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学者姓名：阙云
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Abstract ：
Mountain road construction often involves crossing numerous ravine terrains. To ensure road safety, numerous shoulder retaining walls are built to stabilize the roadbed. However, the limitations imposed by gullies result in significant spatial effects on the soil pressure distribution behind the walls, rendering traditional two-dimensional soil pressure theories inadequate. To investigate the spatial distribution of active earth pressure on clayey fill behind the walls, this paper presents a three-dimensional theoretical solution for earth pressure on V-type retaining walls in gully terrains, using theoretical analysis and numerical simulation. The results indicate that the clayey fill causes a slip crack behind the wall, forming a tension crack region with zero earth pressure, the depth of which increases with the fill's cohesive force. Additionally, the earth pressure distribution behind the V-type retaining wall exhibits a significant spatial effect, being "larger in the middle and smaller at the ends" along the wall's width. Compared to traditional two-dimensional theories, the earth pressure predicted by this spatial theory is lower, and the resultant force location is higher, and the overturning resistance in region III is largest. Therefore, this part should be enhanced in construction design. (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 ：
Clayey fill Clayey fill Gully terrain Gully terrain Retaining wall Retaining wall Spatial active earth pressure Spatial active earth pressure Tensile crack Tensile crack
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| GB/T 7714 | Que, Yun , Zhang, Jisong , Tian, Yu et al. Spatial earth pressure analysis of clayey fill behind retaining wall in V-shaped gully terrain [J]. | SOILS AND FOUNDATIONS , 2024 , 64 (6) . |
| MLA | Que, Yun et al. "Spatial earth pressure analysis of clayey fill behind retaining wall in V-shaped gully terrain" . | SOILS AND FOUNDATIONS 64 . 6 (2024) . |
| APA | Que, Yun , Zhang, Jisong , Tian, Yu , Li, Xiaosong . Spatial earth pressure analysis of clayey fill behind retaining wall in V-shaped gully terrain . | SOILS AND FOUNDATIONS , 2024 , 64 (6) . |
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To promote the anti-ageing performance of asphalt, layered double hydroxides (LDHs) modified by propyl trimethoxylsilane (MPMS) was prepared and applied to modify asphalt. Fourier transform infrared spectroscopy (FTIR) showed that MPMS was chemically-grafted on the surface of LDHs. The interaction between LDHs and asphalt was significantly enhanced after MPMS organic modification, and MPMS organic LDHs (OMLDHs) exhibited better compatibility in asphalt. OMLDHs and LDHs could enhance the high-temperature properties of asphalt, particularly OMLDHs. After ageing, the properties and structure of asphalt were dramatically degenerated. The incorporation of LDHs could inhibit the oxygenic groups increase in asphalt molecules during ageing, and retard the gelatinization of colloidal structures. LDHs could alleviate the negative effect of ageing on asphalt, and improve the anti-ageing performance of asphalt. The improvement effectiveness of LDHs on the anti-ageing performance of asphalt was remarkably improved after MPMS modification.
Keyword ：
Anti-ageing performance Anti-ageing performance Asphalt Asphalt Chemical components Chemical components Chemical structure Chemical structure Layered double hydroxides Layered double hydroxides Molecular dynamics simulation Molecular dynamics simulation Rheological properties Rheological properties Surface organic modification Surface organic modification
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| GB/T 7714 | Zhang, Canlin , Chen, Minxuan , Wang, Ting et al. Evaluation of surface organic layered double hydroxides on the anti-ageing performance of asphalt [J]. | CONSTRUCTION AND BUILDING MATERIALS , 2024 , 413 . |
| MLA | Zhang, Canlin et al. "Evaluation of surface organic layered double hydroxides on the anti-ageing performance of asphalt" . | CONSTRUCTION AND BUILDING MATERIALS 413 (2024) . |
| APA | Zhang, Canlin , Chen, Minxuan , Wang, Ting , Xu, Song , Li, Yifei , Que, Yun et al. Evaluation of surface organic layered double hydroxides on the anti-ageing performance of asphalt . | CONSTRUCTION AND BUILDING MATERIALS , 2024 , 413 . |
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Infiltration-runoff-slope instability mechanism of macropore slope under heavy rainfall is unclear. This paper studied its instability mechanism with an improved Green-Ampt (GA) model considering the dual-porosity (i.e., matrix and macropore) and ponding condition, and proposed the infiltration equations, infiltration-runoff coupled model, and safety factor calculation method. Results show that the infiltration processes of macropore slope can be divided into three stages, and the proposed model is rational by a comparative analysis. The wetting front depth of the traditional unsaturated slope is 17.2% larger than that of the macropore slope in the early rainfall stage and 27% smaller than that of the macropore slope in the late rainfall stage. Then, macropores benefit the slope stability in the early rainfall but not in the latter. Macropore flow does not occur initially but becomes pronounced with increasing rainfall duration. The equal depth of the wetting front in the two domains is regarded as the onset criteria of macropore flow. Parameter analysis shows that macropore flow is delayed by increasing proportion of macropore domain (ωf), whereas promoted by increasing ratio of saturated permeability coefficients between the two domains (μ). The increasing trend of ponding depth is sharp at first and then grows slowly. Finally, when rainfall duration is less than 3 h, ωf and μ have no significant effect on the safety factor, whereas it decreases with increasing ωf and increases with increasing μ under longer duration (≥ 3 h). With the increase of ωf, the slope maximum instability time advances by 10.5 h, and with the increase of μ, the slope maximum instability time delays by 3.1 h. © Science Press, Institute of Mountain Hazards and Environment, CAS and Springer-Verlag GmbH Germany, part of Springer Nature 2024.
