## 4 Results and Discussions
### Ductility Analysis
\begin{table}
\begin{tabular}{c c c c c c c c c c c c c c c} \hline \hline \multirow{2}{*}{**Specimen**} & \multirow{2}{*}{
\begin{tabular}{c} **Loading** \\ **Direction** \\ **(mm)** \\ \end{tabular} } & \multicolumn{3}{c}{**Cracking Point**} & \multicolumn{3}{c}{**Yield Point**} & \multicolumn{3}{c}{**Peak Point**} & \multicolumn{3}{c}{**Failure Point**} & \multicolumn{3}{c}{**Ductility Factors**} \\ \cline{3-14}  & & \(\mathbf{\alpha_{\alpha}}\) & \(\mathbf{\theta_{\alpha}}\) & \(\mathbf{\alpha_{\gamma}}\) & \(\mathbf{\theta_{\gamma}}\) & **Average** & \(\mathbf{\Delta_{\gamma}}\) & \(\mathbf{\theta_{\gamma}}\) & **Average** & \(\mathbf{\Delta_{\gamma}}\) & \(\mathbf{\theta_{\gamma}}\) & **Average** & \(\mathbf{\mu}\) & **Average** \\ \hline \multirow{2}{*}{SPE1} & Positive & 3.07 & 1/391 & \multirow{2}{*}{1/332} & 7.73 & 1/155 & 21.30 & 1/56 & \multirow{2}{*}{1/53} & 27.43 & 1/44 & \multirow{2}{*}{1/42} & 3.55 & \multirow{2}{*}{3.28} \\  & Negative & 4.15 & 1/289 & & 9.90 & 1/121 & & 23.71 & 1/51 & & 29.77 & 1/40 & & 3.01 & \\ \hline \multirow{2}{*}{SPE2} & Positive & 2.64 & 1/454 & \multirow{2}{*}{1/415} & 8.78 & 1/137 & \multirow{2}{*}{1/114} & 17.51 & 1/69 & \multirow{2}{*}{1/64} & 23.80 & 1/50 & 1/47 & 2.71 & \multirow{2}{*}{2.44} \\  & Negative & 3.14 & 1/382 & & 12.41 & 1/97 & & 20.31 & 1/59 & & 27.02 & 1/44 & & 2.18 & \\ \hline \multirow{2}{*}{SPE3} & Positive & 4.15 & 1/289 & \multirow{2}{*}{1/317} & 10.30 & 1/117 & \multirow{2}{*}{1/116} & 16.20 & 1/74 & \multirow{2}{*}{1/66} & 27.41 & 1/44 & \multirow{2}{*}{1/43} & 2.66 & \multirow{2}{*}{2.69} \\  & Negative & 3.41 & 1/352 & & 10.48 & 1/115 & & 20.30 & 1/59 & & 28.42 & 1/42 & & 2.71 & \\ \hline \multirow{2}{*}{SPE4} & Positive & 3.55 & 1/338 & \multirow{2}{*}{1/337} & 8.92 & 1/135 & \multirow{2}{*}{1/137} & 23.06 & 1/52 & \multirow{2}{*}{1/52} & 29.03 & 1/41 & \multirow{2}{*}{1/41} & 3.35 & \multirow{2}{*}{3.32} \\  & Negative & 3.56 & 1/337 & & 8.59 & 1/140 & & 23.02 & 1/52 & & 29.11 & 1/41 & & 3.39 & \\ \hline \multirow{2}{*}{SPES} & Positive & 1.76 & 1/682 & \multirow{2}{*}{1/619} & 8.59 & 1/140 & \multirow{2}{*}{1/39} & 18.83 & 1/64 & \multirow{2}{*}{1/60} & 29.13 & 1/41 & \multirow{2}{*}{1/41} & 3.39 & \multirow{2}{*}{3.40} \\  & Negative & 2.12 & 1/566 & & 8.68 & 1/138 & & 21.56 & 1/56 & & 29.50 & 1/41 & & 3.40 & 3.40 & \\ \hline \multirow{2}{*}{SPE6} & Positive & - & - & - & 14.15 & 1/85 & \multirow{2}{*}{1/83} & 42.00 & 1/29 & \multirow{2}{*}{1/27} & 48.28 & 1/25 & \multirow{2}{*}{1/24} & 3.41 & \multirow{2}{*}{3.41} \\  & Negative & - & - & 14.88 & 1/81 & & 45.51 & 1/26 & & 52.41 & 1/23 & & 3.52 & 3.47 \\ \hline \hline \end{tabular}
\end{table} 
Table 7: Displacement and displacement ductility factors. (4) The displacement ductility factors of the specimens are from 3.32 to 3.40 when the prefabricated RACSWs are infilled. The overall deformation is restrained by the walls, and the horizontal displacements are smaller in the main stages than those in the pure steel frame, although the bearing capacity and lateral stiffness of the specimens of infilled prefabricated RACSWs are remarkably increased. Consequently, the displacement ductility factors are slightly lower in the specimens of infilled prefabricated RACSWs than those in the pure steel frame. The inter-story drift angle is from 1/619 to 1/337 at the concrete cracking stage, from 1/139 to 1/137 at the yield stage, and from 1/60 to 1/52 at the peak point.