Analysis Again for Earth Pressure Calculation Theory Considering Displacement Effects

2011 ◽  
Vol 368-373 ◽  
pp. 2755-2759
Author(s):  
Tai Hua Yang ◽  
Huai Jian He ◽  
Xiang Chao Gong
Keyword(s):  
Shear Strength ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Friction Angle ◽  
Calculation Model ◽  
Cohesionless Soils ◽  
Shear Strength Reduction Method ◽  
Pressure Calculation ◽  
Displacement Effects ◽  
Shear Strength Reduction

According to Moore-Coulomb strength theory, combined with the shear strength reduction method, assumed that the exerted value of the soil’s internal friction Angle and displacement were in nonlinear, and the exerted value of the soil’s cohesion and displacement were in linear, and then put forward a unified, continuous with displacement earth pressure calculation model, and this model could be used to calculate the active and passive earth pressure for cohesive soils and cohesionless soils in any nonlimited state and any movement mode. Through the analysis of the calculation model showed that: (1) The above assumptions were all reasonable from the two perspectives of the theoretical and the measuring; (2) The variation process of earth pressure acted on the retaining wall with displacement, could regard as the process of the soil’s shear strength parameters exerting gradually; (3) Given the physical meanings to the calculated parameters; (4) Analyzed the characteristics of the calculation model, and pointed out that there were calculation errors when the displacement of retaining wall was in (0, x0H) for the Rankine earth pressure theory.

Calculation of Earth Pressure on Straight Ditch Buried Rigid Pipe

2013 ◽  
Vol 438-439 ◽  
pp. 824-828
Author(s):  
Qing Liu ◽  
Wei Ding ◽  
Jian Bo Cui ◽  
Yan Xiao ◽  
Xue Qiang Zhao
Keyword(s):  
Shear Strength ◽  
Optimization Design ◽  
Earth Pressure ◽  
Calculation Model ◽  
Intermediate Principal Stress ◽  
Strength Theory ◽  
Soil Pressure ◽  
Top Soil ◽  
Pressure Calculation ◽  
New Formula

Based on the unified twin shear strength theory, a new earth pressure formula is deduced for the straight groove buried rigid pipes, with a straight slip plane soil pressure calculation model established. Compared with traditional earth pressure calculation method, the new formula which considers influence of intermediate principal stress on the pipeline earth pressure can obtain the result which is much closer to the actual pipeline stress situation. The results determined from the proposed formula with an engineering example show the influence law of slot width and the thickness of the overburden on tube top soil pressure. The conclusions have some guidance significance for optimization design of pipeline engineering.

Calculation of Unlimited Passive Earth Pressure in the Model of RBT Movement

2011 ◽  
Vol 250-253 ◽  
pp. 1572-1577
Author(s):  
Tai Hua Yang ◽  
Huai Jian He
Keyword(s):  
Retaining Wall ◽  
Limit State ◽  
Earth Pressure ◽  
Friction Angle ◽  
Calculation Model ◽  
Total Force ◽  
Passive Earth Pressure ◽  
Maximum Displacement ◽  
Action Point ◽  
Room Model

Assuming the internal friction angle of backfill and the displacement are in nonlinear, to adopt the calculation model that was put forward by the author, combined with the in-room model experiment, to calculate and analyze the passive earth pressure acted on the retaining wall in the model of RBT movement. The analysis results show: the calculated values and the test values can agree with each other very well in the three ways of the distribution of earth pressure along the wall height, the values of the passive total force and its action point position. So it is feasible to use the calculation model to calculate the passive earth pressure in the model of RBT movement. Comparatively, when n = 0 the calculated values are the most identical with the test values, when n = 0.25 are worse, when n = 0.5 are the worst. Those may be relative to the sizes effect of the box of model test and the property of the interface between the soil and the plate at the bottom of model box. In addition, with the value of n increasing gradually, the maximum displacement needed to reach Rankine’s passive limit state will be decreased.

