Polytechnic University of Valencia Congress, 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018

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Experimental Study on Behavior of Shear Connectors Embedded in Steel-Reinforced Concrete Joints
Riko Nakamori, Yuki Kageyama, Nozomu Baba

Last modified: 29-03-2018


This paper presents an experimental study on the behavior of shear connectors embedded in steel-reinforced concrete joints.

In steel-reinforced concrete joints, the shear connectors are commonly used to transfer longitudinal shear forces across the steel-concrete interface. Further, in Japan, some studies in recently have also been undertaken to apply perfobond rib shear connector (PBL), which is a type of shear connectors developed in civil engineering, to the steel-reinforced concrete joints in building structures.

To clarify the influence of the arrangement methods of headed studs and PBLs to reinforced concrete member on the joints, T-shaped subassembrages were tested under the monotonic tensil loading.This experiment is constituted of the following;

Exp. I: Bond strength across the steel-concrete interface.

Exp. II: Arrangement methods of these shear connectors to reinforced concrete member.

The following can be drawn from the test results

1) The experimental values of the average maximum and residual bond strength are 0.230-0.280 and 0.15-0.18 N/mm2, respectively.

2) When the distance of between the upper surface of the reinforced concrete member from the first layer for headed studs are small, the failure mode of the specimens is similar to a concrete-cone type failure.

3) In case that the total number of headed studs or the hole provided to PBL is the same, the maximum load of the specimen with the parallel arrangement is larger than that of when shear connecters are vertically arranged.

4) The shear strength of headed studs in the joints embedded the steel member in the reinforced concrete member is estimated by superposing the average residual bond strength across the steel-concrete interface.


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