Numerical simulation of an instrumented cantilever retaining wall

2011 ◽  
Vol 48 (9) ◽  
pp. 1303-1313 ◽  
Author(s):  
Ashok K. Chugh ◽  
Joseph F. Labuz
Keyword(s):  
Numerical Simulation ◽  
Field Data ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Satisfactory Explanation ◽  
Foundation Soil ◽  
Pressure Coefficients ◽  
Working Hypothesis ◽  
Earth Pressures ◽  
Practical Implications

The field data of an instrumented cantilever retaining wall are reexamined to develop a working hypothesis for the mechanism that explains the observed response. The field data are in terms of earth pressures and wall movements (deflection, translation, and rotation) from the start to completion of backfilling. The observed response demonstrates strong interaction between the retaining wall and foundation soil. Traditional calculations based on earth pressure coefficients had not provided a satisfactory explanation for the measured responses during placement of backfill. In this paper, the working hypothesis, and results from its implementation in a continuum-mechanics-based computer program are presented. The numerical model results, displacements and earth pressures, are in general agreement with the field data for all stages of backfill placement and provide a clear exposition to the observed response. Practical implications of the work are included.

Seismic passive earth pressure coefficients for sands

2001 ◽  
Vol 38 (4) ◽  
pp. 876-881 ◽  
Author(s):  
Jyant Kumar
Keyword(s):  
Limit Equilibrium ◽  
Earth Pressure ◽  
Logarithmic Spiral ◽  
Failure Surface ◽  
Passive Earth Pressure ◽  
Pressure Coefficients ◽  
Straight Line ◽  
Earth Pressures ◽  
Planar Failure ◽  
Seismic Forces

By taking the failure surface as a combination of the arc of a logarithmic spiral and a straight line, passive earth pressure coefficients in the presence of horizontal pseudostatic earthquake body forces have been computed for an inclined wall placed against cohesionless backfill material. The presence of seismic forces induces a considerable reduction in the passive earth resistance. The reduction increases with an increase in the magnitude of the earthquake acceleration. The effect becomes more predominant for loose sands. The obtained results compared well with those reported in the literature using curved failure surfaces. However, the results available in the literature on the basis of a planar failure surface are found to predict comparatively higher passive resistance.Key words: earth pressures, earthquakes, limit equilibrium, plasticity, retaining walls, sands.

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.

Numerical Simulation on the Stress Characteristics of Prestressed Retaining Wall

2013 ◽  
Vol 477-478 ◽  
pp. 596-599
Author(s):  
Jian Qing Wu ◽  
Hong Bo Zhang ◽  
Xiu Guang Song ◽  
Yi Fan Yu ◽  
Chao Li
Keyword(s):  
Numerical Simulation ◽  
Stress Distribution ◽  
Bearing Capacity ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Lateral Earth Pressure ◽  
Prestressed Anchor

With the highway subgrade fill increasing, traditional retaining wall cannot meet the requirements for supporting. To meet this requirement, the prestressed opposite-pull retaining wall was put forward. Due to the anchor pull of the new-style retaining wall, its bearing capacity was enhanced, but the stress is not clear. In order to reveal the stress distribution of the prestressed opposite-pull retaining wall, FLAC3D was adept to do numerical simulation on the new-style retaining wall. It simulated three conditions of the wall with no anchor, with anchor but without prestress and with prestressed anchor. The results showed that, after the layout of prestressed anchor, the lateral earth pressure of the region near the anchor increased with the increase of prestress, the lateral earth pressure of the wall is parabola distribution. The lateral earth pressure was larger than that of the wall with no anchor and with anchor but without prestress. The bearing capacity of the retaining wall was effectively improved.

Analysis of Passive Earth Pressure and Displacements of Retaining Walls Using Pseudo-Dynamic Approach

2010 ◽  
Vol 1 (1) ◽  
pp. 88-109
Author(s):  
B. Munwar Basha ◽  
G. L. Sivakumar
Keyword(s):  
Dynamic Method ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Passive Earth Pressure ◽  
Planar Mechanisms ◽  
Composite Failure ◽  
Earth Pressures ◽  
Planar Failure ◽  
Seismic Accelerations ◽  
The Comparative Study

Using additional dynamic parameters in the pseudo-static method like shear wave and primary wave velocities of soil, phase change in the shear and primary waves, and soil amplification for seismic accelerations, one can benefit from another useful tool called pseudo-dynamic method to solve the problem of earth pressures. In this study, the pseudo-dynamic method is used to compute the seismic passive earth pressures on a rigid gravity retaining wall by considering both the planar failure and composite failure (log-spiral and planar) mechanisms. To validate the present formulation, passive earth pressure computed by the present method are compared with those given by other authors. Seismic passive earth pressure coefficients are provided in tabular form for different parameters. The sliding and rotational displacements are also computed and results of the comparative study showed that the assumption of planar failure mechanism for rough soil-wall interfaces significantly overestimates passive earth pressure and underestimate the sliding and rotational displacements.

