Bond of steel reinforcement in self-compacting concrete

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 (-)

本数据集为作者已发表研究论文中采用所提出的公式（式6）生成的模拟数据，用于预测自密实混凝土（Self-compacting Concrete, SCC）的峰值粘结应力。数据集包含500组模拟结果，覆盖C12、C16、C20、C25、C30、C35、C40、C45、C50共9种混凝土强度等级，以及10、12、16、20、25 mm共5种直径的钢筋。前20组数据对应采用作者此前发表研究论文中所用参数得到的峰值粘结应力预测值。本数据集适用于可能发生拔出破坏的约束良好混凝土。如需了解该粘结模型的更多信息，请参阅下文所列参考文献。

本数据集所用缩写定义如下：
$f_cm$ = 混凝土圆柱体抗压强度平均值（单位：MPa）
$φ$ = 锚固钢筋直径（单位：mm）
$c_{min}$ = 最小混凝土保护层厚度（单位：mm）
$l_d$ = 钢筋锚固长度（单位：mm）
$a_{max}$ = 锚固钢筋横向肋高度（单位：mm）
$c$ = 锚固钢筋横向肋间距（单位：mm）
$f_R$ = 相对肋面积（无量纲）
$n_t$ = 截面处穿过潜在劈裂破坏面的约束钢筋肢数（无量纲）
$A_{st}$ = 单根约束钢筋肢的横截面积（单位：mm²）
$n_b$ = 锚固钢筋根数（无量纲）
$s_t$ = 约束钢筋纵向间距（无量纲）
$K_{tr}$ = 横向配筋密度（无量纲）
$τ_R$ = 采用式6计算得到的峰值粘结应力（单位：MPa）
$MC2010$ = 国际混凝土协会（fib）2010年模型规范给出的峰值粘结应力（单位：MPa）
$τ_R/MC2010$ = 采用式1计算得到的峰值粘结应力与国际混凝土协会2010年模型规范给出的峰值粘结应力之比（无量纲）