Computers and Geotechnics最新文献

英文中文

Interaction between piles and layered fractional viscoelastic soils considering groundwater level

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-31 DOI: 10.1016/j.compgeo.2025.107119

Zhi Yong Ai, He Wei Kuang, Zi Kun Ye, Qing Song Lu

Based on the time-varying solution of layered fractional viscoelastic soils considering groundwater level, the interaction between soils and piles is studied by a finite element–boundary element coupling method. The single pile is regarded as a one-dimensional compressible bar to establish its stiffness matrix equation by the finite element method. Then, the fundamental solutions of layered fractional viscoelastic soils considering groundwater level are used as kernel functions in the boundary element method. According to the displacement continuity condition on the pile-soil interface, the interaction between single pile and soils is solved. Furthermore, by incorporating the pile-pile interaction as well as the balance and coordination conditions of the rigid cap, the solution of the single pile is extended to the pile group. Finally, the correctness of the presented method and program is validated, and several examples are designed to explore the effects of groundwater level, soil properties, pile parameters, and soil stratification on the pile-soil interaction. The analysis results show that, as the groundwater level declines, the displacement of the pile at the initial moment increases, and the reaction forces of center and side piles increase. Moreover, the increase of fractional order can accelerate the rate of pile displacement, reduce the axial force on the upper pile body, and decrease the reaction force at the top of the center and side piles.

{"title":"Interaction between piles and layered fractional viscoelastic soils considering groundwater level","authors":"Zhi Yong Ai, He Wei Kuang, Zi Kun Ye, Qing Song Lu","doi":"10.1016/j.compgeo.2025.107119","DOIUrl":"10.1016/j.compgeo.2025.107119","url":null,"abstract":"<div><div>Based on the time-varying solution of layered fractional viscoelastic soils considering groundwater level, the interaction between soils and piles is studied by a finite element–boundary element coupling method. The single pile is regarded as a one-dimensional compressible bar to establish its stiffness matrix equation by the finite element method. Then, the fundamental solutions of layered fractional viscoelastic soils considering groundwater level are used as kernel functions in the boundary element method. According to the displacement continuity condition on the pile-soil interface, the interaction between single pile and soils is solved. Furthermore, by incorporating the pile-pile interaction as well as the balance and coordination conditions of the rigid cap, the solution of the single pile is extended to the pile group. Finally, the correctness of the presented method and program is validated, and several examples are designed to explore the effects of groundwater level, soil properties, pile parameters, and soil stratification on the pile-soil interaction. The analysis results show that, as the groundwater level declines, the displacement of the pile at the initial moment increases, and the reaction forces of center and side piles increase. Moreover, the increase of fractional order can accelerate the rate of pile displacement, reduce the axial force on the upper pile body, and decrease the reaction force at the top of the center and side piles.</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107119"},"PeriodicalIF":5.3,"publicationDate":"2025-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143171744","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Wave propagation in an ocean site considering fractional viscoelastic constitution of porous seabed

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-31 DOI: 10.1016/j.compgeo.2025.107098

Sen Zheng , Weihua Li , Yexin Wan , Zhe Yang , Sainan Zhu

Wave propagation in an ocean site is an essential research topic in various scientific fields, such as offshore geotechnical engineering, ocean seismology, and underwater acoustics. Previous studies have considered the seabed soil as elastic or poroelastic, ignoring the viscoelastic characteristics of its solid skeleton. Based on the fractional-derivative viscoelastic theory and the modified Biot theory, considering the flow-independent viscosity related to solid skeleton, this paper proposes a generalized viscoelastic wave equation for a fluid-saturated porous medium. The equation has a flexible mathematical form to describe soil rheological properties more accurately through fractional order. On this basis, the total wave field equation of an ocean site, modeled as the fluid–poroviscoelastic–solid media, is established. Then an analytical solution for wave propagation in an ocean site subjected to obliquely incident P and SV waves is obtained, and its degeneration and extension are studied. The proposed method is comprehensively validated through experiment, analytical, and numerical methods. Finally, a parameter analysis is performed to investigate the effects of water depth, seabed properties (including viscoelastic parameters, fractional order and permeability), and incident angle on the seismic response of a poroviscoelastic seabed.

