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Yazdani M, Sharifzadeh M, Kamrani K, Ghorbani M (2012) Displacement-based numerical back analysis for estimation of rock mass parameters in Siah Bisheh powerhouse cavern using continuum and discontinuum approach.The damage potential of spatially variable seismic ground motion on buried pipelines has long been confirmed by field evidence, but it is still debatable whether transient seismic loads can be truly detrimental to the pipeline integrity. Vlachopoulos N, Diederichs MS (2009) Improved longitudinal displacement profiles for convergence-confinement analysis of deep tunnels. Vardakos SS, Gutierrez MS, Barton NR (2007) Back-analysis of Shimizu Tunnel No. Unlu T, Gercek H (2003) Effect of Poisson’s ratio on the normalized radial displacements occurring around the face of a circular tunnel.
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Sakurai S, Takeuchi K (1983) Back analysis of measured displacements of tunnels. (2011) Phase2-finite element analysis for excavations and slopes, Version 8.0, Toronto, Canada Phase2 Version7.0 Tutorial Manual, Toronto, Canada (2010) 3D tunnel simulation using the core replacement technique.
![right handed input system flac3d right handed input system flac3d](http://docs.itascacg.com/flac3d700/_images/dynamic-decov-compliant.png)
Presses de l’Ecole Nationale des Ponts et Chausse´es, Paris, p 177
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Panet M (1995) Le calcul des tunnels par la me´thode convergenceconfinement. Miranda T, Dias D, Eclaircy-Caudron S, Gomes Correia A, Costa L (2011) Back analysis of geomechanical parameters by optimisation of a 3D model of an underground structure. (2009) FLAC-fast Lagrangian analysis of Continua, Version 3.3, Minneapolis, United States Hoek E, Diederichs MS (2006) Empirical estimation of rock mass modulus. Proceedings University of Minnesota 56th Annual Geotechnical Engineering Conference, Minneapolis, pp 1–53 Hoek E, Carranza-Torres C, Diederichs, Corkum B (2008) Integration of geotechnical and structural design in tunnelling-2008 Kersten Lecture. Proceedings of the fifth North American rock mechanics symposium, Toronto, pp 267–273 Hoek E, Carranza-Torres C, Corkum B (2002) Hoek-Brown failure criterion-2002 edition. Hoek E, Brown ET (1997) Practical estimates or rock mass strength. Hoek E, Brown ET (1980) Underground excavations in rock. Gioda G, Maier G (1980) Direct search solution of an inverse problem in elastoplasticity: identification of cohesion, friction angle and in situ stress by pressure tunnel tests. Tunn Undergr Space Technol 15:187–213Ĭividini A, Jurina L, Gioda G (1981) Some aspects of characterization problems in geomechanics. Int J Rock Mech Min Sci 44:247–265Ĭarranza-Torres C, Fairhurst C (2000) Application of the convergence–confinement method of tunnel design to rock masses that satisfy the Hoek-Brown failure criterion. Comparison of the results of three-dimensional models with the assumed longitudinal displacement profile for the two-dimensional model indicated that the three-dimensional effects were not adequately captured in the two-dimensional model.Ĭai M, Kaiser PK, Tasaka Y, Minami M (2007) Determination of residual strength parameters of jointed rock masses using the GSI system. The two-dimensional models in Phase2, however, gave an apparently better overall match to all the extensometers. It was shown that for the given problem, there is a theoretical limit for ratio of displacements predicted for different extensometers using a continuum isotropic material model. It was noted that regardless of the material model and corresponding parameters, the three-dimensional models were not able to give reasonable match to the results of all extensometers. A different set of parameters were needed for FLAC3D when trying to match the significantly higher displacements recorded by only one of the extensometer. An initial set of mechanical parameters obtained from empirical relationships were found to give a reasonable match to the measured response of extensometers 2 and 4, when using a Mohr–Coulomb strain softening model. Three- and two-dimensional continuum models were analyzed using the numerical codes FLAC3Dand Phase2 to assess the rock mass behavior. Extensometers were installed radially at four locations and provided the primary data for the back analyses. An instrumented section of a 10-m-diameter circular shaft located at a depth of 1.2 km in an average quality rock mass was back analyzed to establish the rock mass behavior.