Keyword ：
Equivalent wetting front Equivalent wetting front Green-Ampt infiltration model Green-Ampt infiltration model Macropore slope Macropore slope Ponding response time Ponding response time Slope stability Slope stability
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| GB/T 7714 | Li, S. , Wu, G. , Que, Y. et al. Infiltration, runoff, and slope stability behaviors of infinite slope with macropores based on an improved Green-Ampt model [J]. | Journal of Mountain Science , 2024 , 21 (7) : 2220-2235 . |
| MLA | Li, S. et al. "Infiltration, runoff, and slope stability behaviors of infinite slope with macropores based on an improved Green-Ampt model" . | Journal of Mountain Science 21 . 7 (2024) : 2220-2235 . |
| APA | Li, S. , Wu, G. , Que, Y. , Jiang, Z. , Cheng, G. . Infiltration, runoff, and slope stability behaviors of infinite slope with macropores based on an improved Green-Ampt model . | Journal of Mountain Science , 2024 , 21 (7) , 2220-2235 . |
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To reveal the premature failure mechanism of polyurethane binder，it is used to optimize the formula and construction process. In this paper,by analyzing tensile strength,shear strength,bond strength,elongation at break,micro-morphology,and functional groups,the failure mechanism of polyurethane binder was summarized. The results showed that after 480 h aging,the elongation at break of hydrothermal aging was 2.44 times that of thermal oxygen aging,and the reduction ratio of bond strength and shear strength were 4.01 times and 8.95 times that of thermal oxygen aging,respectively. Moreover,the weakening effect of ultraviolet aging on tensile strength was much greater than the increase of strength after curing,and its aging rate was accelerated,resulting in an accelerated decrease in tensile strength. In addition,during the pavement construction process,it was necessary to ensure that the moisture content of cement pavement should be less than 4% as much as possible. Construction can continue after drying for about 24 h after rainfall. When the construction period is tight,a high-power floor-standing industrial fan or infrared heating truck can be used to reduce the water content of the road surface so as to ensure the construction quality of the polyurethane binder. © 2024 Hunan University. All rights reserved.
Keyword ：
aging of materials aging of materials failure analysis failure analysis polyurethanes polyurethanes UV aging UV aging
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| GB/T 7714 | Xu, S. , Wang, Y. , Wei, B. et al. Study on Premature Failure Mechanism of Polyurethane Paving Materials; [聚 氨 酯 铺 装 材 料 的 过 早 破 坏 机 制 研 究] [J]. | Journal of Hunan University Natural Sciences , 2024 , 51 (9) : 99-110 . |
| MLA | Xu, S. et al. "Study on Premature Failure Mechanism of Polyurethane Paving Materials; [聚 氨 酯 铺 装 材 料 的 过 早 破 坏 机 制 研 究]" . | Journal of Hunan University Natural Sciences 51 . 9 (2024) : 99-110 . |
| APA | Xu, S. , Wang, Y. , Wei, B. , Yuan, Y. , Que, Y. , Lin, C. . Study on Premature Failure Mechanism of Polyurethane Paving Materials; [聚 氨 酯 铺 装 材 料 的 过 早 破 坏 机 制 研 究] . | Journal of Hunan University Natural Sciences , 2024 , 51 (9) , 99-110 . |
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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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Asphalt mixture is a typical granular material, and its macroscopic properties are closely related to the interaction behavior of aggregate particles at the micro scales. Discrete element method (DEM), as an important numerical simulation method in granular mechanics, plays an increasingly important role in analyzing the aggregate packing characteristics, skeleton features, predicting mechanical and pavement performance of asphalt mixtures. However, the complexity of the composition of asphalt mixtures, including the particle size, shape, spatial distribution of aggregate particles, and the viscoelasticity of asphalt binders sensitive to temperature, load, and time, increases the difficulty of constructing DEM models of asphalt mixtures, selecting contact constitutive models, and determining parameters, which directly affects the accuracy and efficiency of DEM simulations. In this review, the generation methods of idealized models, image models, and user-defined models currently used to generate DEM models of asphalt mixtures were summarized in detail. Conventional contact constitutive models, including elastic and viscoelastic contact stiffness constitutive models, as well as fracture models including bonding models and cohesive softening models, were discussed. Moreover, special contact constitutive models, such as damage, self-healing, and two-stage contact models considering compaction evolution, were also summarized and discussed. Then, the contact constitutive model parameters were classified and related determination methods were summarized, and the latest application directions of DEM in current asphalt mixture research were classified. On this basis, relevant discussions were carried out, and the challenges and future development prospects faced by DEM in asphalt mixture research were proposed.
