The advantages of using
CFS sections are high strength-to-weight ratio. Local buckling and distortional
buckling are usually the governing failure modes for CFS sections. However,
when sections were stiffened by edge and intermediate stiffeners for optimized
section shapes, the computation of effective width for each plate element could
be quite tedious that involves iteration processes and the Effective Width Method
becomes much more complicated compared to the DSM. Hence, the DSM was
recommended for design of CFS members with complex stiffeners (Schafer et al.,
2006). The use of hot-rolled steel sections become uneconomical for the steel
structures subjected to light and moderate loads,so the study on behaviour of
CFS members is unavoidable to reduce the cost of a building made up of steel
structures. CFS sections such as C-sections with or without lips, I-sections,
Z-sections, angles, T-sections, hat sections and tubular are normally used as
flexural members. When single sections are not sufficient for design loads,
built-up sections made of back-to-back C-sections or nested C-sections are
normally used as flexural members.

Schafer B.W. (2007) reviewed on the DSM of CFS member design and concluded
that reliability of the DSM equals or betters the traditional Effective Width
Method for a large database of tested beams and column. Wang L et al. (2014)
investigated the structural behaviour and evaluate the appropriateness of the
current DSM on the design of CFS stiffened cross-sections subjected to bending
and concluded that FE model well predicted the moment capacities and failure
modes of the beams. Wang et
al. (2015) found that
the local and distortional buckling behaviour of the built-up section beam
specimens were found to be different from the single profiles. They considered
Young et al (2008) recommendation that local buckling stress could be enhanced
by employing intermediate stiffeners to the slender plate elements of the

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