Titlebook: Rock and Soil Rheology; Proceedings of the E Nicolae Cristescu,Horia I. Ene Conference proceedings 1988 Springer-Verlag Berlin Heidelberg 1

SEED

玉米

Rock-support interaction in lined tunnels,odel for the rock and a non linear relationship for the support (possibly a yieldable one). Any other kind of support can be considered in a similar way and possibly also a more involved sequence of several kinds of supports succesively applied to the tunnel..After the formulation of a mathematical

grotto

On the construction of a constitutive equation of soil by making use of the DLS model,e problem of establishing a constitutive equation of soil in terms of the DLS model has not yet been solved adequately. But it seems to be of particular importance that the parameters of the equation may be determined, using standard laboratory apparatus.

Parallel

调整

0930-0317 nd kinematical behavior of rocks as well as mathematical models are the base for the understanding of the physical properties of natural systems. In the second part articles deal with experiments and applications regarding creep deformation of clay, underground cavities, tunnels and deformation of s

municipality

萤火虫

Slip surfaces in soil mechanics,ction of sample size, also residual strength is not correct when a localization of strains occurs. A correction is proposed..The occurence of slip surfaces questions the validity of classical formulae. Approximate practical corrections are proposed for bearing capacity of shallow foundations on sand and for active and passive earth pressures.

headway

Undrained creep deformation of a strip load on clay, variations in these parameters caused correspondingly large variations in predicted settlements. The inclusion of creep behaviour in a consolidation and creep analysis resulted in a marked increase in settlements, creep settlements causing have at points distant from the loading. Consolidation and

革新

rectum

Rock-support interaction in lined tunnels,e circumference of the future surface of the tunnel. In other words, the final pressure P. is to be reached by steadily decreasing step by step the far field stresses to the ultimate pressure P., possibly by a decrease done succesively along the contour.