Electro‐osmotic consolidation was effective to remove water from soft soil with low hydraulic conductivity. However, the design of its field application has traditionally hinged on the empirical knowledge of engineers. To address this, a series of numerical simulations were used to investigate the optimum parameters of electro‐osmotic consolidation field application, including electrode spacings, applied voltages, and the utilization of intermittent current. The results indicated that reducing the spacing between electrodes accelerated the consolidation process but would induce a notable increase in material costs. Increasing the voltage gradient was a more effective strategy for increasing surface settlement compared to merely increasing electrode density. And the application of intermittent current could increase the total discharged water significantly. This study could provide a scientific reference for the field application of electro‐osmotic consolidation.
{"title":"Numerical Evaluation of Electrode Spacing, Applied Voltage, and Intermittent Current on the Field Application of Electro‐Osmotic Consolidation","authors":"Chao Guo, Xiaorong Xu, Wei Miao, Lin Zhang","doi":"10.1002/nag.70131","DOIUrl":"https://doi.org/10.1002/nag.70131","url":null,"abstract":"Electro‐osmotic consolidation was effective to remove water from soft soil with low hydraulic conductivity. However, the design of its field application has traditionally hinged on the empirical knowledge of engineers. To address this, a series of numerical simulations were used to investigate the optimum parameters of electro‐osmotic consolidation field application, including electrode spacings, applied voltages, and the utilization of intermittent current. The results indicated that reducing the spacing between electrodes accelerated the consolidation process but would induce a notable increase in material costs. Increasing the voltage gradient was a more effective strategy for increasing surface settlement compared to merely increasing electrode density. And the application of intermittent current could increase the total discharged water significantly. This study could provide a scientific reference for the field application of electro‐osmotic consolidation.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"19 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145535699","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}
Yang Xue, Tao Wen, Jingze Li, Fasheng Miao, Yankun Wang
Soil‐rock mixtures (SRMs) are commonly encountered as anisotropic and heterogeneous materials in geotechnical engineering. Rationally assessing the effects caused by the distribution and shape of rock blocks is essential for determining the mechanical properties of geomaterials and the stability of engineering structures. However, previous studies on the characterization of SRMs mainly rely on deterministic methods, which are often limited by inherent uncertainties related to the morphological features and spatial distribution of rock blocks. This study proposes a novel integrated probabilistic framework to address this challenge and detailed steps for implementing the stochastic modeling of SRMs. Using vector images collected from field and laboratory investigations, the automatic recognition of the morphological characteristics of rock blocks is developed to create geometric models. The SRMs are then randomly generated based on these geometric models and incorporated into stochastic finite element analysis. A triaxial shear test and a slope stability analysis example are employed to demonstrate the capability of batch automation for numerical modeling and post‐processing of analysis results. The results show that the proposed framework performs reasonably well in capturing the stochastic characteristics of SRMs. Additionally, the morphological parameters and spatial distribution of the rock blocks significantly influence the shear strength of the triaxial shear specimens and the safety factor of slopes.
