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学者姓名：陈福全
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Abstract ：
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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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 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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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 solution method for the determination of seismic passive earth pressures in narrow cohesive backfill behind gravity walls has been developed using the stress characteristics method. The stress characteristics method is combined with the pseudo-static method in the analysis to consider the effects of seismic forces. The failure mechanisms of backfill are complex when the backfill reaches its passive limit state. The stress characteristics method does not require pre-assumptions about the sliding surface and the plastic region of the backfill. This method automatically calculates the position of the sliding surface. The reliability and reasonableness of the proposed method are verified by comparing the sliding surface and seismic passive earth pressure calculated in this paper with the finite element calculation results, the existing experimental research results and the existing theoretical solution results. The effect of different parameters on seismic passive earth pressure is investigated by internal stress clouds of the backfill and the distribution of passive earth pressure on the retaining wall. (c) 2024 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society. This is an open access article under the CC BY- NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).
Keyword ：
Narrow backfill Narrow backfill Passive earth pressure Passive earth pressure Seismic earth pressure Seismic earth pressure Stress characteristics method Stress characteristics method
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| GB/T 7714 | Wang, Zhan-liang , Kang, Wu-zhen , Chen, Fu-quan et al. Seismic passive earth pressures of narrow cohesive backfill against gravity walls using the stress characteristics method [J]. | SOILS AND FOUNDATIONS , 2024 , 64 (6) . |
| MLA | Wang, Zhan-liang et al. "Seismic passive earth pressures of narrow cohesive backfill against gravity walls using the stress characteristics method" . | SOILS AND FOUNDATIONS 64 . 6 (2024) . |
| APA | Wang, Zhan-liang , Kang, Wu-zhen , Chen, Fu-quan , Lin, Cheng . Seismic passive earth pressures of narrow cohesive backfill against gravity walls using the stress characteristics method . | SOILS AND FOUNDATIONS , 2024 , 64 (6) . |
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Mountainous regions are often characterized by the presence of V-shaped gullies, necessitating the construction of retaining structures to support the embankments spanning across these gullies. The gully topography renders conventional two-dimensional soil pressure calculation theory unable to meet the stability requirements for the design of retaining walls (RWs) in mountainous gullies. To address this issue, the sliding bodies of V-shaped gully retaining walls have been identified as high-wall type and low-wall type, and the spatial earth pressure of V-shaped RWs has been determined using the horizontal differential layer method. Combined with numerical simulation, a systematic parametric study is conducted to reveal the impact of the fill-soil internal friction angle, wall-soil contact surface roughness, wall height-to-width ratio, and valley side-slope angle on the active earth pressure acting on the wall. The magnitude of internal friction angle of the fill and the side-bank angle significantly influence the horizontal earth pressure. However, for RWs with finite length along their longitudinal direction, the active earth pressure value at the wall ends is significantly lower than values computed under two-dimensional plane-strain conditions. Moreover, the resultant active force point is located in the range of H/3-H/2 from the wall bottom, where H = wall height, which shows that considering three-dimensional effects is significant.
Keyword ：
Spatial earth pressure Spatial earth pressure Translational mode Translational mode V-shaped retaining wall V-shaped retaining wall V-shaped valley V-shaped valley
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| GB/T 7714 | Que, Yun , Zhang, Jisong , Xie, Zhe et al. Spatial Earth Pressure Analysis of V-Shaped Gully Shoulder Retaining Wall under Translational Mode [J]. | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (10) . |
| MLA | Que, Yun et al. "Spatial Earth Pressure Analysis of V-Shaped Gully Shoulder Retaining Wall under Translational Mode" . | INTERNATIONAL JOURNAL OF GEOMECHANICS 24 . 10 (2024) . |
| APA | Que, Yun , Zhang, Jisong , Xie, Zhe , Chen, Fuquan . Spatial Earth Pressure Analysis of V-Shaped Gully Shoulder Retaining Wall under Translational Mode . | INTERNATIONAL JOURNAL OF GEOMECHANICS , 2024 , 24 (10) . |
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This study addresses the issue of localized ground subsidence and its effect on buried pipelines. Timoshenko beam model, placed on a Pasternak foundation, is used to analyze the internal force response of buried pipelines under foundation subsidence. The load on the pipeline, resulting from localized ground subsidence, is assumed to be symmetric. The load distribution on the buried section of the pipeline is represented using a McLaurin series. Analytical solutions for the deflection and bending moment of the pipeline under arbitrary symmetrical loading are derived based on the theory of elastic foundation beams. Additionally, the accuracy of the analytical solutions is verified through comparisons with experimental studies, finite element analysis, and existing theories. In the analysis, the shear modulus of the Timoshenko beam is set to infinity, resulting in the degeneration of the model into the Euler-Bernoulli beam. The effect of the shear modulus and diameter-span ratio (D/l) of the Timoshenko beam is investigated in the parameter analysis, and the applicability for both beam models is determined. The results indicate that, for buried pipelines with a diameter-span ratio greater than 0.1, the Timoshenko beam model provides more accurate deflection calculations than the Euler-Bernoulli beam model.
Keyword ：
Deflection Deflection Elastic foundation beam Elastic foundation beam Ground subsidence Ground subsidence Pipeline Pipeline Timoshenko beam Timoshenko beam
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| GB/T 7714 | Guo, Fu-chen , Lv, Yan-ping , Chen, Fu-quan et al. Analytical Method for the Buried Pipeline on an Elastic Foundation with Local Ground Subsidence [J]. | KSCE JOURNAL OF CIVIL ENGINEERING , 2024 , 28 (11) : 5004-5016 . |
| MLA | Guo, Fu-chen et al. "Analytical Method for the Buried Pipeline on an Elastic Foundation with Local Ground Subsidence" . | KSCE JOURNAL OF CIVIL ENGINEERING 28 . 11 (2024) : 5004-5016 . |
| APA | Guo, Fu-chen , Lv, Yan-ping , Chen, Fu-quan , Lai, Dao-liang . Analytical Method for the Buried Pipeline on an Elastic Foundation with Local Ground Subsidence . | KSCE JOURNAL OF CIVIL ENGINEERING , 2024 , 28 (11) , 5004-5016 . |
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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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