{"title":"Wave propagation in an ocean site considering fractional viscoelastic constitution of porous seabed","authors":"Sen Zheng , Weihua Li , Yexin Wan , Zhe Yang , Sainan Zhu","doi":"10.1016/j.compgeo.2025.107098","DOIUrl":"10.1016/j.compgeo.2025.107098","url":null,"abstract":"<div><div>Wave propagation in an ocean site is an essential research topic in various scientific fields, such as offshore geotechnical engineering, ocean seismology, and underwater acoustics. Previous studies have considered the seabed soil as elastic or poroelastic, ignoring the viscoelastic characteristics of its solid skeleton. Based on the fractional-derivative viscoelastic theory and the modified Biot theory, considering the flow-independent viscosity related to solid skeleton, this paper proposes a generalized viscoelastic wave equation for a fluid-saturated porous medium. The equation has a flexible mathematical form to describe soil rheological properties more accurately through fractional order. On this basis, the total wave field equation of an ocean site, modeled as the fluid–poroviscoelastic–solid media, is established. Then an analytical solution for wave propagation in an ocean site subjected to obliquely incident P and SV waves is obtained, and its degeneration and extension are studied. The proposed method is comprehensively validated through experiment, analytical, and numerical methods. Finally, a parameter analysis is performed to investigate the effects of water depth, seabed properties (including viscoelastic parameters, fractional order and permeability), and incident angle on the seismic response of a poroviscoelastic seabed.</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107098"},"PeriodicalIF":5.3,"publicationDate":"2025-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143172643","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Developing a digital twin for dam safety management

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-31 DOI: 10.1016/j.compgeo.2025.107120

Shao-Lin Ding , Jia-Jun Pan , Yanli Wang , Han Xu , Dian-Qing Li , Xin Liu

A dynamic, reliable, and even automatic evaluation of dam performance (e.g., deformation) is essential for safety management of earth and rockfill dams. The digital twin has emerged as a promising tool for smart dam safety management. Many countries have launched projects to develop digital twins of dams, which represent a living model that can continuously learn from monitoring data from the physical counterpart and produce a complete and timely description of the dam’s performance. A practical framework is proposed in this study to develop digital twin of an earth or rockfill dam for predicting its mechanical responses. The proposed framework utilizes both a physics-based dam model and monitoring data to enhance the model’s performance through Bayesian updating. It is illustrated by an operational digital twin project, i.e., the Danjiangkou Digital Twin Project for developing the digital twin of the core-wall rockfill dam at the right bank. The proposed method enables three novel features for dam safety management, namely, real-time simulation, future forecast, and scenario projection of dam performance. The results showed the updated dam model predicted the dam crest settlements accurately with an RMSE as small as 4.20 mm, verifying the effectiveness of the proposed framework.

{"title":"Developing a digital twin for dam safety management","authors":"Shao-Lin Ding , Jia-Jun Pan , Yanli Wang , Han Xu , Dian-Qing Li , Xin Liu","doi":"10.1016/j.compgeo.2025.107120","DOIUrl":"10.1016/j.compgeo.2025.107120","url":null,"abstract":"<div><div>A dynamic, reliable, and even automatic evaluation of dam performance (e.g., deformation) is essential for safety management of earth and rockfill dams. The digital twin has emerged as a promising tool for smart dam safety management. Many countries have launched projects to develop digital twins of dams, which represent a living model that can continuously learn from monitoring data from the physical counterpart and produce a complete and timely description of the dam’s performance. A practical framework is proposed in this study to develop digital twin of an earth or rockfill dam for predicting its mechanical responses. The proposed framework utilizes both a physics-based dam model and monitoring data to enhance the model’s performance through Bayesian updating. It is illustrated by an operational digital twin project, i.e., the Danjiangkou Digital Twin Project for developing the digital twin of the core-wall rockfill dam at the right bank. The proposed method enables three novel features for dam safety management, namely, real-time simulation, future forecast, and scenario projection of dam performance. The results showed the updated dam model predicted the dam crest settlements accurately with an RMSE as small as 4.20 mm, verifying the effectiveness of the proposed framework.</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107120"},"PeriodicalIF":5.3,"publicationDate":"2025-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143104944","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

A dynamic p-y + M-θ model for monopile in soft clay considering failure mechanism under combined actions of wind and earthquake

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-31 DOI: 10.1016/j.compgeo.2025.107074

