Orthotropic bridge decks are susceptible to fatigue cracks which are influenced by the thickness of their components, welding procedure, type of the weld, the position of the considered detail in relation to the local loading condition and by residual stresses due to welding. The above-mentioned parameters determine the detail category for fatigue resistance. This research focuses on an experimental investigation of the temperature distribution and distortions due to the welding of a connection between the deck plate, longitudinal stiffener and crossbeam. Three specimens were welded with dimensions of: 900x400 mm deck plate, 350mm deep trapezoidal longitudinal stiffener and 600mm long crossbeam in a workshop of a bridge fabricator. The crossbeams were manufactured with Haibach cope holes. The thickness of the deck plate and crossbeam was 15 mm, and the thickness of the longitudinal stiffener was 8mm. During the welding, the temperature was measured using a FLIR@en