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To understand the specific behaviors of coastal coral sand slope foundations, discrete element method (DEM) was employed to examine the effect of breakable particle corners on the performance of coral sand slope foundations under a strip footing, from macro to micro scales. The results demonstrate that the bearing characteristics of coral sand slope foundations can be successfully modeled by utilizing breakable corner particles in simulations. The dual effects of interlocking and breakage of corners well explained the specific shallower load transmission and narrower shear stress zones in breakable corner particle slopes. Additionally, the study revealed the significant influence of breakable corners on soil behaviors on slopes. Furthermore, progressive corner breakage within slip bands was successfully identified as the underling mechanism in determining the unique bearing characteristics and the distinct failure patterns of breakable corner particle slopes. This study provides a new perspective to clarify the behaviors of slope foundations composed of breakable corner particle materials.

The columns and the supporting foundations are invariably subjected to the interacting axial force, V, shear force, H and moment, M. It is quite common to consider the interaction of these forces in design of structural components, but the available standards and literature usually ignore the effect of interaction in case of foundations on slopes. Further, very little information is available about seismic capacity of foundations located on slopes. This article presents a numerical study on evaluation of the V–H–M capacity envelopes of strip foundations placed on top and face of slopes and subjected to earthquake action, with an objective of enabling a direct comparison with the capacity of the supported columns. Nonlinear 2D finite element limit analyses are performed for this purpose. Modified ‘Probe’ analyses are carried out for two representative c-ϕ soil slopes to develop the V–H–M capacity envelopes. The computed capacity envelopes are compared with their counterparts on flat ground. The characteristic features of the capacity envelopes are identified and explained considering the failure patterns under different combinations of V, H and M. A comparison of the capacity envelopes of counterpart foundations on flat ground and of columns is presented to highlight the relative hierarchy of strength of columns and foundations of a typical building on slope.

Although the impervious layer under a hydraulic structure is rarely flat, the effect of the impervious layer’s slope, under the hydraulic structure, on seepage characteristics has not been studied to date. Therefore, this study investigated the effect of the downhill and uphill impervious layer’s slope (downhill/uphill foundation slopes) on the uplift pressure, seepage discharge and exit gradient under hydraulic structures. In order to reach this goal, a numerical model has been developed in which the general equation of fluid flow in non-uniform; anisotropic soil is solved by the finite volume method on a structured grid. The model validation was performed using the measured data from experimental tests. The results of the model validation indicated that the model calculates the seepage discharge and uplift pressure with a maximum error of less than 3.79% and 3.25%, respectively. The results also indicated that by increasing the downhill foundation slope (DFS) the uplift force decreases, but the exit gradient and seepage discharge increase. Moreover, by increasing the uphill foundation slope (UFS), the uplift force increases but the exit gradient and seepage discharge decrease. In addition, the results demonstrate that by increasing the length of the cut-off wall the effect of the DFS on decreasing and UFS on increasing the uplift pressure force becomes more severe. However, the effect of the DFS on increasing the seepage discharge and UFS on decreasing the seepage discharge becomes milder as the length of the cut-off wall increases. By increasing the DFS, from zero to −15%, the exit gradient increases 19.75% and 14.4% for 1 m and 6 m cut-off lengths, respectively.

This thesis takes the typical fill subgrade of squashy slope foundation of Qinglong-Xingyi Expressway in Guizhou Province as an example. Through engineering geological analysis, it was found that the topography and geomorphology conditions, formation lithology conditions and highway construction conditions were the basic conditions of water damage to highway subgrade, and hydrometeorological conditions are the direct cause of water damage of highway. Coupling calculation analysis using SEEP/W and SLOPE/W revealed the mechanism of short-term continuous heavy rainfall. When the short-term continuous heavy rainfall reached a certain level, the soil at the geotechnical interface reached saturation. At this time, the surge of pore water pressure at the geotechnical interface led to the sudden drop of effective stress, leading to the sudden decline of side slope stability, which was the starting condition for the formation of landslide caused by the water damage to subgrade. The implementation of emergency restore and the effect evaluation indicated that comprehensive treatment measures of the anti-sliding support combined with integrated drainage should be adopted for the prevention and control of the water damage to the subgrade. Underground drainage measures could effectively drain groundwater, playing a role in reducing groundwater level and pore water pressure in slip soil.

The ultimate bearing capacity of foundations near slopes is a widely discussed and researched topic in the field of geotechnics. Using the plane strain strength equation of the limit equilibrium and limit analysis methods, we established a new model for calculating the bearing capacity of foundations near slopes that can consider the intermediate principal stress, horizontal distance from the foundation to the shoulder of the slope, and roughness of the base. A formula of the ultimate bearing capacity of the foundation of foundations near slopes was derived, compared, and analyzed with that of finite element analysis software and other calculation methods. Comparative analysis was carried out using finite element analysis software and other calculation methods, and it was found that the obtained results are closer to the real solution of the ultimate bearing capacity of foundations near slopes. The intermediate principal stresses can improve the bearing capacity of foundations near slopes. The bearing capacity of foundations near slopes increases with the horizontal distance from the foundation to the slope and then remains constant. The results of this study can better reflect the actual ultimate bearing capacity of foundations near slopes and have certain theoretical significance for the optimal design of foundations near slopes.

