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学者姓名：陈福全
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Abstract ：
The settlement formula for pile-supported reinforced embankment is established by improving the elastic foundation beam method and combining the column unit method. The traditional Winkler beams is replaced by the Timoshenko beams, and the constraint of the height of fill can be neglected because the lateral friction on the pile side is considered in the column unit method. The presented method is employed to analyze a practical engineering and compared with other methods. The results are shown to be reasonable. The effects of the variation of parameters such as pile spacing (s), thickness of load transfer platform (LTP) (h) and tensile stiffness of the geosynthetic (S-r) on the pile lateral friction and the settlement of pile-supported reinforced embankment are investigated. As s/d increases, the elastic zone with lateral friction resistance becomes shorter and shorter. The plastic zones at both ends become longer and longer. The maximum settlement generally increases with the increase of s/d. When s/d <= 4, the maximum settlement increases little, but when s/d > 4, the maximum settlement increases large, and the rate is 4 similar to 5 times of s/d <= 4. With the increase of h/s, the length of elastic zone due to pile side friction changes little, but the whole zone shifts upwards. The maximum settlement shows an obvious gradient increase. When h/s = 0.5 the maximum settlement is about 1.5 times of h/s = 0.3 maximum settlement. With the increase of S-r, the whole elastic zone of pile side resistance becomes shorter and shifts upwards. The maximum settlement decreases in a gradient way. The settlement at S-r = 4000 is about 0.75 times of that at S-r = 1000. This paper expands the settlement theory of reinforced embankment and is closer to the real conditions, which has certain scientific significance and application value.
Keyword ：
Column element Column element Elastic foundation beam Elastic foundation beam Embankment Embankment Lateral friction Lateral friction Settlement Settlement
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| GB/T 7714 | Xiong, Chuanxiang , Guo, Zhaoxin , Xing, Zhiquan et al. An analytical solution for settlement of pile-supported reinforced low embankment considering lateral friction along pile shaft [J]. | TRANSPORTATION GEOTECHNICS , 2025 , 50 . |
| MLA | Xiong, Chuanxiang et al. "An analytical solution for settlement of pile-supported reinforced low embankment considering lateral friction along pile shaft" . | TRANSPORTATION GEOTECHNICS 50 (2025) . |
| APA | Xiong, Chuanxiang , Guo, Zhaoxin , Xing, Zhiquan , Zheng, Jinhuo , Liu, Peng , Chen, Fuquan et al. An analytical solution for settlement of pile-supported reinforced low embankment considering lateral friction along pile shaft . | TRANSPORTATION GEOTECHNICS , 2025 , 50 . |
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This study develops an analytical model to determine the settlement of a composite system involving a pavement structure resting on a geosynthetic-reinforced embankment overlying voids. In the model, the pavement structure is postulated as an Euler-Bernoulli beam on a continuous elastic foundation, and the geosynthetic-reinforced embankment is idealized as an Euler-Bernoulli beam spanning voids. The Winkler foundation model is revised to simulate the absence of the voids under the geosynthetic-reinforced layer, and the corresponding equations and solutions for the composite system subjected to uniform loading are derived. The proposed solution is validated against the existing theoretical methods of a dual-beam on a continuous foundation without voids. The results indicate that the existence of underlying voids has a great impact on the settlements of a composite system involving a pavement structure resting on a geosynthetic-reinforced embankment. The proposed analytical model can provide a theoretical insight into a preliminary design of a geosynthetic-reinforced embankment overlying voids.
