## 3 Results
### Parameter Analysis
Figure 15 explains the reason, as the number of elements that were damaged occurred are just five in 135-degree configuration, while almost whole ground floor elements were damaged at quite similar load factor levels. Based on the data obtained from the study, the effect of stirrup angle on the load factor for the Kent-Scott-Park model in case of initial damage shows that 135-degree stirrup increases by 10.81% compared to 90-degree stirrup, which is 3.21% in the [PERSON] et al. model and 35.8% in the [PERSON] model in the analysis for the C10 concrete class. When a similar comparison was made for the Y-direction, increases of 22.23%, 25.06%, and 45.47% were observed, respectively. For concrete class C50, the results of the analysis in the X-direction show increases of 0.12% for Kent-Scott-Park, 2.34% for [PERSON] et al., and 2.42% for Kappos-Konstantinidis. In the Y-direction, these rates were recorded as 0.59%, 0.23%, and 0.52%, respectively. As a result, it is seen that the sensitivity of the structures in the Y-direction to the stirrup condition is higher than in the X-direction. It is important to point out that this interesting result could be a significant effect of the difference in the number of elements damaged. \begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline \multirow{3}{*}{\begin{tabular}{c} **Concrete** \\ **Model/Direction** \\ \end{tabular} } & \multirow{3}{*}{\begin{tabular}{c} **Kent–Scott-Park** \\ **O** \\ \end{tabular} } & \multicolumn{3}{c}{**Kappos**} & \multirow{3}{*}{\begin{tabular}{c} **and** \\ **Konstantinidis** \\ **(X)** \\ \end{tabular} } & \multirow{3}{*}{\begin{tabular}{c} **Kent–Scott-Park** \\ **(Y)** \\ \end{tabular} } & \multirow{3}{*}{\
\begin{tabular}{c} **Kappos** \\ **and** \\ **Konstantinidis** \\ **(Y)** \\ \end{tabular} } & \multirow{3}{*}{
\begin{tabular}{c} **and** \\ **Konstantinidis** \\ **(Y)** \\ \end{tabular} } \\  & & & & & & & & & & **(Y)** \\ \hline \multicolumn{10}{l}{**Concrete Grade/**} \\ \multicolumn{10}{l}{**Hook Angle (\({}^{\circ}\))**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} & \multirow{3}{*}{**90**} & \multirow{3}{*}{**135**} \\ \multicolumn{10}{l}{} \\ C10 & & & & & & & & & & & & \\ C16 & & & & & & & & & & \\ C20 & & & & & & & & & & \\ C25 & & & & & & & & & & \\ C50 & & & & & & & & & & \\ \hline \hline \end{tabular}
\end{table} 
Table 2: First damage load factor values of different concrete models with different concrete grades in the X- and Y-directions. \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Concrete** \\ **Model/Direction** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Kent–Scott–Park** \\ **(X)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **[PERSON] et al. (X)** \\ **(Q)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **[PERSON] and** \\ **[PERSON]** \\ **(Y)** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Kent–Scott–Park** \\ **[PERSON] et al. (Y)** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **[PERSON] and** \\ **[PERSON]** \\ **(Y)** \\ \end{tabular} } \\  & & & & & & & \\ \hline C10 & 10.81\% & 3.21\% & 35.80\% & 22.23\% & 25.06\% & 45.47\% \\ C16 & 1.62\% & \(-\)1.24\% & 36.45\% & 9.33\% & 3.53\% & 39.52\% \\ C20 & 6.94\% & 2.36\% & 29.97\% & 12.56\% & 2.33\% & 29.38\% \\ C25 & 2.43\% & 1.34\% & 21.52\% & 0.72\% & 0.68\% & 16.90\% \\ C50 & 0.12\% & 2.34\% & 2.42\% & 0.59\% & 0.23\% & 0.52\% \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Load factor ratios different concrete models with different concrete grades in the X- and Y-directions (135\({}^{\circ}\)/90\({}^{\circ}\)). The peak displacement values corresponding to the maximum base shear force show similar results for almost all concrete classes and stirrup configurations.