Experimental Study on Shear Behavior of Exterior Steel Beam To Reinforced Concrete Column Joints

Abstract eng:
There is the popularity on the steel beam to reinforced concrete (RC) columns structure which mechanically placed in the right member in the right places. Though, the stress transfer mechanism of beam–column joint in this structure has been clarified only interior beam–column joint. Therefore, there are no design guidelines of this structure in Japan. There has been much research on interior beam–column joints in which the steel beams are continuous through the RC columns. In contrast, few experiments have been carried out on exterior beam–column joints, which, like the steel beams, are embedded in the RC columns. Therefore, in the present paper we perform experiments to elucidate the shear behavior of an exterior beam–column joint of a steel-beam-to-RC-column structure. The purpose of this study is to examine the stress transfer mechanism given that the embedded length of the steel beam is at most 70% of the RC column depth. We also examine through experiment how the ratio of steel beam width to RC column width and the ratio of steel beam embedded length to RC column depth affect the bearing stress, which is one of the measures of beam–column joint ultimate strength. The specimen configuration involves one beam and two column segments between the inflection points in a frame subjected to lateral loading. The contraction scale of the test specimens was approximately half of a steel beam to RC column structure, assuming the presence of an exterior beam–column joint in the middle floor in a multi-storey multi-span building. The specimens were loaded with a lateral cyclic shear force by a jack at the top of the steel beam. The results show that although the depth of the RC column had no effect on RC column strength, when the steel embedded length was same length, the width of the RC column did influence the its strength. The beam–column joint had two failure modes: bearing failure and raking-out failure. The latter was a more brittle failure mode than the former. The failure mode and deformation capacity depended on the embedded length of the steel beam in the RC column. The raking-out failure occurred in the concrete in the tension side of the steel embedded part, when the embedded length was less than half of the RC column depth. The rakingout failure strength could be predicted theoretically according to the Architectural Institute of Japan Reinforced Concrete guideline, but the ultimate strength was almost equivalent to the bearing failure strength.

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