Elastic critical buckling stress of the plate girder subjected to transverse force is calculated. The load is applied through the flange and resisted by shear forces in the web. Comparisons of values of buckling coefficient kσ,b = f (α, β) (Tab.2) obtained by 5 various authors: Petersen, von Berg, Ravinger, Kutzelnigg, Protte (Tab. 1) and calculated by computer program PLII (Tab. 2). Simply supported rectangular plate (a - length, b - width, t - thickness) without flanges and stiffeners is investigated for different aspect ratios α = a/b = 1; 2; 3; 4; 5; 8; 10; 20; 30; 40 when subjected to transverse uniformly distributed partial load having relative load lengths β = c/a = 0.005 (single concentrated force); 0.2; 0.4; 0.6; 0.7; 0.8; 1 (uniformly distributed load along a). The values of buckling coeffficient kσ,b = f (α, β, δ) calculated by program PLII (Tab. 3). Parametrical study of simply suppported rectangular plate without stiffeners with α = a/b = 4; 5; 8; 10; 20; 30; 40, β = c/a = 0.005 (single concentrated force); 0.01; 0.05; 0.1; 0.2; 0.3; 0.4 and different relative normal flange rigidity δ = Af / (b t) = 0 (without flange); 0.3; 0.5; 1; 1.5; 2; 3. Torsional rigidity of the flanges is not taken into account. and Obsahuje seznam literatury