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| GB/T 7714 | Zhang, Bing-Qiang , Li, Jia-Yao , Chen, Fu-Quan et al. Analytical Solutions for Settlements of a Pavement Structure on Geosynthetic-Reinforced Embankments Overlying Voids [J]. | SOIL MECHANICS AND FOUNDATION ENGINEERING , 2025 , 62 (1) : 11-19 . |
| MLA | Zhang, Bing-Qiang et al. "Analytical Solutions for Settlements of a Pavement Structure on Geosynthetic-Reinforced Embankments Overlying Voids" . | SOIL MECHANICS AND FOUNDATION ENGINEERING 62 . 1 (2025) : 11-19 . |
| APA | Zhang, Bing-Qiang , Li, Jia-Yao , Chen, Fu-Quan , Pan, Qin-Feng , Liu, Hai . Analytical Solutions for Settlements of a Pavement Structure on Geosynthetic-Reinforced Embankments Overlying Voids . | SOIL MECHANICS AND FOUNDATION ENGINEERING , 2025 , 62 (1) , 11-19 . |
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The trapdoor test has been widely used to study engineering scenarios where pressure calculation methods need to be re-evaluated due to relative soil displacements. To propose a more reasonable calculation theory, over the past few decades, researchers have primarily focused on understanding soil deformation mechanisms and stress evolution on the surface of the trapdoor. However, the limited availability of experimental data has hindered the development of a universally accepted theory. In contrast, FEMs offer a powerful tool for capturing more comprehensive and precise stress-strain information. In this study, various active trapdoor models were established, each with a width of 2 m and differing burial depths, using the FEM. By integrating the ground reaction curve, the normalized stress distribution on the trapdoor was analyzed to reveal significant stages in soil stress evolution. Additionally, the Mohr-Coulomb failure criterion was applied to differentiate between sliding and failure surfaces, shedding light on the evolution trend of the failure surface. Moreover, three lines and four points were selected to monitor the evolution of principal stresses in the soil. Drawing on principles of plane strain mechanics, the distributions and evolutions of the three principal stresses were presented in the xy-plane using vector graphics. Notably, this study highlights the crucial role of the intermediate principal stress in soil arch calculation theory.
Keyword ：
Failure mechanism Failure mechanism FEM FEM Soil arching Soil arching Stress redistribution Stress redistribution Stress trajectory Stress trajectory Trapdoor Trapdoor
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| GB/T 7714 | Lai, Dao-Liang , Chen, Fu-Quan , Lv, Yan-Ping et al. Numerical Analysis of Imperceptible Mechanical Behavior in Soil Arch Evolution [J]. | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2025 , 25 (1) . |
| MLA | Lai, Dao-Liang et al. "Numerical Analysis of Imperceptible Mechanical Behavior in Soil Arch Evolution" . | INTERNATIONAL JOURNAL OF GEOMECHANICS 25 . 1 (2025) . |
| APA | Lai, Dao-Liang , Chen, Fu-Quan , Lv, Yan-Ping , Kuang, Yi-Xing . Numerical Analysis of Imperceptible Mechanical Behavior in Soil Arch Evolution . | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2025 , 25 (1) . |
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A cantilever retaining wall that includes a relief shelf represents a unique embodiment within the realm of retaining walls. Semi-infinite non-cohesive soil’s translational mode failure mechanism can be probed utilizing the adaptive finite element elastoplastic analysis (AFEEA). This methodology indicates that such walls exhibit dual failure surfaces, one originating at the wall heel and another at the shelf’s end when the shelf is sufficiently extended. To summarize, comprehension of the interrelation can be achieved by classifying walls into those with long and short relief shelves. This study applied equilibrium limit analysis on the horizontal differential layer to determine the active earth pressure of cantilever retaining walls with the relief shelf in semi-infinite non-cohesive backfilled soil. The investigation of four key parameters—relief shelf length, position, wall heel length, and soil internal friction angle—highlights their significant roles in altering active earth pressure. As a result, when the relief shelf aligns at 0.4 times the wall’s height from its pinnacle, it presents minimal total active earth pressure (Ea). The conclusion drawn is that within a specific range: The active earth pressure decreases as the length of the relief shelf increases and the length of the wall heel decreases. © The Author(s), under exclusive licence to Indian Geotechnical Society 2024.
