NONLINEAR RESPONSE OF CORRODED RC FLEXURAL ELEMENTS

Abstract

This report represents method of calculation of residual moment carrying capacity of flexural members. Residual capacity of flexural members was calculated whose experimental data are available. Calculation of residual capacity was done by first calculating the residual bond strength between corroded bar and steel using different bond model. After calculating the residual bond strength strain compatibility for perfect bond was modified. Calculation of flexural capacity was done which included the bond strength degradation between concrete and reinforcement. Flexural members were modeled using ATENA for validation with experimental and calculated residual flexural capacity by given method. While modeling flexural members for validation with the experimental and calculated results the affected parameters were considered. Mechanical properties and cross sectional area was modified for corresponding corrosion level. Changed bond strength was modeled by user defined bond model as per CEB-FIP bond model. Finally the residual flexural capacity obtained by using different bond model is compared with the residual flexural capacity obtained by experiment and finite element analysis in ATENA.