The provision of IS:4326-1976 on maximum tension steel ratio for reinforced concrete flexural members is reviewed. This provision intends to provide curvature ductility of 5, assuming unconfined concrete. However, a discrepancy exists in the method by which this provision is arrived at. A procedure is described herein to calculate the maximum tension steel ratio that ensures a specified value of curvature ductility. Simple empirical expressions are proposed for the maximum ‘tension steel ratio, which ensure curvature ductility of 5.