Abstract
This paper tries to determine analytically the required inelastic deformation capacity of steel structural members on the basis of damage distribution in steel building frames subjected to strong earthquake ground motions. The major parameters of the analyses are : l)panel yield ratio, 2) column/beam strength ratio, 3)second slope of hinges of joint panel and 4)base shear coefficients of frames. A series of dynamic time-history response analyses was carried out in order to investigate the influence of the above parameters on damage distribution in steel frames. From the results of the analyses, it was found that the required inelastic deformation capacity of steel members strongly depends upon the combination of strength of members in frames, and that the maximum required ductility of each members can be expressed as a simple relation in terms of the required cumulative ductility.
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