Bond of steel reinforcement in self-compacting concrete

Published: 8 April 2020| Version 3 | DOI: 10.17632/4j8hcv62j3.3
Marian Sabau


The data represent the simulated data obtained using the proposed equation in a previously published research article of the author (Eq. 6), to predict the peak bond stress in self-compacting concrete (SCC). The data consisted of 500 simulations for various concrete grades (C12, C16, C20, C25, C30, C35, C40, C45, and C50) and reinforcing steel bar diameters (10, 12, 16, 20, and 25 mm). The first 20 data correspond to the predicted values of the peak bond stress considering the parameters used in the previous research article of the author. These data are valid for well-confined concrete in which pull-out failure may occur. For additional information about the bond model please consult the reference below. Abbreviations used for the data: f_cm = mean value of the concrete cylinder compressive strength (MPa) φ = diameter of an anchored bar (mm) c_min = minimum concrete cover (mm) l_d = anchorage length of a bar (mm) a_max = height of the transverse ribs of an anchored bar (mm) c = distance between the transverse ribs of an anchored bar (mm) f_R = relative rib area (-) n_t = number of legs of the confining reinforcement crossing a potential splitting failure surface at a section (-) A_st = cross-sectional area of one leg of a confining bar (mm2) n_b = number of anchored bars (-) s_t = longitudinal spacing of the confining reinforcement (-) K_tr = density of the transverse reinforcement (-) τ_R = peak bond stress calculated using Eq. 6 (MPa) MC2010 = peak bond stress from fib Model Code 2010 (MPa) τ_R/MC2010 = ratio of the peak bond stress calculated using Eq. 1 and the peak bond stress from fib Model Code 2010 (-)



Civil Engineering, Reinforced Concrete, Bond Length, Properties of Concrete