Earth Pressure Analysis and Retaining Walls

2015 ◽  
pp. 313-410
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Retaining Walls ◽  
Wall Friction ◽  
Underground Structures ◽  
Retaining Structure ◽  
Earth Pressures ◽  
Braced Excavations ◽  
Surcharge Load ◽  
Line Loads

Retaining walls are structures used not only to retain earth but also water and other materials such as coal, ore, etc. where conditions do not permit the mass to assume its natural slope. In this chapter, after considering the types of retaining wall, earth pressure theories are developed in estimating the lateral pressure exerted by the soil on a retaining structure for at-rest, active, and passive cases. The effect of sloping backfill, wall friction, surcharge load, point loads, line loads, and strip loads are analyzed. Karl Culmann's graphical method can be used for determining both active and passive earth pressures. The analysis of braced excavations, sheet piles, and anchored sheet pile walls are considered and practical considerations in the design of retaining walls are treated. They include saturated backfill, wall friction, stability both external and internal, bearing capacity, and proportioning the dimensions of the retaining wall. Finally, a brief treatment of earth pressure on underground structures is included.

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.

scholarly journals Seismic Earth Pressures of Retaining Wall from Large Shaking Table Tests

2015 ◽  
Vol 2015 ◽  
pp. 1-8 ◽  
Author(s):  
Changwei Yang ◽  
Jian Jing Zhang ◽  
Qu Honglue ◽  
Bi Junwei ◽  
Liu Feicheng
Keyword(s):  
Wenchuan Earthquake ◽  
Retaining Wall ◽  
Time History ◽  
Earth Pressure ◽  
Shaking Table ◽  
Rock Foundation ◽  
Shaking Table Tests ◽  
The Wenchuan Earthquake ◽  
Earth Pressures ◽  
Soil Foundation

To ascertain seismic response of retaining wall in the Wenchuan earthquake, large shaking table tests are performed and an acceleration record is acted in 3 directions. In the tests, acceleration time history recorded at Wolong station in the Wenchuan earthquake is used to excite the model wall. Results from the tests show that the location of dynamic resultant earth pressure is 0.35–0.49 H from toe of the wall for road shoulder retaining wall on rock foundation, 0.33–0.42 H for embankment retaining wall on rock foundation, and 0.46–0.77 H for road shoulder retaining wall on soil foundation. Besides, dynamic earth pressure increases with the increase of ground shaking from 0.1 g to 0.9 g and the relationship is nonlinear. The distribution is closed to for PGA less than 0.4 g but larger for PGA larger than and equal to 0.4 g, especially on the soil foundation. After the comparison of measured earth pressures and theoretical results by pseudodynamic method and pseudostatic method, results of the former are consistent with those of the shaking table test, but results of the latter method are smaller than measured.

Determination of passive earth pressure coefficients using limit equilibrium approach coupled with the Kötter equation

2015 ◽  
Vol 52 (9) ◽  
pp. 1241-1254 ◽  
Author(s):  
Mrunal A. Patki ◽  
J.N. Mandal ◽  
D.M. Dewaikar
Keyword(s):  
Limit Equilibrium ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Failure Surface ◽  
Passive Earth Pressure ◽  
Pressure Coefficients ◽  
Composite Failure ◽  
Equilibrium Approach ◽  
The Moment

A numerical method is developed to evaluate the passive earth pressure coefficients for an inclined rigid retaining wall resting against a horizontal cohesionless backfill. A composite failure surface comprises a log spiral, and its tangent is assumed in the present study. The unique failure surface is identified based on the limit equilibrium approach coupled with the Kötter equation (published in 1903). Force equilibrium conditions are used to evaluate the magnitude of the passive thrust, whereas the moment equilibrium condition is employed to determine the location of the passive thrust. The distinctive feature of the present study is that no assumption is required to be made regarding the point of application of the passive thrust, which would otherwise be an essential criterion with respect to the several limit equilibrium based investigations available in the literature. The passive earth pressure coefficients, Kpγ, are evaluated for various values of soil frictional angle [Formula: see text], wall frictional angle δ, and wall inclination angle λ, and compared with the existing results.

Study on Lateral Earth Pressure of Anchored Retaining Wall

2013 ◽  
Vol 353-356 ◽  
pp. 312-317
Author(s):  
Ying Yong Li ◽  
Li Zhi Zheng ◽  
Hong Bo Zhang ◽  
Xiu Guang Song ◽  
Zhi Chao Xue
Keyword(s):  
Numerical Simulation ◽  
Pressure Distribution ◽  
Model Test ◽  
Retaining Wall ◽  
Field Tests ◽  
Earth Pressure ◽  
Soil Pressure ◽  
Gravity Retaining Wall ◽  
Lateral Earth Pressure ◽  
The Stability

In order to ensure the security of gravity retaining wall in the high fill subgrade, the design of gravity retaining wall with anchors is proposed,the characteristic of the new wall is that comment anchors are added to the traditional gravity retaining wall,by friction anchors provide lateral pull to the wall so the stability of the new wall is improved. Because of the constraints of anchors, the lateral free deformation is influenced and the soil pressure distribution is very complicated, field tests showed that soil pressure distribution is nonlinear and pressure concentrate in anchoring position. In order to reveal the supporting mechanism of retaining wall and propose the soil pressure formula, the model test of anchor retaining wall is made and numerical simulation is done. The results show that soil pressure appears incresent above the anchor and decreasing below the anchor, the soil pressre also grew larger away from the anchor proximal in the horizontal direction.

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