Lilin Wang , Shaoyang Wang , Lizhong Wang , Yi Hong

The increasing turbine sizes have necessitated monopile in soft clay to have larger diameter and rigidity, from early design of flexible piles to recent semi-rigid piles, with a future outlook on rigid piles. Existing failure mechanism-based soil-pile interaction model, i.e. p-y + M-θ model, is specifically developed for monopiles under lateral wind loading in non-seismic areas. To date, there is still a lack of failure mechanism-based p-y + M-θ model considering the combined actions of wind loading and seismic loading that is transmitted upward from the pile toe. This study aims to (a) reveal the failure mechanisms of monopile with varying rigidity under combined wind and seismic loading, and (b) to develop a dynamic p-y + M-θ model in accordance with these mechanisms. The first objective is achieved through a series of 3D finite element analyses well-calibrated by centrifuge model tests, which reveal a new mechanism (i.e., translation-shear failure) introduced by seismic loading, as an addition to the three-zone failure mechanism typically observed for a pile solely under wind loading. A dynamic p-y + M-θ model is then developed in light of these failure mechanisms associated with both wind and seismic loadings, with hysteretic damping and frequency-dependent radiation damping specifically introduced to enable dynamic analyses. The new model is validated against numerical analyses on piles subjected to seismic and wind loadings. Compared to the authors’ original p-y + M-θ model, the newly proposed model can better describe dynamic soil-pile interaction in seismically active areas, as it poses two additional simulation capabilities: (a) amplified lateral pile displacement due to the translation-shear failure caused by the seismic movement of whole pile embedment; (b) suppressed structural response due to the radiation damping aroused from the high-frequency seismic movement.

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引用次数: 0

Excavation damage mechanism of deep buried layered fractured rock mass based on three-dimensional bonded block damage model

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-30 DOI: 10.1016/j.compgeo.2025.107101

Zhenkun Xie , Shili Qiu , Shaojun Li , Quan Jiang , Dingping Xu , Minzong Zheng

Under complex mineralization, the geological environment of deep mining projects is often accompanied by fractured rock masses. The existence of structural planes and cracks control the mechanical behavior of fractured rock masses. To describe the mechanical response mechanism of deep buried fractured rock mass, a three-dimensional bonded block damage constitutive model (BBDM) is proposed in this paper. Based on the damage characteristics of rock mass, the model will degrade the tensile strength, cohesion, dilation angle, normal and shear stiffness parameters of the joint based on the fracture energy value when the joint is in tension and shear yield state, and make the model eventually degenerate into a pure friction Mohr-Coulomb model under zero cohesion. Meanwhile, taking a deep buried roadway excavation project as the research background, the 610 m main slope excavation process is simulated by using the BBDM. Combined with the field test results, the stress, displacement and joint damage law of the surrounding rock excavation process are analyzed. The results show that in the closer position to the side wall, the potential interlayer fracture damage is larger, and the damage mechanism is mainly tensile damage. With the increase of the distance from the side wall, the damage degree gradually decreases, and the damage mechanism becomes mainly compressive shear damage, and eventually transitions to the state of no damage to the cracks. The research results reveal the damage process and failure mechanism of interlayer fracture in fractured rock bodies, which deepens the understanding of the mechanical response of deeply buried fractured rock masses and is significant for ensuring the stability of surrounding rocks and the safe and efficient production of the mining area.

{"title":"Excavation damage mechanism of deep buried layered fractured rock mass based on three-dimensional bonded block damage model","authors":"Zhenkun Xie , Shili Qiu , Shaojun Li , Quan Jiang , Dingping Xu , Minzong Zheng","doi":"10.1016/j.compgeo.2025.107101","DOIUrl":"10.1016/j.compgeo.2025.107101","url":null,"abstract":"<div><div>Under complex mineralization, the geological environment of deep mining projects is often accompanied by fractured rock masses. The existence of structural planes and cracks control the mechanical behavior of fractured rock masses. To describe the mechanical response mechanism of deep buried fractured rock mass, a three-dimensional bonded block damage constitutive model (BBDM) is proposed in this paper. Based on the damage characteristics of rock mass, the model will degrade the tensile strength, cohesion, dilation angle, normal and shear stiffness parameters of the joint based on the fracture energy value when the joint is in tension and shear yield state, and make the model eventually degenerate into a pure friction Mohr-Coulomb model under zero cohesion. Meanwhile, taking a deep buried roadway excavation project as the research background, the 610 m main slope excavation process is simulated by using the BBDM. Combined with the field test results, the stress, displacement and joint damage law of the surrounding rock excavation process are analyzed. The results show that in the closer position to the side wall, the potential interlayer fracture damage is larger, and the damage mechanism is mainly tensile damage. With the increase of the distance from the side wall, the damage degree gradually decreases, and the damage mechanism becomes mainly compressive shear damage, and eventually transitions to the state of no damage to the cracks. The research results reveal the damage process and failure mechanism of interlayer fracture in fractured rock bodies, which deepens the understanding of the mechanical response of deeply buried fractured rock masses and is significant for ensuring the stability of surrounding rocks and the safe and efficient production of the mining area.</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107101"},"PeriodicalIF":5.3,"publicationDate":"2025-01-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143172652","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Novel semi-analytical model for the transient response of laterally loaded pile considering geometric nonlinear behaviors

