APA 6th Edition Hudec, M., Frgić, L. & Tor, K. (2000). ODABIRANJE DIMENZIJA PODGRADA PODZEMNIH PROSTORIJA. Rudarsko-geološko-naftni zbornik, 12 (1), 67-75. Retrieved from https://hrcak.srce.hr/13423
MLA 8th Edition Hudec, Mladen, et al. "ODABIRANJE DIMENZIJA PODGRADA PODZEMNIH PROSTORIJA." Rudarsko-geološko-naftni zbornik, vol. 12, no. 1, 2000, pp. 67-75. https://hrcak.srce.hr/13423. Accessed 23 Jan. 2020.
Chicago 17th Edition Hudec, Mladen, Lidija Frgić and Krešimir Tor. "ODABIRANJE DIMENZIJA PODGRADA PODZEMNIH PROSTORIJA." Rudarsko-geološko-naftni zbornik 12, no. 1 (2000): 67-75. https://hrcak.srce.hr/13423
Harvard Hudec, M., Frgić, L., and Tor, K. (2000). 'ODABIRANJE DIMENZIJA PODGRADA PODZEMNIH PROSTORIJA', Rudarsko-geološko-naftni zbornik, 12(1), pp. 67-75. Available at: https://hrcak.srce.hr/13423 (Accessed 23 January 2020)
Vancouver Hudec M, Frgić L, Tor K. ODABIRANJE DIMENZIJA PODGRADA PODZEMNIH PROSTORIJA. Rudarsko-geološko-naftni zbornik [Internet]. 2000 [cited 2020 January 23];12(1):67-75. Available from: https://hrcak.srce.hr/13423
IEEE M. Hudec, L. Frgić and K. Tor, "ODABIRANJE DIMENZIJA PODGRADA PODZEMNIH PROSTORIJA", Rudarsko-geološko-naftni zbornik, vol.12, no. 1, pp. 67-75, 2000. [Online]. Available: https://hrcak.srce.hr/13423. [Accessed: 23 January 2020]
Abstracts The most questionable are the values of pressures between rock and support resulting from common deformations on the contact area between rock and support. Therefore the modelling and design of the tunnel support is not reliable, if it is based on active rock pressure resulting from this common deformations. The inversion of the design procedure is proposed. Instead of the active extreme pressure of the rock on support, the influence of ultimate reaction of the support on the rock has to be analysed. This procedure can be performed using the ultimate load principle, as proposed by Eurocodc 7 (Geotechnies). Normally, the rock has the tendency to increase the common conver¬gence until the support reaches its ultimate state. So, loading of profile boundary with the ultimate possible reaction of the support is very plausible. The reactive support pressures have to be probable and itself in equilibrium. The ultimate reactive load has to be reduced by Euro-code safety factor for structural elements and applied on the rock with given properties, or alternatively (as proposed by Eurocode 7) the soil or rock properties have to be diminished and calculated with full ultimate support pressures. If the rock with given (or proposed) pro¬perties and loaded with ultimate reactive pressures resulting from supposed support, satisfy its failure criterion, then is the compound system support-rock verificatcd. By this procedure, the number of relevant material properties is reduce to the primary stress ratio and the constants defining the failure criterion. The verification can be performed by any of numerical methods, but we prefer here used boundary elements method.