Student: Pio Miranda
Supervisor: Prof. G.M. Calvi, Dr. R. Pinho, Prof. M.J.N. Priestley
In seismic assessment of structures, the excess of conservativeness is undesirable because it leads to unrealistically low estimations of the level of seismicity that the assessed structure can sustain. This increases the associated probability of exceedence and perhaps also the retrofit costs. The force-deformation response of reinforced concrete columns that fail in shear before nominal flexural capacity is attained, is characterized by a considerable loss of stiffness that occurs after the formation of diagonal shear cracks. The resulting additional deformations are usually neglected in current seismic assessment procedures, which leads into a significant underprediction of the drift at shear failure.
This dissertation focuses on the development of a new methodology designed to account for the effects of shear cracking, with the aim of achieving a more realistic analytical quantification of the drift at shear failure of reinforced concrete columns with limited shear resistance. The results of this innovative stiffness-based procedure were compared with the drift at shear failure from an experimental database of 9 specimens that presented a verifiable brittle shear failure.
It was confirmed that vastly improved predictions of the ultimate drift were obtained by means of the proposed methodology. The experimental database was also used to study the equivalent viscous damping associated to shear critical columns, which confirmed that shear failure limits the energy dissipation capacity of reinforced concrete columns. This implies that the existing ductility dependant equivalent damping models tend to overestimate the damping characteristics of shear dominated reinforced concrete columns.
Finally, the implications that the findings of this work have on Direct Displacement-Based Assessment of structures were identified and discussed.
This work has been, or is about to be, published as a ROSE Research Report, for which reason a copy of it is not available for download, but can rather be obtained from IUSS Press.