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-30 DOI: 10.1016/j.compgeo.2025.107112

Zhaowei Ding , Wang Wu , Chunyu Song , Lingsen Zhao , Shengli Chen

This paper presents a semi-analytical model based on the radiant stress theory for analyzing the transient response of pile foundations under impulse loading. Geometric nonlinear behaviors at the pile-soil interface, including the sliding and debonding, are properly considered through the introduction and implementation of the mixed boundary conditions. Laplace transform and Durbin inversion algorithm are employed to calculate the transient response of the laterally loaded pile in the time domain. An iterative strategy is proposed to determine the depth range of geometric nonlinearity. Comparison with the results from finite element method confirms the reliability of the semi-analytical model and demonstrates the significance of incorporating the geometric nonlinearity. Neglecting such nonlinear behaviors can lead to an underestimated pile displacement amplitude and a significantly overrated radiation damping, thereby eliminating the rebound phase and potentially resulting in an overdamped response. Furthermore, extensive parametric analyses are conducted to investigate the influences of modulus ratio, impulse duration, and pile slenderness ratio on the transient response of pile. The numerical results show that neglecting geometric nonlinearity tends to diminish the influences of modulus ratio, while high-frequency impulse loading leads to amplified rebound and re-impact phenomena. The semi-analytical model may serve as an efficient and accurate tool for analyzing and optimizing pile foundation design, offering a practical alternative to computationally more intensive numerical methods.

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引用次数: 0

Numerical investigation on the landslide dam formation in landslide-river interaction

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-29 DOI: 10.1016/j.compgeo.2025.107118

H.Y. Luo , P. Shen , L.M. Zhang , J. He

Landslides occur in valleys always interact with the rivers. The sliding materials are likely to deposit in the river and form a landslide dam that impedes the river water flow, threatening human lives and properties both upstream and downstream. It is thus essential to investigate the formation mechanisms of landslide dams during landslide-river interaction. In this study, a multi-phase depth-averaged model is adopted to systematically explore the key factors that influence landslide dam formation, including the landslide volume, river discharge, landslide discharge, initial solid concentration and internal friction angle of landslide material. It is found that the landslide volume is always the key on landslide dam formation. The river water plays a critical role on retarding the inertia dynamic of landslide and accelerating the deposition process. One interesting finding is that the river blockage condition is insensitive to both the river and landslide discharge rates while the river flow depth is a more direct factor that controls river blockage. The two material properties on landslide dam formation (i.e., the initial solid concentration and internal friction angle) are represented by the enhanced flow mobility. After a landslide dam forms, the lasting impact of river water leads to the evolution of landslide deposit in the river. The kinetic energy ratio of landslide deposit to river water is linearly correlated with the solid concentration of deposit. The in-depth study on landslide formation mechanisms provides a solid basis for the evaluation of landslide hazard chain and risk mitigation.

{"title":"Numerical investigation on the landslide dam formation in landslide-river interaction","authors":"H.Y. Luo , P. Shen , L.M. Zhang , J. He","doi":"10.1016/j.compgeo.2025.107118","DOIUrl":"10.1016/j.compgeo.2025.107118","url":null,"abstract":"<div><div>Landslides occur in valleys always interact with the rivers. The sliding materials are likely to deposit in the river and form a landslide dam that impedes the river water flow, threatening human lives and properties both upstream and downstream. It is thus essential to investigate the formation mechanisms of landslide dams during landslide-river interaction. In this study, a multi-phase depth-averaged model is adopted to systematically explore the key factors that influence landslide dam formation, including the landslide volume, river discharge, landslide discharge, initial solid concentration and internal friction angle of landslide material. It is found that the landslide volume is always the key on landslide dam formation. The river water plays a critical role on retarding the inertia dynamic of landslide and accelerating the deposition process. One interesting finding is that the river blockage condition is insensitive to both the river and landslide discharge rates while the river flow depth is a more direct factor that controls river blockage. The two material properties on landslide dam formation (i.e., the initial solid concentration and internal friction angle) are represented by the enhanced flow mobility. After a landslide dam forms, the lasting impact of river water leads to the evolution of landslide deposit in the river. The kinetic energy ratio of landslide deposit to river water is linearly correlated with the solid concentration of deposit. The in-depth study on landslide formation mechanisms provides a solid basis for the evaluation of landslide hazard chain and risk mitigation.</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107118"},"PeriodicalIF":5.3,"publicationDate":"2025-01-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143104972","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Undrained cyclic and post-cyclic shear behaviour of sand with varying liquefaction degrees: insights from DEM

