Anchored sheet pile walls are used to restrain excavation when the depth of the excavation exceeds about 6 m. In this paper, the influence of some parameters on anchored sheet pile walls was studied. The parameters are: anchor inclination with the horizontal ground, the number of anchors (one -row, or more), the cohesion of soil, and angle of internal friction of the backfill soil. The previous parameters affect soil behavior, wall bending moments, and wall displacement. Numerical analysis of the anchored sheet pile walls was implemented using a finite element program GEO5. The results of the analysis indicated that the optimum angle of anchor inclination is 25 degrees to reduce the horizontal displacement at the top of the wall and maximum bending moment. Variation of the angle of internal friction has a significant effect on the wall. As the friction angle increases, the maximum displacement and the internal forces decrease. As the cohesion of soil increases, the maximum bending moment, shear force, and wall displacement decreases. Increasing the number of anchors decreases the maximum bending moment, wall displacement, and increases the maximum shear force.
The reinforcement by geotextiles or geogrids helps to improve the embankment stability and guarantee more uniform settlement. The factors effect on the stability of the reinforced embankment on soft clay, in terms of slope stability and sliding resistance has been studied using a finite element program (GEO5 program). In this paper, the effect of geogrid Spacing, the height of the first geogrid layer, unit weight of embankment fill, and the angle of internal friction was studied. The numerical model results indicated that the optimum spacing between the geogrid layers is 0.5 m. Increasing the angle of internal friction for the embankment fill causes to increase the factors of safety. Increasing the density of the embankment fill causes to decrease the factors of safety. Also, it was recommended to install the first geogrid layer between the embankment base and underlying soft clay layer without any vertical distance.
Compaction of backfill behind a retaining wall is normally affected by the compactors. The compaction plant can be represented approximately by a surcharge load equal to the weight of the roller. If a vibratory roller is employed, the centrifugal force due to the vibrating mechanism should be added to the static weight. After compaction, the lateral stress does not revert to the basic value (k a γz). At a certain depth, the residual lateral pressure may be high enough to cause passive failure in the soil behind the retaining wall. The present paper analyses the effect of compaction of the backfill behind the retaining walls. The values of the residual lateral earth pressure induced by common compacting equipment the most parts of the world especially in Egypt are calculated by the classical methods (the method of Canadian code of Practice). The study compares the method of Canadian Practice results and the results of the analysis using the finite element to enhance the method of calculation the lateral earth pressure due to compaction.
Soft clay soil is characterized by high compressibility and low shear strength, so the settlement is the major problem facing the embankment constructed on soft clay soils and causes an increase in the cost of maintenance. Numerical analysis has been carried out to study some parameters affect the settlement of embankment founded on soft clay such as, the clay thickness (h c) and the width of the embankment base (B), and the stiffness of clay layer. The lateral extrusion due to the settlement of the embankment was also included. The results of the finite element analysis were verified using field and the traditional method results. Numerical analysis was performed using the GEO5 finite element program. Finally, the results of the finite element analysis were discussed in detail.
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