{"title":"Numerical Implementation and Probabilistic Analysis of Soil‐Rock Mixtures: Stochastic Geometric Models for Triaxial Shear and Slope Stability","authors":"Yang Xue, Tao Wen, Jingze Li, Fasheng Miao, Yankun Wang","doi":"10.1002/nag.70151","DOIUrl":"https://doi.org/10.1002/nag.70151","url":null,"abstract":"Soil‐rock mixtures (SRMs) are commonly encountered as anisotropic and heterogeneous materials in geotechnical engineering. Rationally assessing the effects caused by the distribution and shape of rock blocks is essential for determining the mechanical properties of geomaterials and the stability of engineering structures. However, previous studies on the characterization of SRMs mainly rely on deterministic methods, which are often limited by inherent uncertainties related to the morphological features and spatial distribution of rock blocks. This study proposes a novel integrated probabilistic framework to address this challenge and detailed steps for implementing the stochastic modeling of SRMs. Using vector images collected from field and laboratory investigations, the automatic recognition of the morphological characteristics of rock blocks is developed to create geometric models. The SRMs are then randomly generated based on these geometric models and incorporated into stochastic finite element analysis. A triaxial shear test and a slope stability analysis example are employed to demonstrate the capability of batch automation for numerical modeling and post‐processing of analysis results. The results show that the proposed framework performs reasonably well in capturing the stochastic characteristics of SRMs. Additionally, the morphological parameters and spatial distribution of the rock blocks significantly influence the shear strength of the triaxial shear specimens and the safety factor of slopes.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"39 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145532085","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}
Jiasen Liang, Xueming Du, Lei Wang, Xiaohua Zhao, Bin Li, Kejie Zhai, Shanyong Wang
In grouting engineering, constant flow and constant pressure modes are widely used, yet existing models struggle to accurately describe grout diffusion, especially with spatiotemporal viscosity variations. To address this, diffusion models for grout under both modes were derived using Newton's fluid mechanics principles and the rheological properties of rapid‐setting slurry. These models were developed through force balance analysis of micro‐elements, mathematical integration, and numerical solutions. The study examines diffusion radius, velocity, and pressure distribution in micro‐fractures, analyzing scenarios with and without viscosity variations. It evaluates the impacts of flow rate, pressure, viscosity, and fracture geometry on diffusion behavior. A three‐dimensional numerical grouting model, employing the two‐phase flow level set method, was developed to simulate the diffusion process, validating the derived models’ reliability. The effects of grouting time, fracture size, flow rate, and pressure on diffusion characteristics were systematically analyzed. A quantitative comparison of constant pressure and constant flow modes was conducted to guide mode selection in grouting engineering. Key findings include: (1) In constant‐flow mode, viscosity changes cause non‐linear pressure decreases as the diffusion radius grows, requiring higher pressures for sustained flow, impacting equipment costs during extended grouting. (2) In constant‐pressure mode, viscosity increases flow resistance, slowing expansion, with radius and velocity stabilizing over time. (3) Constant flow ensures stable diffusion for precise control, while constant pressure enables faster diffusion with significant pressure fluctuations, ideal for rapid filling. This study provides critical insights for optimizing grouting operations and enhancing efficiency in complex geological conditions.
{"title":"Diffusion Model of Rapid‐Setting Slurry in Micro‐Fractures Considering Spatiotemporal Viscosity Variation Characteristics: Constant Flow and Constant Pressure Grouting Models","authors":"Jiasen Liang, Xueming Du, Lei Wang, Xiaohua Zhao, Bin Li, Kejie Zhai, Shanyong Wang","doi":"10.1002/nag.70144","DOIUrl":"https://doi.org/10.1002/nag.70144","url":null,"abstract":"In grouting engineering, constant flow and constant pressure modes are widely used, yet existing models struggle to accurately describe grout diffusion, especially with spatiotemporal viscosity variations. To address this, diffusion models for grout under both modes were derived using Newton's fluid mechanics principles and the rheological properties of rapid‐setting slurry. These models were developed through force balance analysis of micro‐elements, mathematical integration, and numerical solutions. The study examines diffusion radius, velocity, and pressure distribution in micro‐fractures, analyzing scenarios with and without viscosity variations. It evaluates the impacts of flow rate, pressure, viscosity, and fracture geometry on diffusion behavior. A three‐dimensional numerical grouting model, employing the two‐phase flow level set method, was developed to simulate the diffusion process, validating the derived models’ reliability. The effects of grouting time, fracture size, flow rate, and pressure on diffusion characteristics were systematically analyzed. A quantitative comparison of constant pressure and constant flow modes was conducted to guide mode selection in grouting engineering. Key findings include: (1) In constant‐flow mode, viscosity changes cause non‐linear pressure decreases as the diffusion radius grows, requiring higher pressures for sustained flow, impacting equipment costs during extended grouting. (2) In constant‐pressure mode, viscosity increases flow resistance, slowing expansion, with radius and velocity stabilizing over time. (3) Constant flow ensures stable diffusion for precise control, while constant pressure enables faster diffusion with significant pressure fluctuations, ideal for rapid filling. This study provides critical insights for optimizing grouting operations and enhancing efficiency in complex geological conditions.