Local buckling of Bi-Steel double skin steel-concrete composite construction

摘要

This paper investigates the buckling behaviour of a series of 16 large-scale steel concrete double skin composite (DSC) panels supported by an analytical approach using an Euler buckling analysis. The paper further develops solutions covering the elastic and plastic performance of the specimens [McKinley 2002]. The main test programme used 12 Bi-Steel tests with a span of 2600 mm, width of 600 mm and a concrete depth of 200 mm. The local buckling behaviour of the compression plate was modified by varying the bar spacing to plate thickness ratio (s/t) in the range 16.67 < s/t < 50. This covered most practical applications and code of practice allowances [Narayanan 1994]. Two limits for the maximum allowable s/t ratio for use in design were evaluated from the results. The first, at s/t = 31, is the maximum ratio if the compression plate is to reach yield before any other type of failure such as tension plate yield or shear of connectors. The second and much higher ratio (s/t = 52) is for use when the panels have the same thickness for the tension and compression plate and the panel is subjected to normal bending. In the range 31 < s/t < 50, the Euler curve (1_c = 0.7) forms a lower bound solution.