Analytical Solution for Estimating the Stress State in Backfill Considering Patterns of Stress Distribution

Xu, Changjie; Chen, Qizhi; Luo, Wei; Liang, Lianzhu

doi:10.1061/(asce)gm.1943-5622.0001332

Cited by 17 publications

(3 citation statements)

References 27 publications

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“…An equation of H 1 = H − H 2 can be further presented. Therefore, this paper mainly focuses on a retaining wall with narrow backfills in which H 2 < H. It should be noted that, in both upper and lower zones, the rotation of the major principal stress could be postulated under the soil arching effect following a wellaccepted circular-arc trajectory (Xie and Leshchinsky 2016;Lai et al 2018;Xu et al 2019;Cao et al 2020).…”

Section: Calculation Models and Basic Assumptionsmentioning

confidence: 99%

Passive Earth Pressure in Narrow Cohesive-Frictional Backfills

Lai

Shiau

et al. 2023

Int. J. Geomech.

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A narrow backfill zone is formed when retaining walls are built near existing stabilized structures (e.g., rock faces). In such circumstances, the classical passive earth pressure coefficient is no longer applicable, and a correction factor is required for the design. This paper aims to develop analytical solutions for estimating the passive earth pressure problem of narrow cohesive-frictional backfills behind retaining walls. The novel arched differential element method considers both effects of the horizontal shear stress in backfills and the soil arching, and it is employed to estimate the passive earth pressure distribution along with wall depth. The solutions are compared against those published experimental data, analytical approaches, and finite-element limit analysis solutions. The factors influencing the distribution of passive earth pressure are also undertaken using a series of parametric studies. To implement the derived solutions into a routine design, a modified practical design equation is presented following the standard Coulomb's solutions. This work provides a theoretical guideline for the initial design of retaining walls with narrow soils, and it should be of great interest to practitioners.

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Section: Calculation Models and Basic Assumptionsmentioning

confidence: 99%

Passive Earth Pressure in Narrow Cohesive-Frictional Backfills

Lai

Shiau

et al. 2023

Int. J. Geomech.

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“…Zhao and Zhu (2014) solved the lateral earth pressure coefficients based on the principal stress rotation concept, from which the active earth pressure solutions for finite soils were derived. Xu et al (2019) derived the distribution of soil pressure by assuming the minor principal stress trajectory as circular, catenary, and parabola. Xu et al (2020) studied a finite range of cohesive soils behind the retaining wall and obtained the theoretical expression of active earth pressure for finite soil, considering the soil arching effects.…”

Section: Introductionmentioning

confidence: 99%

Study on the Calculation Method of Active Earth Pressure and Critical Width for Finite Soil Behind the Retaining Wall

et al. 2022

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The method to determine the active earth pressure and critical width for finite soil behind the retaining wall in mountainous areas is one of the concerns of geotechnical engineering. In order to study the active earth pressure distribution of the finite soil against the retaining wall and determine the critical width of the boundary between the finite soil and the semi-infinite soil, this study focuses on investigating a retaining wall with finite cohesionless backfill. The shape of the failure surface is assumed to be a cycloid passing through the heel of the wall in the limit equilibrium state. Considering the deflection of soil principal stress induced by wall–soil friction effect, a calculation method of active earth pressure for finite soil is proposed by using an arc-shaped small principal stress trajectory, and the rationality of this method is verified. On this basis, a calculation formula of the critical width for finite soil is proposed. The influence of the internal friction angle and the wall–soil friction angle on the critical width of finite soil is examined. The results indicate that the active earth pressure of finite soil presents a nonlinear drum distribution along the height of the retaining wall under the failure mode of the cycloidal surface. The maximum value of active earth pressure is close to the bottom of the wall. The critical width of finite soil decreases with the increase of the internal friction angle, and its variation rate decreases gradually. The critical width of finite soil increases with the increase of the wall–soil friction angle, and its variation rate also increases gradually. Under different internal friction angles and wall–soil friction angles, the critical width values of finite soil calculated by the assumption of the cycloidal failure surface are smaller than those calculated by the Coulomb earth pressure calculation method.

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“…Scholars have carried out a series of studies on the characteristics of the BSCZ through laboratory tests, theoretical analysis, and on-site monitoring [ 18 , 19 , 20 ]. As parts of the mining system, the backfill body and surrounding rock interact with each other to affect the mine stability.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of the Damage and Failure Characteristics of the Backfill-Surrounding Rock Contact Zone

Yang

Guo

et al. 2022

Materials

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Due to obvious differences in the properties of the filling body and surrounding rock, deformation always develops near the contact zone. Thus, determining the damage and failure characteristics of the contact zone between the backfill and surrounding rock is a precondition for safe production in mines. Taking Jinchuan mine as study area, the backfill-surrounding rock contact zones are divided into three models according to their different geometric shapes, namely, a linear model, embedded model, and multiple broken line model. A combined numerical simulation and physical model test method was adopted in this study. The research results show that the damage in the linear model begins at the seam, the failure is mainly concentrated in the filling body, and shear failure is dominant. The damage in the embedded model initially occurs around the inflection points, while the damage in the multiple broken line model initially occurs at the seams, and cracks always appear on the vertical contact surface first. Among the three contact models, the stability increases as follows: embedded > multiple broken line > linear. Moreover, the filling body enclosed by surrounding rock is the most stable, and the surrounding rock located in the footwall is more stable than the filling body located in the footwall. The conclusions of this study provide a theoretical basis for designing a mining scheme for Jinchuan mine and other mines with similar geological conditions and mining methods, and they provide a reference for studying the mechanical properties and stability of composite materials.

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Analytical Solution for Estimating the Stress State in Backfill Considering Patterns of Stress Distribution

Cited by 17 publications

References 27 publications

Passive Earth Pressure in Narrow Cohesive-Frictional Backfills

Passive Earth Pressure in Narrow Cohesive-Frictional Backfills

Study on the Calculation Method of Active Earth Pressure and Critical Width for Finite Soil Behind the Retaining Wall

Experimental Study of the Damage and Failure Characteristics of the Backfill-Surrounding Rock Contact Zone

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