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"1 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145532113","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 coupled fluid–particle modeling and study of microscopic failure mechanisms for engineering projects with complex boundary conditions present significant challenges. A three‐dimensional numerical model for foundation pits considering fluid–particle coupling was successfully established by partitioning the fluid domain for excavation into several subdomains to individually construct computational grids and then assembling them into the actual fluid domain. The macroscopic and microscopic characteristics of seepage failure in excavations under two scenarios with and without displacement of retaining structure were studied, and the critical hydraulic gradient of seepage failure and the earth pressures on the inside and outside of the retaining structure were compared with the theoretical values. The results show that whether or not the retaining structure was allowed to displace, the seepage failure in foundation pits could be divided into four stages: internal erosion stage, upward erosion stage, reverse erosion stage, and shear failure stage. As the hydraulic gradient increased, when the displacement of retaining structure was allowed, the ground surface settlement outside the pit would first occur, followed by the uplift at the pit base, whereas the reverse would occur when the retaining structure was not allowed to displace. This study not only proposes an innovative method for establishing a fluid–particle coupled model for foundation pits but also reveals the microscopic mechanism of seepage failure in foundation pits, providing a reference for the establishment of three‐dimensional fluid–particle models for other projects and the prevention and control of seepage instability in foundation pits.
{"title":"Discrete Element Method–Computational Fluid Dynamics Modeling and Microscopic Failure Mechanism Study of Engineering with Complex Boundary Conditions: A Case Study of a Foundation Pit Project","authors":"Yuqi Li, Yue Yu, Liangchen Xu, Zhichao Xu, Yiwei Ding, Danda Shi","doi":"10.1002/nag.70157","DOIUrl":"https://doi.org/10.1002/nag.70157","url":null,"abstract":"The coupled fluid–particle modeling and study of microscopic failure mechanisms for engineering projects with complex boundary conditions present significant challenges. A three‐dimensional numerical model for foundation pits considering fluid–particle coupling was successfully established by partitioning the fluid domain for excavation into several subdomains to individually construct computational grids and then assembling them into the actual fluid domain. The macroscopic and microscopic characteristics of seepage failure in excavations under two scenarios with and without displacement of retaining structure were studied, and the critical hydraulic gradient of seepage failure and the earth pressures on the inside and outside of the retaining structure were compared with the theoretical values. The results show that whether or not the retaining structure was allowed to displace, the seepage failure in foundation pits could be divided into four stages: internal erosion stage, upward erosion stage, reverse erosion stage, and shear failure stage. As the hydraulic gradient increased, when the displacement of retaining structure was allowed, the ground surface settlement outside the pit would first occur, followed by the uplift at the pit base, whereas the reverse would occur when the retaining structure was not allowed to displace. This study not only proposes an innovative method for establishing a fluid–particle coupled model for foundation pits but also reveals the microscopic mechanism of seepage failure in foundation pits, providing a reference for the establishment of three‐dimensional fluid–particle models for other projects and the prevention and control of seepage instability in foundation pits.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"375 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145532111","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 Richardson–Richards equation serves as a fundamental model for understanding water movement in soil. The water retention curve (WRC) and the Hydraulic Conductivity Function (HCF) are key equations involved in defining the Richardson–Richards equation. The intrinsic nonlinearity of the Richardson–Richards equation presents major challenges in modeling soil–water processes, including the estimation of variables governed by WRCs and HCFs, especially under nonlinear and complex boundary conditions. To address this challenge, this paper innovatively proposes a physics–informed neural network (PINN) architecture for solving the Richardson–Richards equation, based on the concept of progressive training and trainable weights. Experimental results indicate that the proposed PINN architecture can effectively capture the highly nonlinear relationships WRC and HCF for the whole suction range. The proposed approach achieves high prediction accuracy for key soil–water variables, with R 2 consistently exceeding 0.88, and maintains good prediction accuracy even under significant environmental changes, demonstrating excellent generalization capabilities. This work provides a robust and adaptable framework for modeling soil moisture dynamics across a wide range of complex environmental and physical scenarios.
