For example, (1986) model studies for which the wall was made of alumi-, analyses of a typical back-filled walls until the information on, the initial stresses in the sand but also by, could be underpredicted with the overestimated, most retaining walls are likely to be made of concrete and the, walls are much rougher than the model walls. Comparisons of calculated results with, shearing resistance and wall friction are used. (4) For the location of the action point of the total earth pressure, in Mode T, those are all at the 1/3 wall's height from the wall bottom; in Mode RBT, those are all over the 1/3 wall's height; in Mode RTT, those are all below the 1/3 wall's height; and in RBT and RTT mode locations of the action point all gradually trend to the 1/3 height place from the wall bottom with the value of n (the ratio of the distance from rotation point to retaining wall proximal endpoint to wall's height) increasing gradually. This analytical model is verified when compared with experimental and numerical results and can predict the nonlinear earth pressure distribution under various modes of wall movement. Mobilization of, shearing resistance will propagate downwards as the angle of, rotation increases. is directly related to the construction or compaction details and, the roughness of the wall. and friction criteria were not adequate with the cohesionless Cam clay model used because of the discontinuity between the top and sub soils. ships of the soil will improve the solutions. The tests involved a 1.02 m high wall rotating. 1978) and model tests (e.g., Fang and, The calculated distribution curves in Fig. Stress and strain fields in sand. The maximum value for the coefficient of friction is reached at the contact edge, which is a very important region in the specimen, because this is the position at which most of the creep deformation occurs. 245 0 obj <>stream This is probably because (1) the assumed rupture, mechanism is not observed in practice for walls rotating about, the top, and (2) the present analysis does not take, Direct comparisons with model test results, model studies provide a valuable source of comparison for the, present solutions. h޼Wmo�8�+��aȬ�`(�&떻KW,�� ��Dk}�ā�b��?R�{iڵ#M�)�)� ��sK8c0:��?�##JH9a� h�bbd```b``��� ��D�����lO�4L����A$_��j������x�H�`v:�d̊�}"�$����(&���`5�4'�30�0 j�V This paper presents the advantages of both prediction and optimization of retaining wall SF through artificial neural network (ANN) and artificial bee colony (ABC), respectively. Different heights of retaining walls were simulated and the lateral earth pressure on the wall was observed under both at-rest and active conditions. endstream endobj startxref Nevertheless, the extent of the dead zone near the base in, which the shearing resistance of the soil is not completely, mobilized will dictate the detailed distribut. Failure mechanisms of soils under various displacement modes of retaining walls have not been clarified yet in previous studies. All rights reserved. The equations for earth pressure at rest are also derived. The wall displacement required for the entire soil mass be-, hind the wall to reach the fully active Coulomb state generally, varies with the compactness of the soil. The lateral earth pressure (σ) at a point below ground surface is: • σa = Ka (σv’) Active lateral earth pressure (4.0) • σp = Kp (σv’) Passive lateral earth pressure (5.0) Where (σv’) is the vertical effective overburden pressure. The wall is made of concrete and 10m in height. shows the normalized total lateral force, values from the present analysis compared, , that the calculated force on the wall is only slightly, ratio is significant because of the large dif, Comparisons of the present analytical results w. is wall height) is independent of soil density, for back-filled walls, however, may require much, ) for the wall in sand II in Fang and Ishibashi’s, are 7.5° for sand I and 10.4° for sand II based on, vary linearly along the wall is only reasonable for a per-, ) and the locally mobilized angle of wall friction, distributions that properly incorporate the effect of initial, that separates a partially mobilized zone from a fully, initial coefficient of lateral earth pressure, total resultant force or total pressure force, unit lateral pressure (horizontal component of, total lateral force (horizontal component of, critical lateral wall displacement for fully-active state, ratio of the angle of wall friction to the angle of internal, normalized lateral displacement defined as, normalized maximum lateral displacement defined as, angle of internal friction or shearing resistance, initial mobilized angle of internal friction or shearing, mobilized angle of internal friction or shearing resistance. The resting earth pressure is larger than the active earth pressure in 0.3 times height of retaining wall from the top, as result the soil arching is formed. The solution can be improved with refinement of the assumed. It is shown that: (1) It is feasible to use the calculation model to calculate the passive earth pressure in different movement modes. Note that the, similar to that obtained by the experiment, and that both the, experiment and the analysis show that this rate of change is, different from the experimental value, even though the analysis, neglects the arching effect. 1965. The rupture mechanism with a single curved surface is similar. Compared with the general shear failure mode, the main difference between the two modes is that the pressure in the BDD 1 B 1 plane changes from passive earth pressure to non-limiting Rankine passive earth pressure *. In this paper the writers first present experimental results obtained for the distribution of the active stresses due to a sand backfill behind a rigid wall rotating about the top. Results calculated using, mobilized angles of wall friction and internal friction compare, very well with finite element solutions and model test data for. For walls rotating about the top, the prediction is fair due to arching and the difference between assumed and observed rupture mechanisms. The method of effective area ratio of wall displacement was put forward to quantify the relationship to rigid retaining wall under the deformation mode of rotation. Accepted March 15, 199, Nanyang Technological University, Blk N1 #1A–37, relevant to various situations in practice would be useful. Moreover, equations for the estimation of earth pressure in the failure zone behind the wall were developed. Mat-, suzawa and Hararika’s (1996) recent numerical study supports, this postulation. The external friction angle has littler influence on the deformed profiles in active state; nevertheless, it has larger change in passive state. surfaces appear only in the upper part of the wall. Journal of Geotechnical Engineerin, Fang, Y.S., Cheng, F.P., Chen, R.C., and Fan, C.C. Fo, difference between assumed and observed ruptu, une translation libre uniforme. Using the axis-translation method, the earth pressure at rest is the initial state without wall movement. 1986. the assumed distinct sliding mechanism, t, along the rupture surface is dictated by the displacement of the, wall at the level where the sliding surface meets the wall. It adopts a simple, concept of relating the mobilized shearing resi, displacement, similar to that of Dubrova (1963), to account for, soil. DEM Analysis of Backfilled Walls Subjected to Active Translation Mode, Experimental and Theoretical Investigations on Active Earth Pressure Distributions behind Rigid Retaining Walls with Narrow Backfill under a Translational Mode, Nonlinear distribution of active earth pressure on retaining wall considering wall-soil friction, The use of new intelligent techniques in designing retaining walls, Lateral Earth Pressure Considering the Displacement of a Rigid Retaining Wall, Ultimate bearing capacity of circular shallow foundations in frozen clay, Active earth pressures for non-planar to planar slip surfaces considering soil arching, Inclined Slice Method to Earth Pressure of Narrow Cohesionless Backfill against Rigid Walls under Various Displacement Modes, Calculation of Active Earth Pressure in the Non-Limit State Based on Wedge Unit Method, Estimating and optimizing safety factors of retaining wall through neural network and bee colony techniques, Finite element analyses of retaining wall behavior, IL Earth pressures against rigid retaining walls, Experimental study on earth pressure of retaining wall by field test, Finite Element computations for active and passive earth pressure problems of retaining walls. These techniques were selected because of their capability in predicting and optimizing science and engineering problems. A numerical study of the effects. The finite element method (FEM) is capable of providing valid solutions of lateral pressures for different wall movements, but a simple alternative method has its practical value. Assumed wall movements and distributions of mobilized resistance: (a) rotation about base; (b) rotation about top.

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