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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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Abstract ：
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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Abstract ：
Estimations of the undrained shear strength (Su) and overconsolition ratio (OCR) of cohesive soil are essential for the evaluation of geology investigation. In comparison to time-consuming laboratory tests, the field piezocone penetration test (CPTu) can rapidly evaluate these parameters. However, existing studies have mainly relied on empirical correlations to estimate the undrained shear strength Su and OCR from CPTu measurements. These correlations are mainly empirical, involving fixed coefficients multiplied by CPTu measurement. Based on the coupled Eulerian-Lagrangian method, this study employed large deformation finite element modeling to summarize and extend the relationships between CPTu measurement and the estimation of undrained shear strength Su and OCR in cohesive soils. These relationships allow for predictions based on CPTu measurements without the requirement for laboratory calibration or referencing to field benchmarks. The accuracy and applicability of the proposed prediction formulas are validated through field case studies for comparative analysis.
Keyword ：
Field piezocone penetration test Field piezocone penetration test Large deformation finite element analysis Large deformation finite element analysis Overconsolidation ratio Overconsolidation ratio Undrained shear strength Undrained shear strength
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| GB/T 7714 | Wang, Zhan-Liang , Chen, Hao-Biao , Chen, Fu-Quan et al. Determination of the overconsolidation ratio and undrained shear strength of cohesive soils by CPTu measurement [J]. | APPLIED OCEAN RESEARCH , 2024 , 146 . |
| MLA | Wang, Zhan-Liang et al. "Determination of the overconsolidation ratio and undrained shear strength of cohesive soils by CPTu measurement" . | APPLIED OCEAN RESEARCH 146 (2024) . |
| APA | Wang, Zhan-Liang , Chen, Hao-Biao , Chen, Fu-Quan , Liu, Li -Yang . Determination of the overconsolidation ratio and undrained shear strength of cohesive soils by CPTu measurement . | APPLIED OCEAN RESEARCH , 2024 , 146 . |
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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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Abstract ：
Through a series of model tests accomplished by Particle Image Velocimetry analyses, this study presents the visualization of the displacement field of the narrow soil behind retaining structures under translational mode. The progressive development of failure mechanisms and active earth pressure are measured in the process of tests. Finite element limit analyses are supplementally carried out to investigate and verify the ultimate failure mechanism and active earth pressure acting on retaining structures as the tests. Furthermore, this study carried out parameter studies on the development of failure mechanisms and active earth pressure with different aspect ratios, inclinations of the existing structure, and backfill surface surcharge. Experimental and numerical results show a reasonable verification of each other. With the increase in backfill spacing, the failure mechanism of backfill turns from reflective shear bands into a single shear band, and the earth pressure exerted on the retaining structure increases.
Keyword ：
Earth pressure Earth pressure Failure mechanism Failure mechanism Model test Model test Narrow backfill Narrow backfill Retaining walls Retaining walls
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| GB/T 7714 | Chen, Hao-Biao , Lin, Cheng , Lv, Yan-Ping et al. Active failure mechanism and earth pressure of narrow backfill behind retaining structures [J]. | INTERNATIONAL JOURNAL OF PHYSICAL MODELLING IN GEOTECHNICS , 2024 , 24 (5) : 250-267 . |
| MLA | Chen, Hao-Biao et al. "Active failure mechanism and earth pressure of narrow backfill behind retaining structures" . | INTERNATIONAL JOURNAL OF PHYSICAL MODELLING IN GEOTECHNICS 24 . 5 (2024) : 250-267 . |
| APA | Chen, Hao-Biao , Lin, Cheng , Lv, Yan-Ping , Chen, Fu-Quan . Active failure mechanism and earth pressure of narrow backfill behind retaining structures . | INTERNATIONAL JOURNAL OF PHYSICAL MODELLING IN GEOTECHNICS , 2024 , 24 (5) , 250-267 . |
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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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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. © Korean Society of Civil Engineers 2024.
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, F.-C. , Lv, Y.-P. , Chen, F.-Q. 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, F.-C. 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, F.-C. , Lv, Y.-P. , Chen, F.-Q. , Lai, D.-L. . 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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