This paper presents the relationship between the Atterberg limits and soil compaction parameters obtained by the correlation-regression analysis. The relations between the liquid limit wl, plastic limit wp, maximum dry density rdmax and optimum moisture content wopt are obtained on the basis of the results of laboratory tests measured on a large number of samples of clay core earthfill dams Rovni, Selova, Prvonek and Barje. The regression and correlation analysis were obtained empirical equations and diagrams. Based on the obtained, the value of the optimum moisture content and maximum dry density of knowing the Atterberg limits of plasticity can be estimated.

The geotechnical classification system presented in this paper utilises municipal waste from two landfills in Serbia. Sorting and separating was performed according to the instructions outlined in the Solid Waste Analysis Tool (S.W.A.-Tool), and the composition of the municipal waste was defined based on the results. The material was grouped according to particle shape, which was identified through visual inspection. Three characteristic particle shapes were isolated: ‘three dimensional’ (bulky, compact), ‘two dimensional’ (flat, platy, flakes, foils) and ‘one dimensional’ (elongated, acicular, fibrous). The separated materials were further grouped according to the dominant influence in relation to the three most important mechanical properties (compressible – C; incompressible – IC; and with a reinforcement function – R), and the results are presented in a triangular diagram.

Examples of visible damage (cracks on the facade walls) on the shallow founded older buildings in Belgrade are not rare. Usually, this is a consequence of unequal settlement resulting from the unexpected moistening of soil under foundation. Moistening usually occurs locally and differential settlement is inevitable in such conditions. This paper presents the research results, which indicate that besides the size of impact zone of moisture change in the soil in horizontal direction and calculated settlement values, total change of soil volume under foundations should be analyzed.

Harmful effects caused by the water flow through various constructions (dams, embankments, etc.) are successfully solved by installing the various filter layers. The basic functions of filter layers are fast water evacuation with preventing the internal erosion and removal of small soil particles. These filter layers are usually made of coarse-grained materials (sand, gravel, stone aggregates), but in addition to the natural materials, the artificial geosynthetic materials are increasingly used. This paper presents the basic filter rules that need to be followed in order to perform a successful design of various filtration and drainage systems.

One of the prerequisites for the safe exploitation of surface mines is the stability of the working and final slopes of the mine. In order to ensure this, it is necessary to carry out detailed field and laboratory geomechanical tests of the soil and, based on the obtained results, make calculations related to stability analyses. The results obtained in this way are used for dimensioning the slope of exploitation slopes (excavation). Landslides occur when the ultimate shear strength is reached, and therefore, the adequate definition of shear strength parameters is one of the essential prerequisites for successfully solving the stability problem. Unlike earlier tests in Serbia, when the residual shear strength parameters were determined based on the usual conventional methods (direct shear apparatus, triaxial apparatus), this time, in addition to the direct shear apparatus, a ring shear apparatus was also chosen for testing. The paper shows the method of determining the residual shear strength parameters of high plasticity gray clays and siltstones of roof sediments from open pit mine Drmno, using direct and ring shear apparatus. The results show that the residual angle of internal friction for gray clays obtained with the ring shear apparatus is 9.9–10.8°, and for the siltstone, it is 11.8–12.9°, both of which are lower than the values obtained with the direct shear apparatus. In addition, correlations between the residual parameters of soil shear resistance and some physical indicators (plasticity index, clay content) are provided, showing high correlation coefficients. The proposed correlations should be used only when time and financial constraints prevent the execution of actual tests to determine residual shear strength, as concrete experimental procedures provide a much more reliable assessment of the residual strength properties of the soil.