Calculating Method of Active Earth Pressure behind Rigid Retaining Wall Based on Pseudo-Dynamic Theory

2011 ◽  
Vol 368-373 ◽  
pp. 2932-2938
Author(s):  
Kui Hua Wang ◽  
Deng Hui Wu ◽  
Shao Jun Ma ◽  
Wen Bing Wu
Keyword(s):  
Numerical Analysis ◽  
Dynamic Theory ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Active Earth Pressure ◽  
Active Force ◽  
Calculating Method ◽  
Seismic Active Earth Pressure ◽  
Action Point ◽  
Seismic Force

By means of pseudo-dynamic theory, a new calculating method is presented to calculate the pseudo-dynamic seismic active earth pressure behind rigid retaining wall. Considering time and phase difference within the backfills, the horizontal slices is used to analyze the distribution of seismic active force behind retaining wall in more realistic manner. Under the assumption that the soil backfills are rigid body, the equations derived in this paper can be degenerated to Mononobe-Okabe equations. Through numerical analysis, it is shown that the values of seismic active force obtained from present study are smaller than those obtained from Mononobe-Okabe theory and the distribution of seismic force along the depth of the wall is nonlinear. It is also found that the action point of the total seismic active earth pressure is higher than one third of the wall height, which is corresponding to previous experimental results.

Estimation of Active Earth Pressure on Retaining Wall with Translation Mode

2013 ◽  
Vol 639-640 ◽  
pp. 682-687
Author(s):  
Qing Guang Yang ◽  
Jie Liu ◽  
Jie He ◽  
Shan Huang Luo
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Friction Angle ◽  
Active Earth Pressure ◽  
Action Point ◽  
Layer Analysis ◽  
Earth Pressures ◽  
Reduction Coefficient ◽  
Point Of Intersection ◽  
Theoretical Results

Considering the movement effect of translation mode，friction angle reduction coefficient and method of bevel-layer analysis,estimation of active earth pressures is deduced for cohesiveless soil retaining wall with translation mode.In order to validate the feasibility of the proposed approach，a model test for active earth pressures was conducted in laboratory;and the proposed method was used to analyze this model. Experimental and theoretical results indicate that the curve of active earth pressure increases firstly and decreases then along the depth of retaining wall with different values of s/sc,and it has a point of intersection with the curve of Coulomb active earth pressure at the depth of 0.6H，where H is the wall height. Further study indicates that the action point position of the active earth pressure is higher than 1/3 times wall height.

scholarly journals Effect of Wall Inclination on Dynamic Active Thrust for Cohesive Soil Backfill

2018 ◽  
Vol 9 (2) ◽  
pp. 6 ◽  
Author(s):  
A. Gupta ◽  
V. Yadav ◽  
V. A. Sawant ◽  
R. Agarwal
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Cohesive Soil ◽  
Retaining Walls ◽  
Wall Friction ◽  
Cohesionless Soil ◽  
Active Earth Pressure ◽  
Seismic Active Earth Pressure ◽  
Design Charts ◽  
Seismic Loadings

Design of retaining walls under seismic conditions is based on the calculation of seismic earth pressurebehind the wall. To calculate the seismic active earth pressure behind the vertical retaining wall, many researchers reportanalytical solutions using the pseudo-static approach for both cohesionless and cohesive soil backfill. Design charts havebeen presented for the calculation of seismic active earth pressure behind vertical retaining walls in the non-dimensionalform. For inclined retaining walls, the analytical solutions for the calculation of seismic active earth pressure as well as thedesign charts (in non-dimensional form) have been reported in few studies for c-ϕ soil backfill. One analytical solution forthe calculation of seismic active earth pressure behind inclined retaining walls by Shukla (2015) is used in the present studyto obtain the design charts in non-dimensional form. Different field parameters related with wall geometry, seismic loadings,tension cracks, soil backfill properties, surcharge and wall friction are used in the present analysis. The present study hasquantified the effect of negative and positive wall inclination as well as the effect of soil cohesion (c), angle of shearingresistance (ϕ), surcharge loading (q) and the horizontal and vertical seismic coefficient (kh and kv) on seismic active earthpressure with the help of design charts for c-ϕ soil backfill. The design charts presented here in non-dimensional form aresimple to use and can be implemented by field engineers for design of inclined retaining walls under seismic conditions. Theactive earth pressure coefficients for cohesionless soil backfill achieved from the present study are validated with studiesreported in the literature.

Analysis of active earth pressure against rigid caissons backfilled with crushed rock and sand

2009 ◽  
Vol 46 (10) ◽  
pp. 1216-1228 ◽  
Author(s):  
Kyuho Paik ◽  
Myung Sagong ◽  
Hyungjoo Lee
Keyword(s):  
Retaining Wall ◽  
Slope Angle ◽  
Earth Pressure ◽  
Crushed Rock ◽  
Active Earth Pressure ◽  
Active Force ◽  
Marine Structures ◽  
Earth Pressures ◽  
Backfill Materials ◽  
New Formulation

Arching effects in backfill materials generate a nonlinear active earth-pressure distribution behind a rough, rigid retaining wall. There are several analyses for estimating the nonlinear active earth pressures on a retaining wall exerted by a homogeneous backfill in the presence of arching. However, it is not possible to use these analyses for a caisson backfilled with crushed rock and sand, which is common in marine structures. In this study, a new formulation is proposed for calculating the nonlinear active earth pressure acting on a caisson backfilled with crushed rock and sand. The new formulation allows important insights, including the dependence of the slope angle of the crushed rock – sand interface that minimizes the active force and overturning moment on the caisson on the shear strengths of the crushed rock and sand and the geometry of the problem.

The Research of Seismic Active Earth Pressure with Mode of Translation by Horizontal Slices Analysis Method and Shaking Table Tests

2011 ◽  
Vol 90-93 ◽  
pp. 1942-1949
Author(s):  
Hong Sheng Ma ◽  
Chang Wei Yang
Keyword(s):  
Peak Ground Acceleration ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Shaking Table ◽  
Active Earth Pressure ◽  
Analysis Method ◽  
Shaking Table Tests ◽  
Computational Accuracy ◽  
Ground Acceleration ◽  
Seismic Active Earth Pressure

In order to get the seismic active earth pressure with the mode of translation, adopting some related assumptions of the M-O theory, this paper establishes the first-order differential equation of the Seismic active earth pressure by horizontal slices analysis method and gets the solution of the seismic active earth pressure by boundary conditions. This formula can solve the distribution of the seismic active earth pressure is nonlinear along the wall, the point of application of the dynamic active thrust which is the advantage of this formula and announces the decreasing process of the filling’s rupture angle with the increase of the horizontal peak ground acceleration (PGA) , as well. The rationality and validity of the formula is confirmed by the comparison between the results of the shaking table tests and the formula, respectively. If the retaining wall takes place the mode of translation, the point of application of the seismic active thrust ranges between 0.4 and 0.5 times wall’s height at the horizontal seismic peak ground acceleration (PGA)<0.4g.At the same time, the computational accuracy of the dynamic active thrust, their points of application and the angle of rupture increases with the increase of the horizontal peak ground acceleration at the horizontal PGA<1.0g, as the astigmatic of the retaining wall in highly seismic intensity region supplying the valuable reference.

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