In this final thesis, the topic of buckling of bar elements is elaborated, with special emphasis on the influence of eccentricity. In the first part, buckling is defined and the differences in the calcula􀆟ons for the elas􀆟c and plas􀆟c regions are shown. The chapter dealing with buckling in the elas􀆟c region includes a deriva􀆟on of the formula for Euler's cri􀆟cal load for a bar hinged at both ends and compares the differences in the expression for different ways of fixa􀆟on. The cri􀆟cal stress is defined, along with a dimensionless value which we call the slenderness of the bar. Also, the differences between the theore􀆟cally and experimentally obtained cri􀆟cal stress values are presented and explained. The next chapter deals with the problem of buckling in the plas􀆟c region. Several theories have been presented, of which Engesser's and Shanley's are the best known. The formulas for the cri􀆟cal force and stress for each of these theories are derived and it is explained which theory is suitable for everyday use. Simple Tetmayer's theory, which was determined empirically, is also presented. In addi􀆟on, an overview of the design of compressive-loaded bars is given. The second part of the paper is focused on the problem of eccentrically loaded bars, where the direc􀆟on of the force does not coincide with the axis of the bar. An expression for the maximum stress is derived and it is shown how failure occurs before the load reaches the Euler's cri􀆟cal load. Furthermore, the influence of axial load on the bending of the bar is shown. In the end, three numerical examples were solved.