{"title":"Evaluating Water Retention and Hydraulic Conductivity Properties Based on the Richardson–Richards Equation Using Progressive Training and Trainable Weights","authors":"Siyao Yang, Kun Lin, Annan Zhou","doi":"10.1002/nag.70147","DOIUrl":"https://doi.org/10.1002/nag.70147","url":null,"abstract":"The Richardson–Richards equation serves as a fundamental model for understanding water movement in soil. The water retention curve (WRC) and the Hydraulic Conductivity Function (HCF) are key equations involved in defining the Richardson–Richards equation. The intrinsic nonlinearity of the Richardson–Richards equation presents major challenges in modeling soil–water processes, including the estimation of variables governed by WRCs and HCFs, especially under nonlinear and complex boundary conditions. To address this challenge, this paper innovatively proposes a physics–informed neural network (PINN) architecture for solving the Richardson–Richards equation, based on the concept of progressive training and trainable weights. Experimental results indicate that the proposed PINN architecture can effectively capture the highly nonlinear relationships WRC and HCF for the whole suction range. The proposed approach achieves high prediction accuracy for key soil–water variables, with R <jats:sup>2</jats:sup> consistently exceeding 0.88, and maintains good prediction accuracy even under significant environmental changes, demonstrating excellent generalization capabilities. This work provides a robust and adaptable framework for modeling soil moisture dynamics across a wide range of complex environmental and physical scenarios.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"1 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145532083","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 many poroelasticity applications, pressure effects are confined to a small region, making it inefficient and possibly unnecessary to solve the full system across the entire domain. Instead, we propose to solve the poroelasticity problem locally, where pressure effects are significant, and use a simpler linear elasticity model elsewhere. This creates a coupled elasticity–poroelasticity problem with transmission conditions. To solve this coupled problem, we propose a new non‐intrusive global–local algorithm that iteratively solves the elasticity problem in the entire (global) domain and the poroelasticity problem only in a local domain, ensuring proper transmission conditions across the interface. This approach, which extends the existing global–local concept applied to single‐physics problems to multiphysics systems, significantly reduces computational cost, especially when the local domain is much smaller than the global one. Numerical experiments demonstrate the robustness and efficiency of the method, showcasing its potential for providing an efficient solution for more complex multi‐physics problems with localized effects of a single physical process.
{"title":"Non‐Intrusive Global‐Local Method for Poroelasticity Problems With Localized Pressure Effects","authors":"Hemanta Kunwar, Sanghyun Lee, Son‐Young Yi","doi":"10.1002/nag.70145","DOIUrl":"https://doi.org/10.1002/nag.70145","url":null,"abstract":"In many poroelasticity applications, pressure effects are confined to a small region, making it inefficient and possibly unnecessary to solve the full system across the entire domain. Instead, we propose to solve the poroelasticity problem locally, where pressure effects are significant, and use a simpler linear elasticity model elsewhere. This creates a coupled elasticity–poroelasticity problem with transmission conditions. To solve this coupled problem, we propose a new non‐intrusive global–local algorithm that iteratively solves the elasticity problem in the entire (global) domain and the poroelasticity problem only in a local domain, ensuring proper transmission conditions across the interface. This approach, which extends the existing global–local concept applied to single‐physics problems to multiphysics systems, significantly reduces computational cost, especially when the local domain is much smaller than the global one. Numerical experiments demonstrate the robustness and efficiency of the method, showcasing its potential for providing an efficient solution for more complex multi‐physics problems with localized effects of a single physical process.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"11 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145532084","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}
Laboratory tests are employed to analyze and predict the creep mechanical characteristics of field rockfill materials. However, these tests often underestimate the creep settlement and stabilization time in field rockfill projects, resulting in an inflated perception of the actual reliability of the engineering. To address this issue, this paper proposes a macro‐micro probabilistic integral creep model for rockfill materials that considers the size effect, dispersion, and time effect of particle strength, incorporating the delayed crushing of particles. The model is validated using the triaxial creep characteristics of limestone and granite rockfill materials. The differences in strength dispersion between laboratory and field rockfill materials are explained based on the weakest link theory. Subsequently, numerical analyses of the creep behavior of rockfill materials of various scales are performed using the proposed probabilistic integral method. The findings reveal that the deformation size effect of creep characteristics in rockfill materials is primarily influenced by the strength size effect, while the time size effect is predominantly driven by the strength dispersion.
