Concrete filled steel box members have recently experienced renaisscence in their use throughout the world. In concrete filled columns, there is a mutual enhancement of ductility, because steel plate provides confinement for the concrete, which in turn prevents the inward buckling of the plate.

In recent years, Brain Uy [1] dealt with strength behaviour of concrete filled steel box short columns under combined action of axial compression and bending. To ascertain the behaviour, a four-point loading beam test was carried out. Weizi and Shahrooz [2] focused on concrete filled tubular columns. The main objective of this study is to evaluate the applicability of ACI Building Code. Brain [3] investigated the local and post local buckling behaviour of welded sections such as box or wide flange I-Sections. He did experimental study on both hollow and concrete-filled steel box sections.

Based on the existing literature, it is concluded that the limited information is available regarding the behaviour of concrete filled steel box members under flexural. There is no experimental study for comparing the strength of concrete filled steel box members with conventional reinforced concrete members.

The present study is concerned with an experimental investigation on the flexural behaviour of concrete filled steel box members. The purpose of this study is to examine the ultimate moment carrying capacity of concrete filled steel box members using concrete of various grade viz M20, M30 & M40. This work presents a simple comparative study between the concrete filled steel box members and conventional reinforced cement concrete members.

Steel box sections were fabricated using steel plate of 3 mm thickness and were typically composed of mild structural steel with a nominal tensile yield stress of 300 MPa. The complete steel box sections (Shown in Figure 1) having same thickness was cut from a single batch of rolling using gas cutting process. The folder component plates were initially tack welded, while the internal bracing was provided to minimize geometric imperfections. Extra case had been taken while welding the specimens to present wrapping. All the sections were then longitudinally fillet weld in a configuration illustrated after the welding procedure. The dimensions of all the sections were kept as 100 mm × 100 mm. The lengths of the sections were kept as 750 mm Figure 2 shown the specimens.

The load deflection graphs for M20, M30 and M40 specimens tested are shown in Figures 6-14. The graphs illustrate that all the beam members had a significant yielding pattern, thus illustrating the ductility of these members under static flexural loading. This is quite important that these members had no reinforcement. The

external steel cashing of the concrete to provide ductile behaviour that is superior to reinforced concrete members.

The failure mode of the specimen beams is shown in Figures 15-18. All beam specimens were designed to behave in a purely flexural manner. Primary tension failure occurred in all beams and a plastic hinge is formed with local buckling of upper most compression flange.

Figure 19 shows the comparison of load vs deflection curves for M20, M30 and M40 grades of concrete filled CFSB members. It is clear from these curves that the CFSB members with higher grade will have higher moment carrying capacity.

A comparative study between conventional reinforced concrete members and concrete filled steel beam (CFSB) members has been made. This shows that high ductility as well as high moment carrying capacity could be expected from concrete filled steel box members. The fracture of the concrete filled members depends to a great extent on the fracture of the filled concrete and thus special care must be given to the casting of the concrete.

The publication fee for this research work is funded by the deanship of scientific research at Salman Bin Abdulaziz University for project # 40/T/33.