Eccentric bearing capacity of embedded strip footings placed on slopes

Li, Chengchao; Zhou, Aizhao; Jiang, Pengming

doi:10.1016/j.compgeo.2019.103352

Cited by 27 publications

(7 citation statements)

References 22 publications

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“…e research results of Favre et al [11,[32][33][34] showed that the failure mode of doublelayer soil slopes is significantly different from that of singlelayer soil slopes, but there are few related studies in this area [29]. e analysis results of Li et al [35] also reached the same conclusion. When a two-layer slope includes cracks, the depth and position of the cracks will affect the stability of the slope [36,37].…”

Section: Introductionmentioning

confidence: 80%

“…In addition, by analyzing the failure modes of two-layer slope with cracks at different S. MC, it can be concluded that the slope tends to partial failure mode at a low S. MC (shown in Figure 6(a)) and the failure surface is from the toe of the top layer to the bottom of the crack; as shown in Figure 6(b), the slope tends toward overall failure, and the failure surface is from the toe of slope to the bottom of the crack. e different failure mode can be explained by the antisliding force caused in the top layer [35,45]. When the strength of top layer is lower which means lower antisliding force, the shear surface will develop from the toe of top layer to the crack and form partial failure.…”

Section: Effect Of Dimensionless Strength Of Top Layer It Can Be Seementioning

confidence: 99%

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Stability Analysis of a Two‐Layered Slope with Cracks by Finite Element Limit Analysis

Zhou

Liu

Huang

et al. 2020

Advances in Civil Engineering

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In this study, to support slope stability estimating engineering, the stability of a slope with cracks lying on two-layered slopes was investigated by a self-developed adaptive element limit analysis (AFELA) code. Upper bound (UB) and lower bound (LB) results of soil additional gravity factor SF within 4% relative error were obtained to quantify the effects of several factors, including the Moore‒Cullen strength ratio, angle of the slope, thickness of the top layer, length of the crack, angle of the crack, and crack’s distance from the edge. Typical failure patterns were also discussed for deeper insight into the two-layered slope stability with cracks. In addition, the results of the AFELA code were compared with the actual situation of the slope and existing commercial calculation software to verify the reliability of this investigation.

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Section: Introductionmentioning

confidence: 80%

Section: Effect Of Dimensionless Strength Of Top Layer It Can Be Seementioning

confidence: 99%

Stability Analysis of a Two‐Layered Slope with Cracks by Finite Element Limit Analysis

Zhou

Liu

Huang

et al. 2020

Advances in Civil Engineering

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“…OptumG2 is geotechnical analysis software that combines limit analysis and finite element analysis, which can perform two-dimensional finite element analysis. It has advantages in complex geological conditions, failure mode analysis of complex retaining structures, foundation-bearing capacity analysis, and reliability analysis [ 43 , 44 ]. OptumG2 calculates the strict upper and lower limits for the physical quantities of concern; by utilizing the obtained upper and lower bound solutions, the exact solution and error range can be immediately estimated, and the accuracy of both can be improved by using more elements for calculation.…”

Section: Overall Analysis Of Huadu District Landslidementioning

confidence: 99%

A case study on soil slope landslide failure and parameter analysis of influencing factors for safety factor based on strength reduction method and orthogonal experimental design

Zeng,

Zhang,

et al. 2024

PLoS ONE

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In civil engineering, stability analysis of slope is one of the main content of design. By using the finite element limit analysis software OptumG2, a landslide geological model is established to simulate the failure process of the landslide in Huadu District, Guangzhou City, China. The analysis focused on the deformation and failure characteristics, as well as the mechanical mechanism of landslide; the landslide mode of homogeneous soil is circular sliding. Additionally, investigating the influencing factors affecting slope stability is crucial in engineering implementation; in which the five influencing factors are considered as follow: slope height, slope gradient, soil cohesion, soil internal friction angle, and soil unit weight, respectively. A stability calculation model for a soil slope is established under 25 working conditions based on strength reduction method and orthogonal experimental design, in which the relationship between the safety factor and slope height, slope gradient, soil cohesion, soil internal friction angle, and soil unit weight is obtained. As the slope height increases from 5m to 45m, the safety factor of soil slope gradually decreases from 2.21 to 0.94; As the slope gradient increases from 20° to 60°, the safety factor of soil slope decreases approximately linearly from 1.80 to 0.95; As the cohesion of soil increases from 10kpa to 30kpa, the safety factor of soil slope increases approximately linearly from 1.04 to 1.60; As the internal friction angle of soil increases from 10° to 30°, the safety factor of soil slope increases approximately linearly from 1.00 to 1.81; As the unit weight of soil increases from 13kN/m3 to 21kN/m3, the safety factor of soil slope decreases approximately linearly from 1.50 to 1.21. The influencing factors affecting the safety factor of soil slope in descending order are slope height, slope angle, soil internal friction angle, soil cohesion, and soil unit weight. The research has reference significance for studying the stability and failure laws of soil slopes and conducting landslide control on soil slopes.

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“…Similarly, other studies by Pham et al [5,6], Rao et al [10] and Shen et al [11] used limit analysis to investigate the maximum bearing capacity of rigid strip footings for cohesion soil. However, previous studies by Chen et al [1] and Li et al [4] solely focused on investigating the maximum bearing capacity of strip footings against centric vertical loading for cohesion-frictional soil. A limited number of studies have investigated the maximum bearing capacity and failure modes of cohesion-frictional soil against the influence of coupled eccentrically inclined loads on strip footings, thereby resulting in a lack of comprehensive understanding in this area.…”

Section: Introductionmentioning

confidence: 99%

Ultimate bearing capacity of rigid strip footings on c-ϕ soil subjected to combined eccentric and inclined loading

Pham,

Ohtsuka,

Isobe

et al. 2023

IOP Conf. Ser.: Mater. Sci. Eng.

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The present study calculated the maximum bearing capacity of a strip footing against eccentrically inclined coupled loading on c-ϕ soil, by means of the plane strain rigid plastic finite element method (RPFEM). The influence of soil strengths and footing width on the V-H and H-M failure envelopes (presenting the vertical load V, horizontal load H, and moment M) was thoroughly surveyed to assess the uniqueness of the V-H-M failure envelope. Based on the obtained results, the V-H-M failure envelope was found to be distinct for each value of normalized cohesion c/γB and internal friction angle ϕ. A novel equation, which is a function of c/γB and ϕ, was achieved to predict the failure envelope of the V-H-M limit load space.

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Eccentric bearing capacity of embedded strip footings placed on slopes

Cited by 27 publications

References 22 publications

Stability Analysis of a Two‐Layered Slope with Cracks by Finite Element Limit Analysis

Stability Analysis of a Two‐Layered Slope with Cracks by Finite Element Limit Analysis

A case study on soil slope landslide failure and parameter analysis of influencing factors for safety factor based on strength reduction method and orthogonal experimental design

Ultimate bearing capacity of rigid strip footings on c-ϕ soil subjected to combined eccentric and inclined loading

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