Geotechnika - Fakulta stavební - Vysoké učení technické v Brně

80 12 th International Scientific Conference, April 20-22, 2009 Brno, Czech RepublicTable 1 Comparison of the bending momentsSectionBending moment [kNm/m] Bending moment [kNm/m]Zurabov Bugaeva Case A – Plaxis1 21,41 20,172 0,48 0,223 -23,52 -20,184 2,91 2,035 17,96 16,31Table 2: ResultsCASE A CASE B CASE C CASE DExtreme vertical displacement [m] -1,31 *10 -3 -2,19 *10 -3 -1,71 *10 -3 -2,23 *10 -3Extreme effective mean stress [kN/m 2 ] -463,66 -502,29 -475,55 -504,98Extreme bending moment [kNm/m] -20,18 -13,53 12,75 7,76Extreme shear force [kN/m] -22,83 -15,52 -18,72 -12,40Extreme axial force [kN/m] -881,72 -629,51 -868,19 -620,85Fig. 4 Vertical displacement – case BAcknowledgementThe author would like to thank to Ministry of Education of the Czech Republic for researchproject VZ 03 CEZ MSM 6840770003 „Developments of the Algorithms of ComputationalSimulations and their Application in Engineering” for assistance with a research.Literature[1] ZURABOV, G.T., BUGAEVA O. E, Water Tunnels in Hydroelectric Stations [in Russian],Gosenorgoizdat, Moscow (1962).[2] MUIR WOOD, A. M., The circular tunnel in elastic ground. Geotechnique, 1, 1975,[3] VANÍČEK, I.: Stárnutí podzemních konstrukcí – metro Praha, ČVUT v Praze, Fakultastavební, Praha, 2008