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-29 DOI: 10.1016/j.compgeo.2025.107116

Zhiyong Liu , Xinran Chen , Bo Liu , Jianfeng Xue

The stability of geotechnical structures after an earthquake is primarily determined by the residual strength of surrounding soils that have not fully liquefied. This research employs the discrete element method (DEM) to study the undrained post-cyclic shear behaviour of sand under triaxial conditions, focusing on the effect of varying degrees of liquefaction (LD) simulated by subjecting the samples to different lengths of cyclic loading. Different types of cyclic loading, i.e. symmetric (fully reversal), partially reversal, and non-reversal ones, as well as the effect of sample density, have been considered. The results indicate that the samples under fully or partially reversal cyclic loading eventually liquefied, displaying a cyclic mobility failure mode. In contrast, samples under non-reversal cyclic loading develop plastic strain accumulation (PSA) failure without liquefaction. The post-cyclic shear stiffness of the samples is affected by both LD and the type of cyclic loading. For samples under reversal cyclic loading, the post-cyclic shear stiffness decreases as LD increases. Notably, the liquefied samples (LD = 1) initially exhibit near-zero stiffness during post-liquefaction shear until highly anisotropic force chains are formed along the loading direction, with their buckling leading to stiffness recovery. The length of the low-stiffness stage is influenced by the static shear stress and the relative density of the sample, which determines the rate of anisotropy accumulation during cyclic loading. The onset and completion of stiffness recovery are marked by a peak in anisotropy and an abrupt increase in effective anisotropy, respectively. For samples under non-reversal cyclic loading, the post-cyclic shear stiffness initially decreases with the increase in LD but increases at higher LDs due to the significant anisotropy developed during the cyclic loading stage.

{"title":"Undrained cyclic and post-cyclic shear behaviour of sand with varying liquefaction degrees: insights from DEM","authors":"Zhiyong Liu , Xinran Chen , Bo Liu , Jianfeng Xue","doi":"10.1016/j.compgeo.2025.107116","DOIUrl":"10.1016/j.compgeo.2025.107116","url":null,"abstract":"<div><div>The stability of geotechnical structures after an earthquake is primarily determined by the residual strength of surrounding soils that have not fully liquefied. This research employs the discrete element method (DEM) to study the undrained post-cyclic shear behaviour of sand under triaxial conditions, focusing on the effect of varying degrees of liquefaction (LD) simulated by subjecting the samples to different lengths of cyclic loading. Different types of cyclic loading, i.e. symmetric (fully reversal), partially reversal, and non-reversal ones, as well as the effect of sample density, have been considered. The results indicate that the samples under fully or partially reversal cyclic loading eventually liquefied, displaying a cyclic mobility failure mode. In contrast, samples under non-reversal cyclic loading develop plastic strain accumulation (PSA) failure without liquefaction. The post-cyclic shear stiffness of the samples is affected by both LD and the type of cyclic loading. For samples under reversal cyclic loading, the post-cyclic shear stiffness decreases as LD increases. Notably, the liquefied samples (LD = 1) initially exhibit near-zero stiffness during post-liquefaction shear until highly anisotropic force chains are formed along the loading direction, with their buckling leading to stiffness recovery. The length of the low-stiffness stage is influenced by the static shear stress and the relative density of the sample, which determines the rate of anisotropy accumulation during cyclic loading. The onset and completion of stiffness recovery are marked by a peak in anisotropy and an abrupt increase in effective anisotropy, respectively. For samples under non-reversal cyclic loading, the post-cyclic shear stiffness initially decreases with the increase in LD but increases at higher LDs due to the significant anisotropy developed during the cyclic loading stage.</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107116"},"PeriodicalIF":5.3,"publicationDate":"2025-01-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143172644","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

