As we all known, in the long CFST columns under axial load, before the limit slenderness ratio, the columns were elastic plastic instability, and after the limit slenderness ratio, the columns were elastic instability. Han (2004) reported that the limit slenderness ratio of elastic instability and elastic plastic instability in long square concrete filled steel tube (CFST) columns under axial load was 1811/(fy)^(1/2). But does this formula must be correct? Is there other way to determine the limit slenderness ratio? Such as the mechanical behaviour of the columns, the plastic strain of the concrete and steel tube. Thank you!
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