Active earth pressure against flexible retaining wall for finite soils under the drum deformation mode

2022 ◽  
Vol 12 (1) ◽  
Author(s):  
Weidong Hu ◽  
Xinnian Zhu ◽  
Yongqing Zeng ◽  
Xiaohong Liu ◽  
Chucai Peng
Keyword(s):  
Aspect Ratio ◽  
Retaining Wall ◽  
Limit State ◽  
Earth Pressure ◽  
Deformation Mode ◽  
Outer Wall ◽  
Active Earth Pressure ◽  
Soil Layers ◽  
Failure Angle ◽  
Flexible Retaining Wall

AbstractA reasonable method is proposed to calculate the active earth pressure of finite soils based on the drum deformation mode of the flexible retaining wall close to the basement’s outer wall. The flexible retaining wall with cohesionless sand is studied, and the ultimate failure angle of finite soils close to the basement’s outer wall is obtained using the Coulomb theory. Soil arch theory is led to get the earth pressure coefficient in the subarea using the trace line of minor principal stress of circular arc after stress deflection. The soil layers at the top and bottom part of the retaining wall are restrained when the drum deformation occurs, and the soil layers are in a non-limit state. The linear relationship between the wall movement’s magnitude and the mobilization of the internal friction angle and the wall friction anger is presented. The level layer analysis method is modified to propose the resultant force of active earth pressure, the action point’s height, and the pressure distribution. Model tests are carried out to emulate the process of drum deformation and soil rupture with limited width. Through image analysis, it is found that the failure angle of soil within the limited width is larger than that of infinite soil. With the increase of the aspect ratio, the failure angle gradually reduces and tends to be constant. Compared with the test results, it is shown that the horizontal earth pressure reduces with the reduction of the aspect ratio within critical width, and the resultant force decreases with the increase of the limit state region under the same ratio. The middle part of the distribution curve is concave. The active earth pressure strength decreases less than Coulomb’s value, the upper and lower soil layers are in the non-limit state, and the active earth pressure strength is more than Coulomb’s value.

scholarly journals Active Earth Pressure Against Flexible Retaining Wall For Finite Soils Under The Drum Deformation Mode

2021 ◽  
Author(s):  
Hu Weidong ◽  
Zhu Xinnian ◽  
Zeng Yongqing ◽  
Xiaohong Liu ◽  
Peng Chucai
Keyword(s):  
Aspect Ratio ◽  
Retaining Wall ◽  
Limit State ◽  
Earth Pressure ◽  
Deformation Mode ◽  
Outer Wall ◽  
Active Earth Pressure ◽  
Soil Layers ◽  
Failure Angle ◽  
Flexible Retaining Wall

Abstract A reasonable method is proposed to calculate the active earth pressure of finite soils based on the drum deformation mode of the flexible retaining wall close to the basement’s outer wall. The flexible retaining wall with cohesionless sand is studied, and the ultimate failure angle of finite soils close to the basement’s outer wall is obtained using the Coulomb theory. Soil arch theory is led to get the earth pressure coefficient in the subarea using the trace line of minor principal stress of circular arc after stress deflection. The soil layers at the top and bottom part of the retaining wall are restrained when the drum deformation occurs, and the soil layers are in a non-limit state. The linear relationship between the wall movement’s magnitude and the mobilization of the internal friction angle and the wall friction anger is presented. The level layer analysis method is modified to propose the resultant force of active earth pressure, the action point’s height, and the pressure distribution. Model tests are carried out to emulate the process of drum deformation and soil rupture with limited width. Through image analysis, it is found that the failure angle of soil within the limited width is larger than that of infinite soil. With the increase of the aspect ratio, the failure angle gradually reduces and tends to be constant. Compared with the test results, it is showed that the horizontal earth pressure reduces with the reduction of the aspect ratio within critical width, and the resultant force decreases with the increase of the limit state region under the same ratio. The middle part of the distribution curve is concave. The active earth pressure strength decreases less than Coulomb’s value, the upper and lower soil layers are in the non-limit state, and the active earth pressure strength is more than Coulomb’s value.

Arch with Various Wall Movements in Active Earth Pressure Abstract

2015 ◽  
Vol 1089 ◽  
pp. 286-291
Author(s):  
Chao Tian ◽  
Yong Gang Li ◽  
Zhi Xiong Zhang
Keyword(s):  
Principal Stress ◽  
Retaining Wall ◽  
Limit State ◽  
Earth Pressure ◽  
Active Earth Pressure ◽  
Principal Stresses ◽  
Arching Effect ◽  
Curve Change ◽  
Soil Arch ◽  
Minor Principal Stress

For the retaining wall in translation, in this paper the writers present the minor principal stresses trajectory which named minor principal stress arches. By discussing the results of the various arch curves in arching effect with different displacements of retaining wall which include the arch curves in ultimate model of soil and the arch curves in none limit state of soil. It gets the soil arch curve change rule under different state of the displacements, different friction angles and different height: the arch curve turn gentle when the displacements increase.

