Unified analytical solutions for a circular opening based on non-linear unified failure criterion

Unified analytical solutions are presented for the predictions of the stresses and displacements around a circular opening based on non-linear unified failure criterion and the elastic-brittle-plastic softening model.Unified analytical solutions not only involve generally traditional solutions which are based on the Hoek-Brown (H-B) failure criterion or the non-linear twin-shear failure criterion,but also involve other new results.The results of the radius of plastic zone,radial displacements and stresses are obviously different using three rock masses when different values of the unified failure criterion parameter or different material behavior models are used.For a given condition,the radius of plastic zone and radial displacements are reduced by increasing the unified failure criterion parameter.The latent potentialities of rock mass result from considering the effect of intermediate principal stress.It is shown that proper choices of the failure criterion and the material behavior model for rock mass are significant in the tunnel design.

Unified analytical solutions are presented for the predictions of the stresses and displacements around a circular opening based on nonqinear unified failure criterion and the elastic-brittle-plastic softening model. Unified analytical solutions not only involve generally traditional solutions which are based on the Hock-Brown （H-B） failure criterion or the non-linear twin-shear failure criterion, but also involve other new results. The results of the radius of plastic zone, radial displacements and stresses are obviously different using three rock masses when different values of the unified failure criterion parameter or different material behavior models are used. For a given condition, the radius of plastic zone and radial displacements are reduced by increasing the unified failure criterion parameter. The latent potentialities of rock mass result from considering the effect of intermediate principal stress. It is shown that proper choices of the failure criterion and the material behavior model for rock mass are significant in the tunnel design.