## 5 Summary and Conclusions  
This paper proposes an integrated panel that can replace studs and steel sheet in a steel-sheathed wall system. The integral panels are more workable than the steel-sheathed wall system. We experimentally verified that they exhibit stable structural performance when reinforcing the integrated member with studs. The findings of the study are summarized as follows.  
1. The yield strength \(V_{y}\), maximum strengths \(V_{peak}\), elastic stiffness \(K_{e}\), ductility \(\mu\) and equivalent damping ratio \(\xi_{eq}\) of SSP, IP, IP-IS and IP-OS specimens were compared. The IP specimen showed better structural performance than the SSP specimen. Considering the allowable story drift, reinforcing integrated members with studs can increase the yield strength, and local buckling occurred at high drift ratios. When reinforcing the integrated member with studs, it is recommended to reinforce the studs inside, not outside of, the integrated member, so that the studs behave in combination.
2. Assuming that the integrated member behaves like a cantilever beam, the nominal strengths \(V_{n,nIS}\) of the IP, IP-IS and IP-OS specimens were 83%, 145% and 160% of the yield strengths \(V_{y}\)  
Figure 15: Variation in the average yield strength-to-proposed nominal strength with the coefficient of the stud-reinforced specimens at yield displacement.  
respectively. The nominal strength \(V_{n,AISI}\) of the IP specimens appeared to be similar to the yield strength \(V_{y}\), although the web slenderness of the integrated member was nearly 400. Since the nominal strength \(V_{n,AISI}\) of the stud-reinforced specimens (IP-IS and IP-OS) were 45% and 60% higher than the yield strength \(V_{y}\), respectively, the assumption that the integrated panel behaves like a cantilever beam, was found to be incorrect.
3. To predict the nominal strength of the integrated panel with reinforced stud, a draft prediction equation was proposed. The proposed nominal strength \(V_{n,p}\) coincided with the average yield strength \(V_{y,avg}\) at the yield displacement when the values of the coefficient \(C\) that reflects the changes in the effective moment of inertia when loaded are 0.09 and 0.24 in the IS-IS and IP-OS specimens, respectively. The cross-section of the integral member, the cross-section of the reinforcing studs, and the position of the reinforcing studs, are considered to be factors influencing the coefficient \(C\). The proposed equation is meaningful, as it reflects the failure aspects of the specimens, such as the location of local buckling. A finite element analysis of the various models may help to accurately define the coefficient \(C\).  
This research can be useful when reinforcing parts with a high web slenderness ratio in light gauge steel frames. In future studies, further consideration should be given to the fact that the seismic performance of the panel may be significantly affected when an axial load is applied to the panel, or when dissimilar sheathing is attached to the panel.  
[PERSON] and [PERSON] conceived and designed the experiments; [PERSON], [PERSON], [PERSON] and [PERSON] performed the experiments; [PERSON] analyzed the data; [PERSON] mainly wrote this article; [PERSON] revised this article and contribute to the analysis; All authors have read and agreed to the published version of the manuscript.  
This research was funded by the National Research Foundation of Korea, grant number NRF-2016 R1D1A1B01010615.  
The authors declare no conflict of interest.