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Experimental theoretical and numerical studies on cold-formed steel stub channel columns with stiffeners
Abstract This present work gives a detailed description on the experimental theoretical and numerical investigation on plain and lipped cold-formed steel built-up stub channel columns of 300 mm length. The columns are tested as fixed end condition with provision of stiffeners in the lip, flange or in the web portions. A total of 12 built-up plain columns and 9 built-up lipped columns are tested either as box or back to back configuration is studied for their failure pattern. The effect of load against axial shortening, load against lateral deflection, and load against strain behavior and the influence of stiffeners at various positions in the load carrying capacity are discussed in detail. Doubly symmetric plain section screwed back to back failed by plate buckling at the mid-height. Doubly symmetric plain face to face welded section failed by flexural buckling at the mid-height or at the top/bottom corner. Provision of stiffeners in the intersection of flange and web does not show a drastic increase in load when compared to providing stiffener in the web.
Experimental theoretical and numerical studies on cold-formed steel stub channel columns with stiffeners
Abstract This present work gives a detailed description on the experimental theoretical and numerical investigation on plain and lipped cold-formed steel built-up stub channel columns of 300 mm length. The columns are tested as fixed end condition with provision of stiffeners in the lip, flange or in the web portions. A total of 12 built-up plain columns and 9 built-up lipped columns are tested either as box or back to back configuration is studied for their failure pattern. The effect of load against axial shortening, load against lateral deflection, and load against strain behavior and the influence of stiffeners at various positions in the load carrying capacity are discussed in detail. Doubly symmetric plain section screwed back to back failed by plate buckling at the mid-height. Doubly symmetric plain face to face welded section failed by flexural buckling at the mid-height or at the top/bottom corner. Provision of stiffeners in the intersection of flange and web does not show a drastic increase in load when compared to providing stiffener in the web.
Experimental theoretical and numerical studies on cold-formed steel stub channel columns with stiffeners
Beulah Gnana Ananthi, G. (author) / Ashvini, B. (author)
Asian Journal of Civil Engineering ; 20 ; 171-185
2018-11-02
15 pages
Article (Journal)
Electronic Resource
English
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