Accurate prediction of the bearing capacity of foundations near slopes remains challenging when soils exhibit heterogeneity and anisotropy. Although numerical simulations can account for these effects with high precision, they are computationally demanding and provide limited physical insight. Analytical solutions that can explicitly incorporate spatial variability, directional dependence, and the influence of intermediate principal stress are still lacking. This study addresses this gap by developing an analytical solution for the ultimate bearing capacity of strip foundations near slopes based on the Unified Strength Theory (UST). The method assumes a uniformly distributed surface load and a single-sided failure mode, while introducing heterogeneity and anisotropy coefficients to represent the depth dependent and directional variation of cohesion. Validation against published theoretical, numerical, and experimental results demonstrates strong agreement, with a maximum deviation of 6.2%. Parametric sensitivity analysis indicates that increasing the heterogeneity coefficient from 0 to 1 enhances bearing capacity by 67.9–83.4%, while increasing the anisotropy coefficient from 0.6 to 1.4 reduces it by 20.8–22.3% for different base roughness. Neglecting the intermediate principal stress results in a 64.5–67.9% underestimation of the ultimate bearing capacity with different anisotropy coefficients and base roughness. The proposed analytical model based on the UST provides improved quantitative accuracy and theoretical generality, enabling safer and more economical design of foundations near slopes under heterogeneous and anisotropic soil conditions.

To investigate the effect of foundation slope on stability of embankment upon the slope in permafrost area, 3 groups of model tests with different foundation slope are designed using the mechanical similarity based on geotechnical centrifuge modeling, when the freezing-thawing depth of the embankment reaches the greatest. The results show that: (1) The foundation slope has effect on the stability of the embankment. The deformation mainly concentrates on the soil layers above the freezing-thawing interface, and the deformation mutation point takes place at the freezing-thawing interface. (2) According to fracture characteristics and failure severity of the embankment, failure modes can be divided into the cracking failure in shallow layer and in deep layer. (3) The cause of unstable failure is the deficiency of shear resistance strength of the weak belt, the soil layers above the freezing-thawing interface slips along the freezing-thawing interface under gravity load. (4) Under the experimental conditions, the critical value of the foundation slope influencing on the stability of the embankment is about 1:6 when the height of the slope embankment is 5.0 m.

In Guangdong MeiHe highway K28 + 360 ~ + 360 section of the steep slope embankment as the research object, by adopting the combination of measurement and numerical analysis methods, analyze the failure process and mode of steep slope embankment. Based on the analyses, The following conclusions were obtained: the sliding surface of fill embankments on slope foundations of K28+360~+860 section was the original surface of the slope. Constructions of the highway would block the groundwater discharge and reduce the strength of the original surface of the slope, which would cause the slide of the fill embankments on slope foundations.

The soil surrounding foundations is typically heterogeneous and anisotropic; however, existing studies for estimating the ultimate bearing capacity of foundations adjacent to slopes are predominantly applicable to isotropic and homogeneous soils. This study aims to investigate the ultimate bearing capacity of strip foundations adjacent to heterogeneous and anisotropic slopes within the framework of the Meyerhof theory. Considering the soil’s heterogeneity and anisotropy, a unilateral failure mode with varying base roughness is established. An analytical solution for the ultimate bearing capacity is derived using the limit equilibrium method, and the calculation steps are outlined through an iterative trial approach. The proposed formulation is validated by comparisons with theoretical solutions, numerical simulations and experimental data. Results indicate that the ultimate bearing capacity of foundations adjacent to slopes increases with an increase in the heterogeneity coefficient. In contrast, the ultimate bearing capacity decreases as the anisotropy coefficient increases, with a more significant reduction observed for higher cohesion soil. Moreover, the base roughness and the distance to slope crest also markedly influence the ultimate bearing capacity.

The determination and analysis of the bearing capacity of a slope foundation has become an important research topic in foundation design theory. To explore the ultimate bearing capacity of the rock foundation adjacent to a slope on the basis of the shear failure mode of a rock foundation on a semi-infinite plane, the failure mode of the rock foundation near the slope was established by analyzing the failure mechanism of the Bell solution. The upper limit theorem of limit analysis was used to build a velocity field allowable for maneuvering. Using this method, the ultimate bearing capacity of the Sandaozhuang open-pit mine was analyzed and calculated. The results show that the foundation load of the mine is less than the allowable bearing capacity; hence, the building on the slope meets the requirements of foundation bearing capacity. At the same time, this paper uses this method and existing research methods to compare and analyze this project with others, proving the rationality and feasibility of the proposed method. This paper further explores factors affecting the ultimate bearing capacity, such as the horizontal setback distance of the footing from the edge of the slope and the dip angle. It is concluded that the ultimate bearing capacity increases with increases in the distance to the slope and decreases in slope angle. The study also shows that the calculations developed and proposed in this paper for the bearing capacity of the rock foundation adjacent to the slope are reasonable and feasible, can be applied to the calculations of the bearing capacity of rock foundations near the slope, and have guiding significance for the project.