Keyword ：
Application Application Asphalt mixture Asphalt mixture Contact constitutive model Contact constitutive model Discrete element method Discrete element method Model generation method Model generation method
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| GB/T 7714 | Xue, Bin , Que, Yun , Pei, Jianzhong et al. A state-of-the-art review of discrete element method for asphalt mixtures: Model generation methods, contact constitutive models and application directions [J]. | CONSTRUCTION AND BUILDING MATERIALS , 2024 , 414 . |
| MLA | Xue, Bin et al. "A state-of-the-art review of discrete element method for asphalt mixtures: Model generation methods, contact constitutive models and application directions" . | CONSTRUCTION AND BUILDING MATERIALS 414 (2024) . |
| APA | Xue, Bin , Que, Yun , Pei, Jianzhong , Ma, Xiaoyan , Wang, Di , Yuan, Yan et al. A state-of-the-art review of discrete element method for asphalt mixtures: Model generation methods, contact constitutive models and application directions . | CONSTRUCTION AND BUILDING MATERIALS , 2024 , 414 . |
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The two-phase seepage fluid (i.e., air and water) behaviors in undisturbed granite residual soil (U-GRS) have not been comprehensively studied due to a lack of accurate and representative models of its internal pore structure. By leveraging X-ray computed tomography (CT) along with the lattice Boltzmann method (LBM) enhanced by the Shan–Chen model, this study simulates the impact of internal pore characteristics of U-GRS on the water–gas two-phase seepage flow behaviors. Our findings reveal that the fluid demonstrates a preference for larger and straighter channels for seepage, and as seepage progresses, the volume fraction of the water/gas phases exhibits an initial increase/decrease trend, eventually stabilizing. The results show the dependence of two-phase seepage velocity on porosity, while the local seepage velocity is influenced by the distribution and complexity of the pore structure. This emphasizes the need to consider pore distribution and connectivity when studying two-phase flow in undisturbed soil. It is observed that the residual gas phase persists within the pore space, primarily localized at the pore margins and dead spaces. Furthermore, the study identifies that hydrophobic walls repel adjacent fluids, thereby accelerating fluid movement, whereas hydrophilic walls attract fluids, inducing a viscous effect that decelerates fluid flow. Consequently, the two-phase flow rate is found to increase with then-enhanced hydrophobicity. The apex of the water-phase volume fraction is observed under hydrophobic wall conditions, reaching up to 96.40%, with the residual gas-phase constituting 3.60%. The hydrophilic wall retains more residual gas-phase volume fraction than the neutral wall, followed by the hydrophobic wall. Conclusively, the investigations using X-ray CT and LBM demonstrate that the pore structure characteristics and the wettability of the pore walls significantly influence the two-phase seepage process. © 2024 by the authors.
Keyword ：
Air Air Computerized tomography Computerized tomography Gases Gases Hydrophilicity Hydrophilicity Hydrophobicity Hydrophobicity Kinetic theory Kinetic theory Phase interfaces Phase interfaces Pore structure Pore structure Soils Soils Two phase flow Two phase flow Volume fraction Volume fraction Wetting Wetting
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| GB/T 7714 | Jiang, Zhenliang , Lin, Yiqian , Chen, Xian et al. Simulating Two-Phase Seepage in Undisturbed Soil Based on Lattice Boltzmann Method and X-ray Computed Tomography Images [J]. | Sensors , 2024 , 24 (13) . |
| MLA | Jiang, Zhenliang et al. "Simulating Two-Phase Seepage in Undisturbed Soil Based on Lattice Boltzmann Method and X-ray Computed Tomography Images" . | Sensors 24 . 13 (2024) . |
| APA | Jiang, Zhenliang , Lin, Yiqian , Chen, Xian , Li, Shanghui , Cai, Peichen , Que, Yun . Simulating Two-Phase Seepage in Undisturbed Soil Based on Lattice Boltzmann Method and X-ray Computed Tomography Images . | Sensors , 2024 , 24 (13) . |
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为刻画原状土体内部孔隙细观渗流特征，选取东南沿海地区某地原状花岗岩残积土作为研究对象，基于计算机断层扫描(CT)和图像处理技术对2D/3D原状土体模型进行重构，并结合格子Boltzmann方法(LBM),通过自编程序模拟土体孔隙内水分渗流及分布情况.结果表明：孤立孔隙对渗流结果影响甚微，仅个别连通性好、孔径大且笔直的大孔隙会成为优势通道并产生优先流；渗流从开始至稳定过程中，最大流速主要出现在孔隙通道由宽变窄处，孔隙结构形态对渗流的影响较孔隙占比更为显著.基于工业CT扫描技术和LBM能较好刻画真实土体孔隙渗流特征，2D模型可更直观表现大孔隙优先流现象，适用于定性研究；3D模型更接近实际情况，可精确计算土体渗透率，适用于定量研究.
