This study investigated characteristics of buckling load and effective buckling length by member rigidity of dome-typed space frame which was sensitive to initial conditions. A critical point and a buckling load were computed by analyzing the eigenvalues and determinants of the tangential stiffness matrix. The hexagonal pyramid model and star dome were selected for the case study in order to examine the nodal buckling and member buckling in accordance with member rigidity. From the numerical results, an effective buckling length factor of adopted models was bigger than that of Euler buckling for the case of fixed boundary. These numerical models indicated that the influence of nodal buckling was greater than that of member buckling as member rigidity was higher. Besides, there was a tendency that the bifurcation appeared on the equilibrium path before limit point in the member buckling model.

The domestic research of the steel plate concrete structures have been focused on the nuclear structures that usually reqire large strength. This research tried to establish some basic design information of SC structures using non-cement concrete. This paper studied on the compressive characteristics, effective length factors subjected to the concentrated compression loadings. The effective length factors were calculated by Euler Column Theory rather than using Plate Buckling Theory. The strains which are requird in calculating the effective length factor were measured to caculate the effective length factor at the yield of surface steel plate, the buckling of surface steel plate and the failure of concrete.

This study investigated characteristics of buckling load and effective buckling length by member rigidity of dome-typed space frame which was sensitive to initial conditions. A critical point and a buckling load were computed by analyzing the eigenvalues and determinants of the tangential stiffness matrix. The hexagonal pyramid model and star dome were selected for the case study in order to examine the nodal buckling and member buckling in accordance with member rigidity.