{"title":"Numerical Study on the Creep Size Effect in Rockfill Engineering","authors":"Xinjie Zhou, Shichun Chi, Yufeng Jia, Yu Guo, Wenquan Feng, Shihao Yan","doi":"10.1002/nag.70112","DOIUrl":"https://doi.org/10.1002/nag.70112","url":null,"abstract":"Laboratory tests are employed to analyze and predict the creep mechanical characteristics of field rockfill materials. However, these tests often underestimate the creep settlement and stabilization time in field rockfill projects, resulting in an inflated perception of the actual reliability of the engineering. To address this issue, this paper proposes a macro‐micro probabilistic integral creep model for rockfill materials that considers the size effect, dispersion, and time effect of particle strength, incorporating the delayed crushing of particles. The model is validated using the triaxial creep characteristics of limestone and granite rockfill materials. The differences in strength dispersion between laboratory and field rockfill materials are explained based on the weakest link theory. Subsequently, numerical analyses of the creep behavior of rockfill materials of various scales are performed using the proposed probabilistic integral method. The findings reveal that the deformation size effect of creep characteristics in rockfill materials is primarily influenced by the strength size effect, while the time size effect is predominantly driven by the strength dispersion.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"147 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145532188","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}
Numerous reinforced embankments in unsaturated soils are increasingly exposed to high temperatures due to more frequent extreme events. The coupled effects of temperature and matric suction on the bearing capacity of rigid pavements constructed on such embankments can be significant. However, previous analytical solutions have often neglected temperature, compromising pavement resilience. This study presents a new method for assessing the bearing capacity of rigid pavements on reinforced unsaturated soil embankments under varying temperatures. The upper bound solution for bearing capacity is extended to account for thermal‐hydraulic‐mechanical coupling by incorporating Bishop's stress, a temperature‐dependent soil‐water retention curve, and a steady‐state matric suction profile into the calculation of internal power among soil blocks. The effects of reinforcement are considered by confining lateral soil deformation at shallow embedment depths or acting as a rigid boundary at greater depths. The proposed computational framework is verified through comparisons with previous analytical solutions and numerical results. Results indicate that, under unsaturated steady‐state flow, temperature significantly influences the additional cohesion provided by matric suction and effective saturation, resulting in greater temperature sensitivity of bearing capacity. For silt embankments under evaporation conditions, the bearing capacity decreases by approximately 50% as temperature increases from 10°C to 50°C. The developed framework can effectively quantify the influence of temperature on the bearing capacity of rigid pavements on embankments, offering a valuable reference for engineering design.
