Análise Numérica Axissimétrica de Estaca de Grande Diâmetro Embutida Parcialmente em Rocha

RESUMO: Analisa-se neste artigo o comportamento de uma estaca de concreto embutida parcialmente em rocha com 15m de comprimento, sendo 12,7m em solo com diâmetro de 1,2m, e embutida 2,3m em rocha, com diâmetro de 1,1m, submetida a carregamento axial de compressão. Com o objetivo de avaliar o modelo de transferência de carga da estaca para o solo, e camada de rocha, por meio de um modelo numérico axissimétrico pelo método dos elementos finitos (MEF-2D), em termos de tensão e deformação, visando obter os deslocamentos no topo da estaca e no topo do embutimento em rocha, bem como comparar os resultados, por meio de métodos teóricos semiempíricos de previsão de recalque dos pesquisadores, Rowe, Ronald Karry; Armitage (1987), Carter, John P.; Kulhawy (1988), Pells (1999). As análises numéricas foram realizadas por meio do software RS2 da Rocsience . Os deslocamentos no topo da estaca ABSTRACT: This article analyzes the behavior of a concrete stake partially embedded in rock with 15m in length, 12.7m in soil with a diameter of 1.2m, and embedded 2.3m in rock, with a diameter of 1.1m, submitted axial compression loading. With the objective of evaluating the load transfer model from the pile to the soil, and the rock layer, using a numerical axisymmetric model using the finite element method (MEF-2D), in terms of stress and deformation, aiming to obtain the displacements at the top of the pile and at the top of the rock inlay, as well as comparing the results, using semi-empirical theoretical methods of predicting the settlement of researchers, Rowe, Ronald Karry; Armitage (1987), Carter, John P .; Kulhawy (1988), Pells (1999). Numerical analyzes were performed using Rocsience's RS2 software. The displacements at the top of the pile reached 3.15 mm for the numerical analysis, whereas for the normal tension in the bowl in soil, it was verified 7.26MPa, while in the rocky inlay where the bole reduction occurs, it increased to 11, 45MPa, the maximum shear stress occurred at the top of the rock inlay with a value of 4.59MPa, it was observed that 74% of the maximum load was absorbed in the rock inlay.