Study of Seismic Design Method for Slope Supporting Structure of Soil Nailing

2013 ◽  
Vol 353-356 ◽  
pp. 2073-2078
Author(s):  
Tian Zhong Ma ◽  
Yan Peng Zhu ◽  
Chun Jing Lai ◽  
De Ju Meng
Keyword(s):  
Seismic Design ◽  
Calculation Method ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Calculation Model ◽  
Soil Nailing ◽  
Case Record ◽  
Analysis And Design ◽  
Supporting Structure ◽  
Earthquake Action

Slope anchorage structure of soil nail is a kind of economic and effective flexible slope supporting structure. This structure at present is widely used in China. The supporting structure belong to permanent slope anchorage structure, so the design must consider earthquake action. Its methods of dynamical analysis and seismic design can not be found for the time being. The seismic design theory and method of traditional rigidity retaining wall have not competent for this new type of flexible supporting structure analysis and design. Because the acceleration along the slope height has amplification effect under horizontal earthquake action, errors should be induced in calculating earthquake earth pressure using the constant acceleration along the slope height. Considering the linear change of the acceleration along the slope height and unstable soil with the fortification intensity the influence of the peak acceleration, the earthquake earth pressure calculation formula is deduced. The soil nailing slope anchorage structure seismic dynamic calculation model is established and the analytical solutions are obtained. The seismic design and calculation method are given. Finally this method is applied to a case record for illustration of its capability. The results show that soil nailing slope anchorage structure has good aseismic performance, the calculation method of soil nailing slope anchorage structure seismic design is simple, practical, effective. The calculation model provides theory basis for the soil nailing slope anchorage structure of seismic design. Key words: soil nailing; slope; earthquake action; seismic design;

Coefficients of active earth pressure with seepage effect

2012 ◽  
Vol 49 (6) ◽  
pp. 651-658 ◽  
Author(s):  
Pérsio L.A. Barros ◽  
Petrucio J. Santos
Keyword(s):  
Pore Water Pressure ◽  
Water Pressure ◽  
Retaining Wall ◽  
Drainage System ◽  
Numerical Procedure ◽  
Ground Surface ◽  
Earth Pressure ◽  
Friction Angle ◽  
Active Earth Pressure ◽  
Plane Failure

A calculation method for the active earth pressure on the possibly inclined face of a retaining wall provided with a drainage system along the soil–structure interface is presented. The soil is cohesionless and fully saturated to the ground surface. This situation may arise during heavy rainstorms. To solve the problem, the water seepage through the soil is first analyzed using a numerical procedure based on the boundary element method. Then, the obtained pore-water pressure is used in a Coulomb-type formulation, which supposes a plane failure surface inside the backfill when the wall movement is enough to put the soil mass in the active state. The formulation provides coefficients of active pressure with seepage effect which can be used to evaluate the active earth thrust on walls of any height. A series of charts with values of the coefficients of active earth pressure with seepage calculated for selected values of the soil internal friction angle, the wall–soil friction angle, and the wall face inclination is presented.

Pseudo-Dynamic Active Earth Pressure on Battered Face Retaining Wall Supporting c-Φ Backfill Considering Curvilinear Rupture Surface

2014 ◽  
Vol 5 (1) ◽  
pp. 39-57
Author(s):  
Sima Ghosh ◽  
Arijit Saha
Keyword(s):  
Wave Velocity ◽  
Retaining Wall ◽  
Pressure Coefficient ◽  
Wedge Angle ◽  
Earth Pressure ◽  
Friction Angle ◽  
Active Earth Pressure ◽  
Horizontal Shear ◽  
Rupture Surface ◽  
Wide Range

In the present analysis, using the horizontal slice method and D'Alembert's principle, a methodology is suggested to calculate the pseudo-dynamic active earth pressure on battered face retaining wall supporting cohesive-frictional backfill. Results are presented in tabular form. The analysis provides a curvilinear rupture surface depending on the wall-backfill parameters. Effects of a wide range of variation of parameters like wall inclination angle (a), wall friction angle (d), soil friction angle (F), shear wave velocity (Vs), primary wave velocity (Vp), horizontal and vertical seismic accelerations (kh, kv) along with horizontal shear and vertical loads and non-linear wedge angle on the seismic active earth pressure coefficient have been studied.

Study on Soil Pressure of High Fill Retaining Wall in Construction Stage

2012 ◽  
Vol 204-208 ◽  
pp. 718-721 ◽  
Author(s):  
Peng Li ◽  
Xiao Song
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Monitoring Data ◽  
Experiment Study ◽  
Pressure Monitoring ◽  
Soil Pressure ◽  
Construction Stage ◽  
The Earth ◽  
Pressure Calculation ◽  
Practical Guidance

The traditional formula using for the calculation of Expressway on high embankment of the retaining wall and the earth pressure can not be very good practical. In order to accurately determine the soil pressure calculation of the complex retaining wall in construction stage for guaranteeing the engineering safety, the experiment study on soil pressure is done, and the study on soil pressure monitoring data is also done. Then the valuable conclusions are obtained to facilitate better practical guidance for construction.

