Discussion of “Seismic active earth pressure behind a nonvertical retaining wall using pseudo-dynamic analysis”Appears in Canadian Geotechnical Journal, 45(1): 117–123.

2008 ◽  
Vol 45 (12) ◽  
pp. 1795-1797 ◽  
Author(s):  
Venanzio R. Greco
Keyword(s):  
Dynamic Analysis ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Active Earth Pressure ◽  
Seismic Active Earth Pressure

Seismic active earth pressure behind a nonvertical retaining wall using pseudo-dynamic analysis

2008 ◽  
Vol 45 (1) ◽  
pp. 117-123 ◽  
Author(s):  
Priyanka Ghosh
Keyword(s):  
Dynamic Analysis ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Failure Surface ◽  
Friction Angle ◽  
Wall Friction ◽  
Active Earth Pressure ◽  
Nonlinear Variation ◽  
Seismic Active Earth Pressure ◽  
Planar Failure

This note describes a study on the seismic active earth pressure behind a nonvertical cantilever retaining wall using pseudo-dynamic analysis. A planar failure surface has been considered behind the retaining wall. The effects of soil friction angle, wall inclination, wall friction angle, amplification of vibration, and horizontal and vertical earthquake acceleration on the active earth pressure have been explored in this study. Unlike the Mononobe–Okabe method, which incorporates pseudo-static analysis, the present analysis predicts a nonlinear variation of active earth pressure along the wall. The results have been compared with the existing values in the literature.

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.

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.

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.

Sign in / Sign up

Export Citation Format

Share Document