scholarly journals An Analytical Method of Coulomb’s Active Earth Pressure Acting on Cohesion-Less Backfill Subject to Local Surcharge in Cold Regions

2020 ◽  
Vol 2020 ◽  
pp. 1-13
Author(s):  
Li Liu ◽  
Zhen Yang ◽  
Pan Zhou ◽  
Hongwei Yang
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Friction Angle ◽  
Active Earth Pressure ◽  
Cold Regions ◽  
Wedge Failure ◽  
Backfill Soil ◽  
Failure Angle ◽  
Dip Angle ◽  
Formula Derivation

The traditional Coulomb’s earth pressure theory does not consider the effect of local surcharge on the lateral earth pressure and its critical failure angle. However, in practice, local surcharges commonly act on the surface of frozen backfill that is affected by freeze-thaw actions in cold regions and tend to affect the active thrust and its position. In paper, analytical solutions for estimating the active thrust, critical wedge failure angle, and action position subject to a local surcharge in cold regions are proposed. Herein, the simplified equivalent moment of surcharge is adopted on the premise of maintaining Coulomb’s earth pressure assumptions. The formula derivation is provided as a typical example to obtain the active thrust, critical wedge failure angle, and its position under a strip surcharge. Compared with previous approaches, the proposed solutions lead to easier evaluation of all indexes associated with Coulomb’s active earth pressure. Meanwhile, the expressions of Coulomb’s earth pressure under other types of nonuniform loading acting on the wall are discussed. In addition, sensitivity is performed to assess the effect of some main parameters. The results indicate that the dip angle of retaining wall-back and the friction angle of frozen backfill soil are two most significant indexes that influence the active thrust and its position.

scholarly journals Active Earth Pressure against Rigid Retaining Walls for Finite Soils in Sloping Condition considering Shear Stress and Soil Arching Effect

2020 ◽  
Vol 2020 ◽  
pp. 1-11
Author(s):  
Weidong Hu ◽  
Kangxing Liu ◽  
Xinnian Zhu ◽  
Xiaolong Tong ◽  
Xiyu Zhou
Keyword(s):  
Shear Stress ◽  
Principal Stress ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Active Earth Pressure ◽  
Soil Arching ◽  
Soil Layers ◽  
Arching Effect ◽  
Soil Arching Effect ◽  
Application Point

The horizontal differential layer element method was used to study the active earth pressure of the finite-width soil formed by the rigid retaining wall for the embankment or adjacent foundation pits. The cohesionless soil was taken as the research object, and the soil arch theory was introduced based on the translation mode of rigid retaining wall and the linear sliding fracture surface. The minor principal stress line was assumed as circular, considering the deflected principal stress as soil arching effect. The shear stress between level soil layers in the failure wedge was calculated, and the differential level layer method was modified. Then, the theoretical formula of the active earth pressure, the resultant earth pressure, and the point of application of resultant earth pressure were obtained using this revised method. The predictions by the proposed formula were compared with the existing methods combined with the cases. It is shown that the resultant finite pressure increases gradually and approaches to Coulomb active earth pressure values when the soil is infinite, with the increase of the ratios of the backfill width to height. Moreover, the horizontal pressure for limited soils is distributed nonlinearly along the wall height. Considering the shear stress between level soil layers and the soil arching effect, the position of application point of the resultant active earth pressure by the proposed formulation is higher than that of Coulomb’s solution. The wall is rougher, and the resultant pressure will be smaller. The application point distance from the bottom of the wall will increase. Finally, an experiment was conducted to verify the distribution of the active earth pressure for finite soil against rigid retaining wall, and the research results agree well with those of the experimented observations.

scholarly journals Probabilistic analysis of the active earth pressure on retaining wall for c-f soil backfill under seismic loading conditions

DYNA ◽  
2017 ◽  
Vol 84 (202) ◽  
pp. 9-15
Author(s):  
André Luís Brasil Cavalcante ◽  
Juan Félix Rodríguez Rebolledo
Keyword(s):  
Probabilistic Analysis ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Seismic Loading ◽  
Active Earth Pressure ◽  
Loading Conditions

En este artículo se describe una metodología basada en el método de estimación puntual de Rosenblueth para el análisis del empuje activo desarrollado en un muro de retención con relleno cohesivo-friccionante bajo condiciones de carga sísmica. El principio básico de esta metodología es usar dos estimaciones puntales, i.e., la desviación estándar y el valor medio, para examinar una variable en el análisis de seguridad. Es posible mostrar que aumentando el valor del coeficiente de aceleración sísmica horizontal, el factor de seguridad por volteo decrece y la probabilidad de falla aumenta, especialmente para coeficientes mayores que 0.2. Por otro lado, es observado que el valor medio del factor de seguridad crece cuando aumenta el coeficiente de aceleración sísmica vertical, sin embargo la probabilidad de falla se mantiene prácticamente igual para el valor del factor de seguridad considerado como crítico (1.15).

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