Formulation of Seismic Passive Resistance of Retaining Wall Backfilled with c-F Soil

2012 ◽  
Vol 3 (2) ◽  
pp. 15-24 ◽  
Author(s):  
Sima Ghosh
Keyword(s):  
Retaining Wall ◽  
Pressure Coefficient ◽  
Earth Pressure ◽  
Friction Angle ◽  
Wall Friction ◽  
Unit Weight ◽  
Passive Resistance ◽  
Angle Of Internal Friction ◽  
Variation Of Parameters ◽  
Wide Range

Knowledge of passive resistance is extremely important and it is the basic data required for the design of geotechnical structures like the retaining wall moving towards the backfill, the foundations, the anchors etc. An attempt is made to develop a formulation for the evolution of seismic passive resistance of a retaining wall supporting c-F backfill using pseudo-static method. Considering a planar rupture surface, the formulation is developed in such a way so that a single critical wedge surface is generated. The variation of seismic passive earth pressure coefficient are studied for wide range of variation of parameters like angle of internal friction, angle of wall friction, cohesion, adhesion, surcharge, unit weight of the backfill material, height and seismic coefficients.

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.

Upper Bound Limit Analysis of Passive Earth Pressure of Cohesive Backfill on Retaining Wall

2013 ◽  
Vol 353-356 ◽  
pp. 895-900 ◽  
Author(s):  
Xin Rong Liu ◽  
Ming Xi Ou ◽  
Xin Yang
Keyword(s):  
Upper Bound ◽  
Limit Analysis ◽  
Slip Surface ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Friction Angle ◽  
Cohesive Soil ◽  
Passive Earth Pressure ◽  
Simple Method ◽  
Upper Bound Limit Analysis

In view of the shortage of using classical earth pressure theories to calculating passive earth pressure of cohesive soil on retaining wall under complex conditions. Based on the planar slip surface and the back of retaining wall was inclined and rough assumption, the calculation model of passive earth pressure of cohesive backfill under uniformly distrubuted loads was presented, in which the upper bound limit analysis was adopted. Meanwhile it was proven that the prevailing classical Rankine’s earth pressure theory was a special example simlified under the condition of its assumptions. For it’s difficult to determine the angle of slip surface , a relatively simple method for calculating the angle was proposed by example. And the influence of angle of wall back , friction angle of the interface between soil and retaining wall, cohesion force and internal friction angle of backfill soil to planar sliding surface and passive earth pressure were analyzed. Some good calculation results were achieved, these analysis can provide useful reference for the design of retaining wall.

Study on In Situ Shearing Strength Test for the Retaining Wall Bottom in a Bank Revetment Project

2012 ◽  
Vol 214 ◽  
pp. 333-337
Author(s):  
Guang Zhang ◽  
Jun Rong Ma ◽  
Jing Xi Chen ◽  
Hua Lin Zhou ◽  
Dong Hua Wang
Keyword(s):  
Shear Strength ◽  
Retaining Wall ◽  
Friction Angle ◽  
Strength Test ◽  
Composite Foundation ◽  
Undisturbed Soil ◽  
Shear Strength Test ◽  
Geological Conditions ◽  
Shearing Strength

To obtain the necessary shear strength parameters of the retaining wall bottom in a bank revetment project, in-situ shearing strength test must be conducted. There are 3 kinds of foundations. One is undisturbed soil foundation, and the other two are composite foundations. Due to the limited of the engineering conditions, each kind of foundation has prepared one specimen only. So the single shearing strength test can't separate cohesion c and friction angle φ. To solve this problem, a method which is a combination of shear strength test and sliding strength test is used. Sliding strength test is carried on specimens that have already failed after shearing strength test. This test is carried in wet conditions and cohesion values and friction angle values are obtained. In addition, the influence of the processing of composite foundation to equivalent friction coefficient is analyzed. Test result can be referenced by bank revetment projects which have similar geological conditions.

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