Bond Deformability of Reinforced Concrete （债券的可变形性钢筋混凝土）.pdfVIP

Bond Deformability of Reinforced Concrete Members J.-Y. Lee Department of Architectural Engineering, Sungkyunkwan University, Suwon, Republic of Korea H. Choi Junior Assistant, Building business unit, Samsung CT, Seoul, Republic of Korea J.-Y. Lim Department of Architectural Engineering, Sungkyunkwan University, Suwon, Republic of Korea SUMMARY: The usual earthquake resistant design philosophy of ductile frame buildings allows the beams to form plastic hinges adjacent to beam-column connections. In order to carry out this design philosophy, the ultimate bond or shear strength of the beam should be greater than the flexural yielding force and should not degrade before reaching its required ductility. The behavior of RC members dominated by bond or shear action reveals a dramatic reduction of energy dissipation in the hysteretic response due to the severe pinching effects. After flexural yielding, plastic hinges develop near both ends of these beams and reversed cyclic loading produces a progressive deterioration of bond that may lead to failure at cyclic bond stress levels lower than the ultimate stress under monotonic loading. In addition, flexural bond stress increases with the increasing of plastic hinge length induced during positive and negative loadings. The designer has to consider the effect of bending moment and shear when designing for bond since the bond seldom acts on its own but rather in combination with flexure and shear. In this study, a method was proposed to predict the deformability of reinforced concrete members with short-span-to-depth-ratios failing in bond after flexural yielding. Repeated or cyclic loading produces a progressive deterioration of bond that may lead to failure at cyclic bond stress levels lower than the ultimate stress unde