The present paper discusses the buckling behaviors of spherical reticular domes with an emphasis on the buckling stress in a particular member for which the generalized slenderness ratio is calculated and the elasto-plastic buckling strength is given in terms of the slenderness. The domes considered are on a hexagonal plan and those with the half subtended member angle being less than two degrees. The axial strength curves are proposed based on Dunkerley's formulation in consideration of both buckling concepts for straight columns and elastic continuum shells, while introducing the subsidiary parameters which characterizes elastic buckling of the equivalent continuum spherical shells.
