Análises numéricas de aterros reforçados

• Autor(a) principal: Silva, Pablo Richard Moreira
• Data de Publicação: 2020
• Outros Autores: [e-mail]
• Tipo de documento: Dissertação
• Idioma: por
• Título da fonte: Biblioteca Digital de Teses e Dissertações da UERJ
• Texto Completo: http://www.bdtd.uerj.br/handle/1/17624
• topic: Civil engineering; Landfills; Clay soils; Geosynthetics; Soil mechanics; Engenharia civil; Aterros; Solos argilosos; Geossintéticos; Mecânica do solo; ENGENHARIAS::ENGENHARIA CIVIL::GEOTECNICA

Fine soils create difficulties for the construction of buildings above them, in some cases, due a low strength to undrained shear. In this panorama, a solution for making these buildings viable is the use of some embankment techniques on soft soils. Among these techniques, one that stands out for its simplicity of execution is the reinforced embankments with geosynthetics. The measure of the geosynthetic reinforcement can be elaborated according to the premises of Rowe and Soderman (1985), Hinehberger and Rowe (2003) or Futai (2010), and others. A more modern abacus was created to obtain the allowable strain of geosynthetic reinforcement with the aid of the Slide and RS2 programs. The abacus was also modeled for some peculiar situations of Brazilian soils. The present study carried out an analysis on the study of Bergado et al. (1994), obtaining the allowable strain according to the methods established by Rowe and Soderman (1985) and Futai (2010). With present study’s abacus, new analyzes were carried out for Bergado et al. (1994) and Magnani (2006), obtaining allowable strain. These allowable strains were compared with those obtained by the method of Rowe and Soderman (1985) and with the field measurements, with reasonable proximity between the results being obtained. Furthermore, the present study analyzed the Bjerrum’s correction factor (1973) obtained by Bergado et al. (1994), finding a different value from the authors. Analyses with Slide and PLAXIS software were made in order to compare with field data and the results obtained previously by Bergado et al. (2002) on numerical analyses. The vertical displacement values for both numerical analyses were similar until the embankment failure, it was not possible to compare with the field data. Same difficulty occurred for the horizontal displacements, that were superior of the 2002 modeling. The excess pore pressure curves had the same format as the filed data, but with a slightly higher magnitude.