Keyword ：
Atmospheric pressure Atmospheric pressure Fracture mechanics Fracture mechanics Geochronology Geochronology Hydrogeology Hydrogeology Retaining walls Retaining walls Tribology Tribology Tropics Tropics
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| GB/T 7714 | Que, Yun , Zhang, Jisong , Gui, Xuefeng et al. Examining Active Earth Pressure: Translational Mode Impacts on Cantilever Retaining Walls with Relief Shelves [J]. | Indian Geotechnical Journal , 2025 , 55 (3) : 1929-1948 . |
| MLA | Que, Yun et al. "Examining Active Earth Pressure: Translational Mode Impacts on Cantilever Retaining Walls with Relief Shelves" . | Indian Geotechnical Journal 55 . 3 (2025) : 1929-1948 . |
| APA | Que, Yun , Zhang, Jisong , Gui, Xuefeng , Chen, Fuquan . Examining Active Earth Pressure: Translational Mode Impacts on Cantilever Retaining Walls with Relief Shelves . | Indian Geotechnical Journal , 2025 , 55 (3) , 1929-1948 . |
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The load transfer mechanism and failure mode of narrow soils induced by rotating about the top of excavation retaining structures (RT displacement mode) are investigated using the Finite Element Limit Analysis (FELA) method with the Hardening Mohr-Coulomb (HMC) model. A logarithmic spiral curve model is innovatively proposed to accurately characterize the evolution of the failure surface in narrow soils behind retaining structures under RT displacement mode based on numerical simulation results. Through analysis of principal stress vector diagrams obtained from FELA simulations, an asymmetric soil arching effect is identified in the upper zone of the narrow soils behind the retaining structure. An optimized differential element method is developed by constructing asymmetric arched differential elements along the deflection of principal stresses at the soil's limit state, thereby establishing an analytical framework for calculating earth pressure in narrow soils under RT displacement mode. The proposed analytical method is validated through favorable agreement with finite element analysis results. Additionally, sensitivity analyses are performed to evaluate the effects of soil strength parameters, interface friction angles, and aspect ratios on earth pressure distribution, earth pressure coefficients, and the location of the resultant thrust. © 2025 Elsevier Ltd
Keyword ：
Failure modes Failure modes Fracture mechanics Fracture mechanics Sensitivity analysis Sensitivity analysis Trenching Trenching
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| GB/T 7714 | Huang, Xin-yi , Chen, Chang , Chen, Fu-quan et al. Earth pressure on rotating-about-top excavation retaining walls adjacent to existing structures [J]. | Computers and Geotechnics , 2025 , 185 . |
| MLA | Huang, Xin-yi et al. "Earth pressure on rotating-about-top excavation retaining walls adjacent to existing structures" . | Computers and Geotechnics 185 (2025) . |
| APA | Huang, Xin-yi , Chen, Chang , Chen, Fu-quan , Kuang, Yi-xing . Earth pressure on rotating-about-top excavation retaining walls adjacent to existing structures . | Computers and Geotechnics , 2025 , 185 . |
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Considering the micro-arching effect between pipe umbrella, the paper investigates the mechanical response of pipe umbrellas during tunnel excavation by simulating pipe umbrellas as Timoshenko beams on a Pasternak foundation. The finite difference method is employed to solve the deflection, bending moment, and shear force of pipe umbrellas. By analyzing and contrasting with real-world engineering monitoring data, finite element computation results, and existing theories of other researchers, the reliability of the proposed method is verified, and good agreements are observed. A new parameter delta(p) is introduced in our method to represent the proportion of overlying load transmitted through the pipe umbrella, and influences of stiffness of the surrounding rock in front of the tunnel face, initial support stiffness, pipe umbrella design schemes, and excavation depth on the load transfer capacity of the pipe umbrella are subsequently investigated. The conclusions reveal that increases of surrounding rock stiffness, initial support stiffness, and diameter of pipe umbrellas would all enhance the stability of both the tunnel and pipe umbrellas. However, such enhancements have certain limitations. Particularly, when the excavation footage c <1 m, the pipe umbrella diameter should be specifically selected based on cases.