Keyword ：
CT扫描切片 CT扫描切片 优先流 优先流 原状花岗岩残积土 原状花岗岩残积土 大孔隙 大孔隙 格子玻尔兹曼 格子玻尔兹曼 细观渗流 细观渗流
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| GB/T 7714 | 阙云 , 陈宪 , 蒋国平 et al. 基于LBM的2D/3D原状花岗岩残积土细观渗流模拟 [J]. | 应用基础与工程科学学报 , 2024 , 32 (01) : 193-207 . |
| MLA | 阙云 et al. "基于LBM的2D/3D原状花岗岩残积土细观渗流模拟" . | 应用基础与工程科学学报 32 . 01 (2024) : 193-207 . |
| APA | 阙云 , 陈宪 , 蒋国平 , 蔡沛辰 , 吴应雄 . 基于LBM的2D/3D原状花岗岩残积土细观渗流模拟 . | 应用基础与工程科学学报 , 2024 , 32 (01) , 193-207 . |
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To investigate the influence of macropore parameters on the non-uniform migration and stability of slopes under rainfall, a solution model was developed based on the two-domain model and the stability coefficient field principle. This model addressed non-uniform flow and slope stability under rainfall infiltration. Using the COMSOL Multiphysics finite element platform, a corresponding model solving program was created. The numerical results were validated through indoor rainfall tests on macropore soil columns. A comparison was made between slope volume water content and point stability coefficient under conditions of uniform and non-uniform flow. Subsequently, the impact of macropore parameters (namely, the proportion of macropore domain ωf, the ratio of water conductivity between macropore and matrix domain μ, and the macropore empirical parameter rw) on slope seepage field and stability coefficient field was analyzed. The findings revealed that compared to scenarios without macropores, considering macropores led to a 7.7% increase in volume water content in the matrix domain and a 5.1% decrease in the macropore domain. Additionally, infiltration depth increased by 83.3% and 150.0%, respectively, and the shallow instability area of the slope expanded by 3.9%. Infiltration depth decreased with an increase in ωf for both the matrix and macropore domains. Conversely, with an increase in μ, infiltration depth decreased for the matrix domain and increased for the macropore domain. There was no significant relationship observed with the empirical parameter rw. At the end of the rainfall, volume water content in the matrix domain peaked, while the macropore domain increased with higher values of ωf and μ, showing minimal impact from the empirical parameter rw. Water exchange was categorized into negative exchange area, positive exchange area, and no exchange area along the profile. The equilibrium depth of water exchange aligned with the change in infiltration depth of the matrix domain. Both the negative and positive exchange areas exhibited peak values that decreased with higher ωf and increased with higher μ and rw values. Under varying parameter values, the slope experienced shallow instability failures. Higher values of ωf and μ corresponded to deeper instability layers and lower point stability coefficients, indicating that macropores were detrimental to slope stability. © 2024 Sichuan University. All rights reserved.
Keyword ：
Infiltration Infiltration Rain Rain Slope stability Slope stability
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| GB/T 7714 | Que, Yun , Li, Shanghui , Zhan, Xiaojun et al. Influence of Macropore Parameters on Slope Non-uniform Flow and Stability [J]. | Advanced Engineering Sciences , 2024 , 56 (3) : 122-133 . |
| MLA | Que, Yun et al. "Influence of Macropore Parameters on Slope Non-uniform Flow and Stability" . | Advanced Engineering Sciences 56 . 3 (2024) : 122-133 . |
| APA | Que, Yun , Li, Shanghui , Zhan, Xiaojun , Zhang, Jisong , Xue, Bin , Xie, Xiudong . Influence of Macropore Parameters on Slope Non-uniform Flow and Stability . | Advanced Engineering Sciences , 2024 , 56 (3) , 122-133 . |
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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. © 2024 American Society of Civil Engineers.
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, Y. , Zhang, J. , Xie, Z. 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, Y. 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, Y. , Zhang, J. , Xie, Z. , Chen, F. . 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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