A novel depth-averaged model of landslide over erodible bed using (b, s) coordinates

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-28 DOI: 10.1016/j.compgeo.2025.107105

Van Khoi Pham , Changhoon Lee , Van Nghi Vu

A novel model of landslides over erodible beds is developed using the nonlinear shallow water equations (NSWE). In the model, the

(b, s)

coordinates, which follow the global coordinate with the z-axis vertically, are used and the debris surface from the reference line (s) is used as a variable rather than the conventional debris depth in terms of conveniences. The erodible beds are employed in the model by including the erosion rate in the bottom boundary condition. A hybrid finite volume-finite difference scheme is applied to discretize the set of governing equations. The present simulations are compared with experimental data and other numerical simulations to figure out the advantage of this model. Finally, the two case studies of Sindonga and Raemian landslides at Umyeon mountain in the year 2011 are simulated for real applications.

引用次数: 0

An improved CFD-DEM coupling method for simulating the steady seepage-induced behaviors of soil-rock mixture slopes

IF 5.3 1区工程技术 Q1 COMPUTER SCIENCE, INTERDISCIPLINARY APPLICATIONS

Computers and Geotechnics

Pub Date : 2025-01-27 DOI: 10.1016/j.compgeo.2025.107069

Lei Xing , Wenping Gong , Jinsong Huang , Hongbo Zhang , Baoyin Xing , Lei Wang

Modeling the seepage-induced progressive failure of soil-rock mixture (SRM) slopes is challenging because of the large deformation and the complexity of stress-seepage coupling. To address these challenges, this study presents a numerical approach for modeling the seepage-induced progressive failure of SRM slopes, where rock blocks within slopes and the effect of cracks on seepage behavior during slope failure are explicitly considered and modeled. Within the proposed method, the traditional unresolved computational fluid dynamics-discrete element method (CFD-DEM) coupling method is first improved by introducing the unstructured mesh and hydraulic boundary condition to model the seepage-induced progressive failure of SRM slopes. The seepage behavior within SRM slopes is modeled with a CFD solver based on finite volume methods, while the particle motion under these interaction forces is simulated with a DEM solver. Note that fluid-particle interaction forces are calculated with empirical equations in the improved CFD-DEM coupling method. CFD-DEM coupling is achieved by exchanging data between the two solvers at each timestep. The proposed numerical method’s effectiveness is illustrated through two seepage problems (within an SRM sample and an SRM slope) and three model tests with different rock contents (in terms of 10%, 20%, and 30%).

{"title":"An improved CFD-DEM coupling method for simulating the steady seepage-induced behaviors of soil-rock mixture slopes","authors":"Lei Xing , Wenping Gong , Jinsong Huang , Hongbo Zhang , Baoyin Xing , Lei Wang","doi":"10.1016/j.compgeo.2025.107069","DOIUrl":"10.1016/j.compgeo.2025.107069","url":null,"abstract":"<div><div>Modeling the seepage-induced progressive failure of soil-rock mixture (SRM) slopes is challenging because of the large deformation and the complexity of stress-seepage coupling. To address these challenges, this study presents a numerical approach for modeling the seepage-induced progressive failure of SRM slopes, where rock blocks within slopes and the effect of cracks on seepage behavior during slope failure are explicitly considered and modeled. Within the proposed method, the traditional unresolved computational fluid dynamics-discrete element method (CFD-DEM) coupling method is first improved by introducing the unstructured mesh and hydraulic boundary condition to model the seepage-induced progressive failure of SRM slopes. The seepage behavior within SRM slopes is modeled with a CFD solver based on finite volume methods, while the particle motion under these interaction forces is simulated with a DEM solver. Note that fluid-particle interaction forces are calculated with empirical equations in the improved CFD-DEM coupling method. CFD-DEM coupling is achieved by exchanging data between the two solvers at each timestep. The proposed numerical method’s effectiveness is illustrated through two seepage problems (within an SRM sample and an SRM slope) and three model tests with different rock contents (in terms of 10%, 20%, and 30%).</div></div>","PeriodicalId":55217,"journal":{"name":"Computers and Geotechnics","volume":"180 ","pages":"Article 107069"},"PeriodicalIF":5.3,"publicationDate":"2025-01-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143104973","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

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