Abstract
The finite element model is used to simulate the behavior of the full scale instrumented anchored reinforced wall. The validated finite element model is then used to carry out parametric studies to ascertain the influence of the boundary conditions on the behavior of the wall. The boundaries at the crest, facing and base of the wall are varied to study their effects. At the crest of the wall, slope surcharge of various geometrical dimensions are imposed. At the facing of the wall, the boundary is allowed to yield laterally by inserting a compressible geoinclusion at the back face of the wall panels. Meanwhile, at the base, the boundary is allowed to yield vertically by allowing the wall to sit on a compressible foundation soil. The behavior of the wall is determined in terms of the tensile stress distribution developed in the reinforcing bars, the summation of the maximum tension in the reinforcing bars, the summation of the tensions developed at the connection to the facing panels, the lateral movement at the facing and the vertical movement at the base.
Highlights
In 1981, the Transport and Road Research Laboratory in United Kingdom patented the Anchored Earth wall, which is another type of reinforced soil system
The above observation was more or less concurred by the findings of Andrawes and Saad[7] based on studies on 2.1 m high geogrid reinforced experimental walls and finite element modeling using CRISP geotechnical finite element program developed by the University of Cambridge[8]
The above research is carried out to study the influence of boundary conditions on the behavior of Nehemiah wall
Summary
In 1981, the Transport and Road Research Laboratory in United Kingdom patented the Anchored Earth wall, which is another type of reinforced soil system. Parallel to the rapid development and application of reinforced soil technique is the availability of the high speed computers with great computing power This easy availability of powerful computers has spurred the growth in the application and sophistication of the numerical modeling technique. The present design methodology is unable to take into account the effects of yielding at the base and as well as at the facing of the wall. If the wall is sitting on a compressible founding soil layer, the present design method is unable to capture the changes in the stresses in the reinforcing elements of the wall as a result of the yielding base. If the facing of the wall is allowed to move laterally, the present design method is again unable to capture the changes in the tensile stresses developed in the reinforcing elements due to the lateral yielding. The boundary conditions investigated were the slope surcharge at the crest, the deformation at the facing and the deformation at the base of the wall
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