The objective of this study is to examine the ultimate strength of CFT columns. The range of the axial load ratio and the slenderness ratio in which CFT beam-columns reach the full plastic moment are examined on the basis of the strength formulas specified by AIJ Recommendation for Limit State Design of Steel Structures. The CFT columns are subjected to the constant axial compressive force and the monotonic moment at the one end, as the analytical parameters the axial load ratio and slenderness ratio are selected. The analysis is carried out by the shooting method. Bending moment-rotational angle relationships are calculated by the shooting method and the maximum strengths of CFT columns are obtained. When the value obtained by multiplying the axial load ratio and the second power of the slenderness ratio is 0.05, the maximum strength reach 95% of the full plastic moment under the condition that the axial load ratio value is less than or equal to 0.75. When the value obtained by multiplying the axial load ratio and the second power of the slenderness ratio is 0.1, the maximum strength reach 95% of the full plastic moment under the condition that the axial load ratio value is less than or equal to 0.5.
The objective of this study is to examine the relationship between battened built-up columns and frames about buckling. The buckling strengths, buckling modes and bending moment of one bay n stories frame with rigid beams are calculated by the energy method. The results are compared with those of obtained by the Bleich's formula and correct solutions. Although the buckling strengths by Bleich agree fairly well with the correct values, it is shown that the strengths by Bleich are neither the upper bound nor the lower bound. Moreover, Bleich's moment distributions correspond to those of obtained by the energy method. Built-up
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Keywords: Built-up column, frame, flexural buckling, Energy method, Buckling mode, Moment distribution
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