{"title":"Analytical Solutions for Temperature‐Dependent Bearing Capacity of Rigid Pavements on Reinforced Unsaturated Soil Embankments","authors":"Xudong Kang, Chang Guo, Zilong Zhang, Zhengwei Li","doi":"10.1002/nag.70152","DOIUrl":"https://doi.org/10.1002/nag.70152","url":null,"abstract":"Numerous reinforced embankments in unsaturated soils are increasingly exposed to high temperatures due to more frequent extreme events. The coupled effects of temperature and matric suction on the bearing capacity of rigid pavements constructed on such embankments can be significant. However, previous analytical solutions have often neglected temperature, compromising pavement resilience. This study presents a new method for assessing the bearing capacity of rigid pavements on reinforced unsaturated soil embankments under varying temperatures. The upper bound solution for bearing capacity is extended to account for thermal‐hydraulic‐mechanical coupling by incorporating Bishop's stress, a temperature‐dependent soil‐water retention curve, and a steady‐state matric suction profile into the calculation of internal power among soil blocks. The effects of reinforcement are considered by confining lateral soil deformation at shallow embedment depths or acting as a rigid boundary at greater depths. The proposed computational framework is verified through comparisons with previous analytical solutions and numerical results. Results indicate that, under unsaturated steady‐state flow, temperature significantly influences the additional cohesion provided by matric suction and effective saturation, resulting in greater temperature sensitivity of bearing capacity. For silt embankments under evaporation conditions, the bearing capacity decreases by approximately 50% as temperature increases from 10°C to 50°C. The developed framework can effectively quantify the influence of temperature on the bearing capacity of rigid pavements on embankments, offering a valuable reference for engineering design.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"3 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145509221","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}
Jinwei Fu, Hadi Haeri, Vahab Sarfarazi, Mohamad Javad Azinfar, Zahra Hadian, Amir Khosravi
This investigation focuses on experimental shear tests and their numerical simulations using particle flow code (PFC2D). The study examines how normal stresses on joints (notches) and the geometry of the joints, including factors such as length, inclination angle, and aperture, affect the mechanical behavior, failure mechanisms, and fracturing patterns in rock samples that contain both rock bridges and joints of various lengths under direct shear loading conditions. Specimens were designed with various notch lengths and angles, including both open and closed notches. They were tested under three different vertical stress levels, with the loading rate controlled at 0.05 mm/s during the tests. The crack propagation paths and coalescence at final failure of the specimen agree well in both lab‐scale investigations and numerical methods. Tension cracks dominated at low normal stress, while mixed‐mode failure occurred at higher normal loads. Results indicate that in samples with shorter joint lengths, the shear resistance of rock bridges (the space between two joints) has increased. Additionally, under constant normal loading conditions during the direct shear tests, the failure mode in the jointed geomaterial specimens transitioned from a planar breakage mode to a fish‐eye mode as the notch angles increased. This transition occurred due to stress shielding between the notches. With fixed notch angles in the jointed rock‐like samples, the fish‐eye failure mode then changed to a diagonal tensile failure mode as the normal stresses increased during the tests. This change was attributed to the suppression of rock bridges that occurred under high normal loads.
{"title":"Exploring the Impact of Oriented Notch Distribution on the Shear Behavior and Failure Patterns of Rocks: Insights From Experimental Direct Shear Testing and Numerical Modeling","authors":"Jinwei Fu, Hadi Haeri, Vahab Sarfarazi, Mohamad Javad Azinfar, Zahra Hadian, Amir Khosravi","doi":"10.1002/nag.70141","DOIUrl":"https://doi.org/10.1002/nag.70141","url":null,"abstract":"This investigation focuses on experimental shear tests and their numerical simulations using particle flow code (PFC2D). The study examines how normal stresses on joints (notches) and the geometry of the joints, including factors such as length, inclination angle, and aperture, affect the mechanical behavior, failure mechanisms, and fracturing patterns in rock samples that contain both rock bridges and joints of various lengths under direct shear loading conditions. Specimens were designed with various notch lengths and angles, including both open and closed notches. They were tested under three different vertical stress levels, with the loading rate controlled at 0.05 mm/s during the tests. The crack propagation paths and coalescence at final