Keyword ：
Finite difference method Finite difference method Load transfer characteristics Load transfer characteristics Micro-arching effect Micro-arching effect Pipe umbrella Pipe umbrella Timoshenko beam Timoshenko beam Variable foundation coefficient Variable foundation coefficient
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| GB/T 7714 | Wu, Yun-Han , Xiao, Chang-Jin , Chen, Fu-Quan et al. Study on mechanical characteristics of pipe umbrella support in shallow buried tunnels [J]. | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY , 2024 , 145 . |
| MLA | Wu, Yun-Han et al. "Study on mechanical characteristics of pipe umbrella support in shallow buried tunnels" . | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY 145 (2024) . |
| APA | Wu, Yun-Han , Xiao, Chang-Jin , Chen, Fu-Quan , Cai, Gang . Study on mechanical characteristics of pipe umbrella support in shallow buried tunnels . | TUNNELLING AND UNDERGROUND SPACE TECHNOLOGY , 2024 , 145 . |
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A series of model tests were conducted to simulate the active failure of narrow cohesionless backfills behind retaining walls rotating about the base (RB mode). The tests aimed to investigate the effect of wall displacement magnitude, backfill widths, and the inclinations of retaining walls and existing structures on the failure mechanism and earth pressure. The test results revealed that the rupture propagation follows a progressive top-down failure pattern and does not extend to the base of the wall under RB mode, contrasting with the assumptions of the existing theoretical solution. Notably, a narrower backfill exhibited multiple parallel shear bands in contrast to the semi-infinite backfill, highlighting the significant impact of backfill geometry on the orientation of these shear bands. Furthermore, the active earth pressure distribution under RB mode displayed an approximately linear trend, slightly reducing earth pressure near the base. The development of earth pressure suggested that the backfill reached the active limit state after the wall had experienced a displacement equal to 0.35% of its height (H). It was observed that the active earth pressure for a backfill width-to-height ratio (B/H) of 0.5 closely corresponded to values obtained through the Coulomb method. Moreover, the results indicated that the active earth pressure increased proportionally with an increase in the B/H ratio and a decrease in the inclinations of both the retaining structures and existing structures.
Keyword ：
Active earth pressure Active earth pressure Deformation Deformation Narrow backfill Narrow backfill Retaining structure Retaining structure
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| GB/T 7714 | Chen, Hao-Biao , Chen, Fu-Quan , Chen, Chang et al. Failure Mechanism and Active Earth Pressure of Narrow Backfills behind Retaining Structures Rotating about the Base [J]. | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (5) . |
| MLA | Chen, Hao-Biao et al. "Failure Mechanism and Active Earth Pressure of Narrow Backfills behind Retaining Structures Rotating about the Base" . | INTERNATIONAL JOURNAL OF GEOMECHANICS 24 . 5 (2024) . |
| APA | Chen, Hao-Biao , Chen, Fu-Quan , Chen, Chang , Lai, Dao-Liang . Failure Mechanism and Active Earth Pressure of Narrow Backfills behind Retaining Structures Rotating about the Base . | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (5) . |
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The adaptive finite element limit analysis (AFELA) method was employed to simulate the active failure mechanisms and plastic region distribution properties under complex backfill conditions to study the active earth pressure of backfill near a firm slope on gravity walls rotating about the bottom. The simulation results revealed that the backfill progressively fails from top to bottom and the backfill in the area above the failure surface enters a plastic state. The slip -line method was combined with the pseudo -static technique to compute the seismic active earth pressure. Compared with the traditional limit analysis method and limit equilibrium method, the seismic slip line method does not need to pre -assume the failure mechanisms. The reliability and rationality of the method are confirmed by comparing the computation results of the seismic slip line method with the computation results of the finite element limit analysis method, the existing experimental data, and the existing theoretical solutions. Furthermore, the impacts of parameters such as backfill geometries, seismic acceleration, and interface strength on seismic active earth pressure are discussed in detail.
