# Flexural Performance of Reinforced Concrete Members with Steel Bars
## 3 Results
### Flexural Member Experiment Results
\begin{table}
\begin{tabular}{c c c c c c c c c c c c} \hline \hline \multirow{2}{*}{**No.**} & \multirow{2}{*}{**Specimen Name**} & \multicolumn{2}{c}{**Initial Cracks**} & \multicolumn{2}{c}{**Yield Load**} & \multicolumn{2}{c}{**Maximum Load**} & \multirow{2}{*}{**Stimesh Load**} & \multirow{2}{*}{**Local**} & \multirow{2}{*}{**Stimesh Load**} & \multirow{2}{*}{**Stimesh Load**} & \multirow{2}{*}{**Stimesh Load**} & \multirow{2}{*}{**Stimesh Load**} & \multirow{2}{*}{**Stimesh Load**} \\ \cline{3-3} \cline{5-10}  & \multirow{2}{*}{**Local (\&N)**} & \multirow{2}{*}{**Displacement**} & & & & & & & & & & \\ \cline{3-3} \cline{5-10}  & & & & & & & & & & & & & \\ \hline
1 & 21-400-1.0 & 32.5 & 1.7 & 287.3 & 27.7 & 294.8 & 30.1 & 0.76 & 247.0 & 187.7 & 1.16 & 1.19 \\ \hline
2 & 21-400-0.75 & 18.8 & 1.1 & 207.0 & 25.1 & 213.0 & 27.7 & 0.85 & 183.1 & 158.6 & 1.13 & 1.16 \\ \hline
3 & 21-400-0.5 & 21.8 & 1.2 & 162.0 & 18.6 & 185.3 & 28.4 & 0.85 & 146.7 & 124.7 & 1.10 & 1.26 \\ \hline
4 & 21-400-1.0 & 32.3 & 2.4 & 220.5 & 27.7 & 240.8 & 34.2 & 0.85 & 207.9 & 176.7 & 1.06 & 1.17 \\ \hline
5 & 21-400-0.75 & 15.0 & 1.0 & 157.5 & 26.4 & 174.8 & 41.0 & 0.85 & 155.3 & 132.0 & 1.01 & 1.13 \\ \hline
6 & 21-400-0.5 & 21.0 & 1.6 & 105.8 & 22.6 & 122.3 & 24.7 & 0.85 & 100.4 & 88.3 & 1.05 & 1.22 \\ \hline \hline \end{tabular}
\end{table} 
Table 6: Flexural member experiment results. In the 21-400-0.5 experiment, the compressive strength of concrete was 21 MPa, the yield strength of tensile rebar was 400 MPa, and the tensile rebar ratio was considered. The load-displacement curve and the load-strain curve of rebar and concrete of the subject are shown in Figures 5c and 6c. The initial crack in the 21-400-0.5 experiment resulted in an increase in the number of cracks and crack width, along with an increase in the load. The initial crack had a load of 21.8 kN, with a displacement of 1.2 mm. The yield load was 162.0 kN, with a displacement of 18.6 mm, and the maximum load was  
15.39 mm, which was not satisfied with the allowable crack width in the wet environment; however, the allowable crack width was satisfied in the dry environment. In the 21-600-0.5 experiment, the compressive strength of concrete was 21 MPa, the yield strength of tensile reinforcement was 600 MPa, and a tensile reinforcement ratio was considered. The load-displacement curve and the load-strain curve of rebar and concrete of the subject are shown in Figures 5f and 6f. The initial crack in the 21-600-0.5 experiment resulted in an increase in the number of cracks and crack width, along with an increase in the load. The initial crack had a load of 21.0 kN, with a displacement of 1.6 mm. The yield load was 105.8 kN, with a displacement of 22.6 mm, and until the maximum load reached the yield load, the load gradually increased, and the displacement significantly increased. The maximum load at this time was 122.3 kN, with a displacement of 74.7 mm. After reaching the maximum load, the displacement rapidly increased with the decrease in the load, and the experiment was ended. Figure 6f shows the number of cracks and their appearance after the end of the experiment in the 21-600-0.5 experiment. Initial cracks appeared in the centre, and the allowable crack width was 0.3 mm in the wet environment. Therefore, if the average value was obtained by straight interpolation based on the measurement results of the crack width in the centre, the subject exceeded the allowable crack width by 23.75 mm or higher. In addition, the width of cracks in the centre of the subject exceeded the allowable crack width of 0.4 mm by 35 mm or higher in a dry environment. The load used was two-third of the nominal load, that is, 67 kN, and the displacement at this time was 12.8 mm, indicating that both wet and dry environments satisfy the allowable crack width.