Seismic Behavior of HSC Eccentric Beam-Column Connections
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IJERTV9IS070397
Seismic Behavior of HSC Eccentric Beam-Column Connections
Mahmoud A. El-Mandouh
Analytically studied of six full-scale High-strength reinforced concrete (HSC with f c = 75 MPa) and Normal-strength reinforced concrete (NSC with f c = 25 MPa) eccentric beam-column connections under seismic loading have been carried using the finite element computer software ANSYS. The applicability of the joint shear force provisions used by international codes; e.g., the American Concrete Institute (ACI 318-14), the New Zealand Code (NZS-2006) and the Eurocode 2 (EC-2) are examined when applied to HSC eccentric beam-column connections. The main investigated parameters are concrete strength and a beam’s eccentricity relative to the column. The ultimate failure load of connection with beam side at the column edge is less than that of the reference connection (without beam eccentricity) by about 55% for connections constructed from NSC, while the ultimate failure load reduced by about 25% for the same connections constructed from HSC. The calculated joint shear force using the ACI 318-14 equations is conservative for NSC and more conservative for HSC eccentric beam-column connections. The joint shear force predicted using the equations of NZS-2006 is more conservative for both NSC and HSC eccentric beam-column connections; on the opposite, the situation is reversed for HSC when the EC-2 is applied. Though the ACI 318-14 limits the eccentricity between the beam and the column centerlines to 1/8 of column width, it has been found that the eccentricity of 15% of the column width is still on the safe side as predicted the ACI 318-14 for HSC connections.
