BibTeX:

@article{IJIRSTV4I2059,
     title={Load Bearing Capability of CFST Columns with and without Shear Connectors},
     author={G Sunil Reddy, G N Sreekanth and Dr. S Balamuragan},
     journal={International Journal for Innovative Research in Science & Technology},
     volume={4},
     number={2},
     pages={187--194},
     year={},
     url={http://www.ijirst.org/articles/IJIRSTV4I2059.pdf},
     publisher={IJIRST (International Journal for Innovative Research in Science & Technology)},
}

Normally the Concrete filled columns without shear connectors, under major loads they undergo buckling phenomena, in order to overcome this phenomena, Concrete Filled Steel Tube (CFST) columns were taken in to an account because of its greater strength and malleability recital contributed by the composite action. At early elastic stage this composite action cannot be absolutely developed as the expansion of steel was quite more than that of concrete. This in turn, creates deficient interface bonding between the composites. Thus, it cut down the elastic stiffness and strength of the CFST columns. To overcome this lacuna in the initial elastic stage, provision of shear connectors was carried out to reduce the lateral dilation of the concrete core and steel. In this experimental work, CFST columns of assorted proportions, with shear connectors were tested for axial compression. A mix design for M40 grade of concrete was adopted, in order to increase the workability of concrete a High Range Water Reducing Admixture (HRWRA) was used in the mixes which showed better compressive strength. High strength bolt (8.8) with smooth shank was used as shear connectors. CFST columns give an L/d (length to diameter) ratio of 2 to prevent local buckling. A chemical admixture, the spacing of the shear connectors in the shear direction is 5d, and in the transverse direction is 2.5d.

CFST Columns, Shear Connectors, Axial Compression Test