Keyword ：
Narrow soil Narrow soil Rotation about the bottom Rotation about the bottom Seismic active earth pressure Seismic active earth pressure Slip-line method Slip-line method
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| GB/T 7714 | Chen, Fu-quan , Chen, Chang , Kang, Wu-zhen et al. Slip-line solution to seismic active earth pressure of narrow c- φ soils on gravity walls rotating about the bottom [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2024 , 181 . |
| MLA | Chen, Fu-quan et al. "Slip-line solution to seismic active earth pressure of narrow c- φ soils on gravity walls rotating about the bottom" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 181 (2024) . |
| APA | Chen, Fu-quan , Chen, Chang , Kang, Wu-zhen , Xu, Li , Li, Xi-bin . Slip-line solution to seismic active earth pressure of narrow c- φ soils on gravity walls rotating about the bottom . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2024 , 181 . |
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In practical engineering, the design process for most retaining walls necessitates careful consideration of seismic resistance. The prevention of retaining wall overturning is of paramount importance, especially in cases where the foundation's bearing capacity is limited. To research the seismic active earth pressure (ES) of a relieving retaining wall rotating around base (RB), the shear dissipation graphs across various operating conditions are analyzed by using Optum software, and the earth pressure in each region was derived by the inclined strip method combined with the limit equilibrium method. By observing shear dissipation graphs across various operating conditions, the distribution law of each sliding surface is summarized, and three typical failure modes are obtained. The corresponding calculation model was established. Then the resultant force and its action point were obtained. By comparing the theoretical and numerical solutions with the previous studies, the correctness of the derived formula is proved. The variation of earth pressure distribution and resultant force under seismic acceleration are studied. The unloading plate's position, the wall heel's length, and seismic acceleration will weaken the unloading effect. On the contrary, the length of the unloading plate and the friction angle of the filling will strengthen the unloading effect. The derived formula proposed in this study demonstrates a remarkable level of accuracy under both static and seismic loading conditions. Additionally, it serves as a valuable design reference for the prevention of overturning in relieving retaining walls.
Keyword ：
active earth pressure active earth pressure inclined slice method inclined slice method RB displacement mode RB displacement mode relief shelf retaining wall relief shelf retaining wall seismic acceleration seismic acceleration
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| GB/T 7714 | Que, Yun , Zhang, Jisong , Long, Chengcheng et al. Pseudo-static solution of active earth pressure against relief shelf retaining wall rotating around heel [J]. | GEOMECHANICS AND ENGINEERING , 2024 , 39 (1) : 87-104 . |
| MLA | Que, Yun et al. "Pseudo-static solution of active earth pressure against relief shelf retaining wall rotating around heel" . | GEOMECHANICS AND ENGINEERING 39 . 1 (2024) : 87-104 . |
| APA | Que, Yun , Zhang, Jisong , Long, Chengcheng , Chen, Fuquan . Pseudo-static solution of active earth pressure against relief shelf retaining wall rotating around heel . | GEOMECHANICS AND ENGINEERING , 2024 , 39 (1) , 87-104 . |
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In view of the face stability of a shallow-buried shield tunnel excavation, this paper investigates the problem using an adaptive finite-element limit analysis combined with slip-line theory. First, a series of adaptive finite-element limit analyses are conducted to explore the passive failure mechanisms of the shallow-buried shield tunnel face. Based on the characteristics of the failure mechanisms, a funnel-shaped asymmetric boundary failure mechanism is proposed. Then, a mathematical computational model is established using the slip-line method, which considers the characteristics of the passive failure mechanisms and the stress state of the plastic region in the surrounding soil. The formula for calculating the limit support pressure for the passive failure of the shield tunnel face is derived using the finite-difference method, and the passive failure mechanisms of the face are analyzed. Finally, the calculated results of the model are compared with existing research results and the numerical results in this paper. The results show that the proposed computational model could accurately analyze the face stability of shallow-buried shield tunnels and might have wide applicability in the analysis of the limit support pressure and failure mechanisms of the face in shallow-buried tunnels.
Keyword ：
Failure mechanism Failure mechanism Finite-element limit analysis Finite-element limit analysis Passive limit support pressure Passive limit support pressure Slip-line method Slip-line method Tunnel face Tunnel face
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| GB/T 7714 | Yang, Zhi-Wei , Chen, Fu-Quan , Fang, Si-Qian . Slip-Line Analysis of Passive Limit Support Pressure for Shallow-Buried Shield Tunnel Face [J]. | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (12) . |
| MLA | Yang, Zhi-Wei et al. "Slip-Line Analysis of Passive Limit Support Pressure for Shallow-Buried Shield Tunnel Face" . | INTERNATIONAL JOURNAL OF GEOMECHANICS 24 . 12 (2024) . |
| APA | Yang, Zhi-Wei , Chen, Fu-Quan , Fang, Si-Qian . Slip-Line Analysis of Passive Limit Support Pressure for Shallow-Buried Shield Tunnel Face . | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (12) . |
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