Influence of failure mechanism on seismic bearing capacity factors for shallow foundations near slopes

Yang, Shangchuan; Leshchinsky, Ben; Cui, Kai; Zhang, Fei; Gao, Yufeng

doi:10.1680/jgeot.19.p.329

Cited by 49 publications

(15 citation statements)

References 42 publications

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“…e pseudostatic (PS) approach is a widely adopted and accepted technique in engineering practice and has been employed to investigate the earthquake effects on rock slope stability [30][31][32][33][34][35][36][37]. Based on the PS method, Li et al [25] first used the limit analysis method (LAM) to develop the stability charts for seismic stability assessment of the rock slopes directly based on the HB failure criterion.…”

Section: Review Of Existing Stability Charts For Rock Slopes Based On the Hb Criterionmentioning

confidence: 99%

Stability Charts for Pseudostatic Stability Analysis of Rock Slopes Using the Nonlinear Hoek–Brown Strength Reduction Technique

Sun

Jaturapitakkul

Luo

et al. 2020

Advances in Civil Engineering

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This paper presents a set of stability charts for the stability assessment of rock slopes that satisfy the Hoek–Brown (HB) criterion under various seismic loading conditions. The nonlinear Hoek–Brown strength reduction technique is used to conduct pseudostatic stability analysis of rock slopes subjected to horizontal seismic excitation. Based on an extensive parametric study, first, a set of stability charts with a slope angle of β = 45° under static and pseudostatic conditions are proposed by using ABAQUS 6.10 software. Second, the slope angle weighting factor (fβ) and the seismic weighting factor (fkh) are adopted to characterize the influence of slope angle (β) and horizontal seismic acceleration coefficient (kh) on the rock slope stability. Finally, the reliability of the proposed charts was validated by three typical examples and two case studies, and the results show that the values of the factor of safety (FOS) obtained from the proposed charts are consistent with the values from other methods. The proposed charts provide an efficient and convenient way to determine the FOS of rock slopes directly from the rock mass properties (γ and σci), the HB parameters (mi and GSI), the slope geometry (H and β), and the horizontal seismic coefficients (kh).

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Section: Review Of Existing Stability Charts For Rock Slopes Based On the Hb Criterionmentioning

confidence: 99%

Stability Charts for Pseudostatic Stability Analysis of Rock Slopes Using the Nonlinear Hoek–Brown Strength Reduction Technique

Sun

Jaturapitakkul

Luo

et al. 2020

Advances in Civil Engineering

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“…In the common analysis methods and design standards for slope and foundation stability problems, the soil shear strength is generally represented in the type of the linear Mohr-Coulomb (MC) strength envelope (e.g., Chen [1], Michalowski and Drescher [2], Gao et al [3], Rao et al [4], Yang et al [5], and Ye et al [6,7]). Whereas, a number of experimental studies [8][9][10][11][12][13] have revealed that the shear strength envelopes for almost all geomaterials are nonlinear, particularly in low normal stress range, which is commonly relevant to the stress distribution on sliding surfaces of instable slopes.…”

Section: Introductionmentioning

confidence: 99%

Influences of Pore‐Water Pressure on Slope Stability considering Strength Nonlinearity

Wang

Zhang

et al. 2021

Advances in Civil Engineering

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The pore-water pressure is a vital factor in determining the slope stability. To deal with the stability of slopes undergoing pore-water pressures, this paper used the pore-water pressure coefficient to develop the three-dimensional limit analysis method for slope stability evaluation with a nonlinear strength envelope. For numerical slope examples, the critical heights and corresponding critical slip surfaces associated with linear and nonlinear envelopes were derived by using a numerical optimization procedure. The influences of pore-water pressures on the slope stability were addressed by comparing the upper-bound solutions derived by linear and nonlinear strength envelopes (the linear and nonlinear results for short). The obtained two critical inclinations between the linear and nonlinear results both decrease and gradually approach with increasing pore-water pressure coefficient. For most slopes subjected to pore-water pressures, using the linear Mohr–Coulomb envelope will obviously overestimate the slope critical height. The overestimation resulted from the linear criterion will become more distinct for slopes with smaller widths. Besides, the presented results showed that the equivalent internal friction angle tends to have a weaker increasing trend for steeper slopes as pore-water pressure coefficient increases. Hence, when pore-water pressure coefficient increases, the critical slip surfaces of gentle slopes with nonlinear strength criteria become shallower, but the critical slip surfaces of steep slopes seem to have no consistent change law. These results and analyses can illustrate the significance of the application of nonlinear strength envelopes in slope stability evaluation considering pore-water pressures and provide certain reference advice in slope engineering design and landslide prevention.

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“…Based on the above analysis, the purpose of this paper is to extend the UBLA method of slope stability with tension crack by Michalowski [5] and Utili and Abd [11] into slopes reinforced with prestressed anchor cables and seismic condition. A rotational failure mechanism (log-spiral surface) was considered to find the critical results [4,[31][32][33][34]. By comparison and analysis of existing slope examples, the correctness and feasibility of the proposed UBLA method have been verified.…”

Section: Introductionmentioning

confidence: 99%

Investigation on the Stability of Fissured Slopes Reinforced with Anchor Cables under Seismic Action

Zhang

Jiang

et al. 2021

Mathematical Problems in Engineering

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Based on the upper bound theorem of limit analysis (UBLA) combined with the pseudostatic methods, this paper elaborates on a calculated procedure for evaluating fissured slope stability under seismic conditions reinforced with prestressed anchor cables. An existing simple slope case is presented as a case study in this work. The comparison is given to verify that the solution derived from this study is correct and feasible. By means of a numerical optimization procedure, the critical location of the crack is determined from the best upper bound solutions. The results demonstrate a significant influence of the depth of crack and seismic acceleration coefficient on the critical location distribution of the cracks. Meanwhile, the axial force of anchor cables is investigated via parametric studies. It is shown that the variation of the crack depth has little effect on the axial force of anchor cables. Moreover, this paper also illustrates the variation in the axial force of anchor cables under the impact of five marked factors (crack depth, anchor arrangement, anchor inclination angle, slope angle, and seismic conditions). Finally, the required critical length of the free section of anchor cables is determined to ensure the stability of fissured slopes subjected to seismic action.

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Influence of failure mechanism on seismic bearing capacity factors for shallow foundations near slopes

Cited by 49 publications

References 42 publications

Stability Charts for Pseudostatic Stability Analysis of Rock Slopes Using the Nonlinear Hoek–Brown Strength Reduction Technique

Stability Charts for Pseudostatic Stability Analysis of Rock Slopes Using the Nonlinear Hoek–Brown Strength Reduction Technique

Influences of Pore‐Water Pressure on Slope Stability considering Strength Nonlinearity

Investigation on the Stability of Fissured Slopes Reinforced with Anchor Cables under Seismic Action

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