The aim of the thesis is to calculate steel construction used to cover tennis courts, 35 x 36 m layout dimensions, 11,6 m high at the ridge with a roof pitch of 6°. Along with the tennis courts, also is provided space for additional content in a masonry version, which is separate from the steel construction due to the height requirements for tennis courts. The content consists of three parts, where in the first part theoretically describes the problem of connections in lattice girders with several numerical examples. The second part shows the calculation of the steel construction elements, while the third part calculates the characteristic joints within lattice girder according to the valid HRN EN 1993-1-8 norm. Static analysis of the main and secondary elements was performed on planar models in the SCIA Engineer software package. The main construction is made of a 35 m span frames placed at an axial distance od 6 m, and the load-bearing roof system consists of lattice girders made of SHS steel profiles supported by fixed HEA profile columns extending to the top chord. Purlins are made of IPE profiles in the form of continuous girders, additionally supported by steel wires in the middle of each field. Spatial stabilization of the structure is provided by horizontal and vertical bracing systems which are placed in two fields between the main frames, and are made of hollow RHS and SHS profiles. S355 steel was chosen as the base material of all elements. The finishing of the roof surfaces and walls consists of sandwich panels.