## 2 Experimental Test  
### Test Protocol  
Table 1 and Figure 3 show the test specimens and specimen components. Cyclic loading tests were performed on three IP specimens and a steel-sheathed panel (SSP) specimen. The SSP specimen was used as the standard of comparison for the IP specimens. The specimens reinforced with studs were named as the \"integrated panel-inner stud\" (IP-IS) and the \"integrated panel-outer stud\" (IP-OS), based on the position of the reinforcing stud. For the SSP specimen, a 2440 mm high \(\times\) 640 mm wide \(\times\) 1.6 mm thick steel sheet was attached to the stud and track member with a single row of #10 screws (\(\phi\)5.2 mm), as shown in Figure 4a. For the IP specimen, the track member and rip of the integrated member (C - \(640\times 140\times 40\times 1.6\)) were joined using a single #10 screw, as shown in Figure 4b. The specimens were fabricated, such that the shear walls could be installed in the light gauge steel frame. The specimens consisted of an integrated member (or steel sheet and stud), four hold-downs, track members and reinforced studs. The specifications of the IP specimen and integrated panel-stud (IP-IS and IP-OS) specimens were identical, except for the addition of reinforcing studs, as shown in Figure 4c. \begin{table}
\begin{tabular}{c c c} \hline \hline
**Specimens** & **Main Component** & **Stud** \\ \hline SSP & Steel sheet & \\ (Steel-sheathed panel) & (PL - \(640\times 2440\times 1.6\)) & C - \(140\times 40\times 12\times 1.6\) \\ \hline IP & & \\ (integrated panel) & & \\ \hline IP-IS & Integrated member & Inner Stud \\ (integrated panel-inner stud) & (C - \(640\times 140\times 40\times 1.6\)) & (C - \(137\times 40\times 12\times 1.6\)) \\ \hline IP-OS & & Outer Stud \\ (integrated panel-outer stud) & & (C - \(140\times 40\times 12\times 1.6\)) \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Test specimens (mm). For the cyclic loading tests, a 200 kN actuator (maximum stroke = \(\pm\) 200 mm) was attached to the left end of the spread beam (C - \(180\times 150\times 9.0\)), and lateral supports were installed at two points on the loading jig, as shown in Figure 5. To fix the specimens and apply a loading force, the spread beams were joined to the hold-down of the panel with anchor bolts, and were installed above and below the panel. As the rigidity of the floor or roof elements in the light gauge steel frames are considerably higher than that of the shear panel, the spread beam is constrained by two columns (B - \(150\times 150\times 4.5\)), with two hinged ends on the left and right sides of the specimens to match the displacement in the gravity direction of the spread beam. The testing rig was built with reference to  
Figure 4: Configurations and details (mm): (**a**) Steel-sheathed panel, (**b**) Integrated panel, (**c**) Lower left side of the specimens. Note that the specifications of the integrated panel-stud specimens are identical except for the addition of reinforcing studs. Figure 3: Specim components: (**a**) Steel-sheathed panel, (**b**) Integrated panel, (**c**) Integrated panel-inner stud, (**d**) Integrated panel-outer stud. studies conducted by [PERSON] et al. [24] and [PERSON] et al. [25], such that it behaves similarly to the panels in light gauge steel frames. [PERSON] and [PERSON] [26] reported improvements in the racking resistance of shear walls, and the distortional buckling resistance of studs and chord members through cladding with gypsum boards. Further, the AISI Lateral Design standard [27] recommends a 30% increase in shear strength when using a wooden sheathing (or oriented strand board (OSB)) on one side, and a fully blocked gypsum board on the other side of those walls subject to wind and other types of in-plane loading. Therefore, dissimilar sheathing attached to the panel (e.g., OSB on the exterior face and gypsum board on the interior face) was ignored in this study.