単一山形鋼の座屈耐力に関する実験的研究

Abstract

When simple steel angles are used the sub-members of a transmission tower, they are connected eccentrically with a main-member by bolts near the center of one of their flanges. In order to investigate the behavior, of angles subjected to compression under such circumstances, columns with ten different slenderness ratioo were loaded concentrically and eccentrically along the symmetric principal axes, along the non-symmetric principal axes and along the both principal axes, and the following conclusion has been drawn. Concerning with angles loaded concentrically, the experimental values agreed very well with the theoretical value of the flexual buckling in the direction of the symmetric axes, i.e. the Euler loads, for long columns and wtih the theoretical value of the flexual-torsional buckling based on the tangent modulus theory for angles with the moderate slenderness ratios. The ultimate strengths of angles loaded eccentrically along the symmetric principal axes agreed with the values obtained by Jezek's approximative formula. The ultimate strengths of angles loaded eccentrically along the non symmetric principal axes lie in the intermediate range bounded by the approximative formula mentioned above.