-displacement histories were matched to a reasonable degree, and settlement trends were captured with a conservative response. The failure-envelope fit is limited to circular footings , , and . Within this domain, the ME offered an efficient tool for nonlinear soil–structure interaction analysis of RI-supported systems.
{"title":"A macro-element for circular shallow foundations on rigid inclusion-reinforced soil","authors":"Ramon Alcala-Ochoa , Zheng Li , Panagiotis Kotronis , Giulio Sciarra","doi":"10.1016/j.soildyn.2025.110037","DOIUrl":"10.1016/j.soildyn.2025.110037","url":null,"abstract":"<div><div>This study presents a plasticity-based macro-element (ME) for circular shallow foundations on rigid-inclusion (RI)-reinforced, layered soils subjected to seismic loading. The formulation includes: (i) an inclined interaction ellipse in the <span><math><mrow><mo>(</mo><mi>h</mi><mo>,</mo><mi>m</mi><mo>)</mo></mrow></math></span> plane with closed-form sizing and tilt <span><math><mrow><mo>(</mo><mi>a</mi><mo>,</mo><mi>b</mi><mo>,</mo><mi>ψ</mi><mo>)</mo></mrow></math></span> linked to RI descriptors <span><math><mrow><mo>(</mo><mi>α</mi><mo>,</mo><msub><mrow><mi>H</mi></mrow><mrow><mi>LTP</mi></mrow></msub><mo>,</mo><msub><mrow><mi>φ</mi></mrow><mrow><mi>LTP</mi></mrow></msub><mo>)</mo></mrow></math></span>; (ii) elastic terms extracted from dynamic impedance functions sampled at the soil–structure interaction frequency; and (iii) a vertical hardening variable <span><math><mi>γ</mi></math></span> whose evolution included contributions from plastic horizontal displacement and rotation. A diagonal elastic matrix was adopted as a first-order approximation for shallow circular footings with small eccentricities. The model was validated against dynamic centrifuge tests on RI-reinforced ground: moment–rotation hysteresis and cyclic degradation were reproduced consistently, top-displacement histories were matched to a reasonable degree, and settlement trends were captured with a conservative response. The failure-envelope fit is limited to circular footings <span><math><mrow><mi>α</mi><mo>∈</mo><mrow><mo>[</mo><mn>2</mn><mo>.</mo><mn>5</mn><mo>,</mo><mn>7</mn><mo>.</mo><mn>0</mn><mo>]</mo></mrow><mtext>%</mtext></mrow></math></span>, <span><math><mrow><msub><mrow><mi>H</mi></mrow><mrow><mi>LTP</mi></mrow></msub><mo>∈</mo><mrow><mo>[</mo><mn>0</mn><mo>.</mo><mn>5</mn><mo>,</mo><mn>1</mn><mo>.</mo><mn>0</mn><mo>]</mo></mrow><mspace></mspace><mi>m</mi></mrow></math></span>, and <span><math><mrow><msub><mrow><mi>φ</mi></mrow><mrow><mi>LTP</mi></mrow></msub><mo>∈</mo><mrow><mo>[</mo><mn>3</mn><msup><mrow><mn>0</mn></mrow><mrow><mo>∘</mo></mrow></msup><mo>,</mo><mn>4</mn><msup><mrow><mn>2</mn></mrow><mrow><mo>∘</mo></mrow></msup><mo>]</mo></mrow></mrow></math></span>. Within this domain, the ME offered an efficient tool for nonlinear soil–structure interaction analysis of RI-supported systems.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110037"},"PeriodicalIF":4.6,"publicationDate":"2025-12-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798421","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}
In recent years, the residual vertical load-carrying capacity (VLC) of damaged reinforced concrete (RC) columns after strong earthquakes has gained increasing attention. Reliable estimation of post-earthquake residual VLC is of significant importance for evaluating the seismic collapse safety and post-earthquake functionality of structures. To this end, this study focuses on the residual VLC of rectangular RC columns after earthquakes. Five rectangular RC columns were prepared with different shear-span ratios (3.0 and 2.5) and transverse bar spacings (75 mm and 100 mm). Quasi-static cyclic lateral tests were first conducted on the columns to induce flexure or flexure-shear damage of different levels; pushdown tests (vertical compression to failure) were then performed on the damaged columns to obtain their residual VLC. Test results revealed that the five laterally-damaged columns exhibited two typical failure modes under vertical loads: (1) sliding along inclined crack and (2) concrete crushing in compression zones. Additionally, based on the test results, a friction-compression model was developed to estimate the residual VLC of flexure- and flexure-shear-damaged rectangular RC columns. The proposed model was further validated through a comparison with existing experimental data from previous studies.
{"title":"Residual vertical load-carrying capacity of rectangular reinforced concrete columns after earthquakes: experimental investigation and empirical model","authors":"Xun Zhou , Jianzhong Li , Kangshuai Yin , Yongfu Huang","doi":"10.1016/j.soildyn.2025.110029","DOIUrl":"10.1016/j.soildyn.2025.110029","url":null,"abstract":"<div><div>In recent years, the residual vertical load-carrying capacity (VLC) of damaged reinforced concrete (RC) columns after strong earthquakes has gained increasing attention. Reliable estimation of post-earthquake residual VLC is of significant importance for evaluating the seismic collapse safety and post-earthquake functionality of structures. To this end, this study focuses on the residual VLC of rectangular RC columns after earthquakes. Five rectangular RC columns were prepared with different shear-span ratios (3.0 and 2.5) and transverse bar spacings (75 mm and 100 mm). Quasi-static cyclic lateral tests were first conducted on the columns to induce flexure or flexure-shear damage of different levels; pushdown tests (vertical compression to failure) were then performed on the damaged columns to obtain their residual VLC. Test results revealed that the five laterally-damaged columns exhibited two typical failure modes under vertical loads: (1) sliding along inclined crack and (2) concrete crushing in compression zones. Additionally, based on the test results, a friction-compression model was developed to estimate the residual VLC of flexure- and flexure-shear-damaged rectangular RC columns. The proposed model was further validated through a comparison with existing experimental data from previous studies.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"202 ","pages":"Article 110029"},"PeriodicalIF":4.6,"publicationDate":"2025-12-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145798422","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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