failure of the specimen agree well in both lab‐scale investigations and numerical methods. Tension cracks dominated at low normal stress, while mixed‐mode failure occurred at higher normal loads. Results indicate that in samples with shorter joint lengths, the shear resistance of rock bridges (the space between two joints) has increased. Additionally, under constant normal loading conditions during the direct shear tests, the failure mode in the jointed geomaterial specimens transitioned from a planar breakage mode to a fish‐eye mode as the notch angles increased. This transition occurred due to stress shielding between the notches. With fixed notch angles in the jointed rock‐like samples, the fish‐eye failure mode then changed to a diagonal tensile failure mode as the normal stresses increased during the tests. This change was attributed to the suppression of rock bridges that occurred under high normal loads.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"87 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145509222","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}
Qiangshan Yu, Yingbin Zhang, Haiping Chen, Dejian Li, Qiang Chen, Shihao Zhang, Bing Hu, Yang Bai
A novel anchor‐pile for slope stabilization, composed of the flexible anchor cable and rigid frame pile, is proposed to achieve a combination of high load‐bearing capacity and flexible deformation. This composite retaining structure has been increasingly applied in seismic areas, yet its dynamic calculation method has not been proposed. In this study, based on the dynamic interaction between the anchor‐pile and the surrounding geomaterials, the soil around the frame piles is simplified as an elastic Winkler foundation. A dynamic calculation model for the anchor‐pile is then established through D'Alembert's principle and the sign function. The dynamic equilibrium equations describing the segmental cooperative load‐bearing behavior of the anchor cables, frame pile, and geomaterials are derived, and these equations were solved using the finite difference method. Finally, the proposed method was applied to a case study and compared with the results of a large‐scale shaking table test. The maximum difference in displacement was 14.81%, showing good agreement between the two and demonstrating the reliability of the proposed method. The analysis indicates that under seismic reciprocating motion, the movement patterns of the anchor‐pile toward the outside and inside of the slope are asymmetric. The maximum displacement and maximum bending moment during outward movement are significantly greater than those during inward movement, with differences of 44.90% and 28.57%, respectively. The findings of this study offer a theoretical basis for the dynamic analysis and seismic design of the novel anchor‐pile.
{"title":"Dynamic Response of a Novel Anchor‐Pile for Slope Stabilization","authors":"Qiangshan Yu, Yingbin Zhang, Haiping Chen, Dejian Li, Qiang Chen, Shihao Zhang, Bing Hu, Yang Bai","doi":"10.1002/nag.70142","DOIUrl":"https://doi.org/10.1002/nag.70142","url":null,"abstract":"A novel anchor‐pile for slope stabilization, composed of the flexible anchor cable and rigid frame pile, is proposed to achieve a combination of high load‐bearing capacity and flexible deformation. This composite retaining structure has been increasingly applied in seismic areas, yet its dynamic calculation method has not been proposed. In this study, based on the dynamic interaction between the anchor‐pile and the surrounding geomaterials, the soil around the frame piles is simplified as an elastic Winkler foundation. A dynamic calculation model for the anchor‐pile is then established through D'Alembert's principle and the sign function. The dynamic equilibrium equations describing the segmental cooperative load‐bearing behavior of the anchor cables, frame pile, and geomaterials are derived, and these equations were solved using the finite difference method. Finally, the proposed method was applied to a case study and compared with the results of a large‐scale shaking table test. The maximum difference in displacement was 14.81%, showing good agreement between the two and demonstrating the reliability of the proposed method. The analysis indicates that under seismic reciprocating motion, the movement patterns of the anchor‐pile toward the outside and inside of the slope are asymmetric. The maximum displacement and maximum bending moment during outward movement are significantly greater than those during inward movement, with differences of 44.90% and 28.57%, respectively. The findings of this study offer a theoretical basis for the dynamic analysis and seismic design of the novel anchor‐pile.","PeriodicalId":13786,"journal":{"name":"International Journal for Numerical and Analytical Methods in Geomechanics","volume":"87 1","pages":""},"PeriodicalIF":4.0,"publicationDate":"2025-11-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145491964","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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