Mechanical Behavior of Special-Shaped Double-Web Steel-Reinforced Concrete Column Joints

Abstract

In this paper, five new joints of special-shaped double-web steel-reinforced concrete (SDSRC) columns connected with steel beams are designed. The load-displacement curves, joint yield states and damage forms of the beam ends of the five joints under monotonic loading with the same axial pressure ratio are investigated. Additionally, the hysteresis performance, strength and stiffness degradation under cyclic loading are studied. The results show that the bearing capacity of joints with studs can increase by approximately 10%. Since the arrangement of multiple rows of studs at the connection between the beam web and the column has better force transfer performance and concrete synergy behavior, the failure modes of these joints are plastic hinge formation at the end of the beam, satisfying strong column-weak beam requirements. Moreover, these joints exhibit good ductility and energy dissipation capacity under cyclic loading, and their strength and stiffness gradually decrease. In contrast, joints with single-row studs or without studs at the connection between beam web and column exhibit beam flange buckling rather than full-section plastic hinge formation at the beam end, and tensile deformation of column web is larger. Although these joints exhibit good ductility performance, their energy dissipation capacity is weaker than that of joints with multiple rows of studs at the beam web-column connection.

Integrity Assessment of Stress Corrosion Cracking Susceptibility of Duplex UNS S32205 and Austenitic UNS S31653 Stainless Steel Reinforcements

“…The stress-strain curves of the SS reinforcements (UNS S32205, UNS S31653, and UNS G10080) immersed in SCPS as a function of the Cl − content can be seen in Figure 2 [41]. The mechanical behavior was influenced by Cl − additions, with a severe impact on the ultimate tensile stress (σ UTS ) and both elongation to σ UTS (ε UTS ) and the final elongation to failure (ε f ); while a similar yield stress (σ y ) was found (see Table 2) [31].…”