The steel-concrete composite column is a new composite member that can achieve constructability and economy by fi lling the empty space in the steel H-fl ange with concrete. Even before this study was conducted, it had been proven in another study on the axial capacity of a steel-concrete composite column that the steel-concrete composite column with a non-compact section has excellent structural strength. Further studies on fl exural-compressive capacity are necessary, though, due to the structural characteristics of the column. As such, this study on the fl exural strength of a steel-concrete composite column with a non-compact section that is under a constant axial force was conducted for the strong-axis and weak-axis directions, and the results were compared with the evaluations of various design code provisions. Based on the results of the experiment, the axial force-bending moment capacity of the column met the criteria of various countries for both axis directions. Specifi cally, the AISC-LRFD provisions evaluate the load-carrying capacity of the composite column too conservatively. Therefore, the AIJ and EC4 code provisions are considered desirable for use in evaluating the capacity of the axial force-bending moment of steel-concrete composite columns with non-compact steel section.

H-shaped steel beam with concrete-filled tubular flange, which has greatly increased lateral buckling strength due to the rectangular upper tube filled with concrete in place of steel plate flange in the conventional H-shaped steel beam, has been proposed. This beam member can be much effectively applied to the long-span roof structures without lateral supports. Experiments on the flexural capacity of H-shaped steel beam with concrete-filled tubular flange were performed, and the results were examined. Test parameters were the shape of tubular flange, the thickness of tubular flange, the existence of filled concrete, and the compressive strength of filled concrete. A total of six specimens were prepared and tested under the concentrated loads of two points. Deformation characteristics, failure mode, load-displacement relationship and sectional strain distribution of each specimen were investigated, and the maximum test load and the nominal strength based on the plastic theory were compared. The effects of each test parameter on the flexural capacity such as maximum strength, deformation capacity, and load-displacement relationship were examined.

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