## 3 Database  
Compared with thin beams as well as deep beams, the shear mechanism of RCSWs is relatively complex, mainly due to the fact that RCSWs experience axial forces and the  
Figure 1: The proposed framework. height-to-width ratios of the sections are large. At present, many scholars examine the RCSWs' shear performance through low-week repeated loading tests, as shown in Figure 2, where P is the axial load for the simulation of the vertical load borne by the wall, \(V_{n}\) is the horizontal load for the simulation of the horizontal load of the wall caused by the earthquake, which are used to obtain the value of \(V_{n}\), that is, the walls' seismic shear-bearing capacity. In the figure, \(h_{w}\) is the height of the wall, \(l_{w}\) is the height of the wall section, \(t_{w}\) is the thickness of the unconfined zone of the wall panel, \(b_{l}\) and \(t_{l}\) are the width and length of the side columns or the edge confining members of the wall, respectively, and \(f_{yh}\) (\(\rho_{h}\)), \(f_{yv}\) (\(\rho_{v}\)), and \(f_{yl}\) (\(\rho_{l}\)) are the yield strengths of longitudinal reinforcement of the side columns, the vertical distributing tendons, and the horizontal distributing tendons, respectively (the reinforcement ratio). The shear test data of RCSWs were established by collecting the shear capacity test data of RCSWs from the existing literature containing 583 RCSW test data, including 434 wall specimens collected by [PERSON] et al. [16], as well as the authors' collection of data (149) from the literature [31; 32; 33; 34; 35; 36; 37; 38; 39; 40; 41]. The distribution of each parameter is displayed in Figure 3, where the horizontal coordinate is the size of the eigenvalue and the vertical coordinate is the specimen number. The distribution of each eigenvalue is wide and centered around the smaller value. Table 1 shows the statistical information of the established database. According to the mean value of each eigenvalue, the mean value of \(h_{w}\) is 1079.8 mm, while the difference in standard deviation is 684.6 mm, indicating that the data of \(h_{w}\) fluctuates a lot and shows a stronger discrete nature. Through the minimum and maximum values, \(h_{w}\) ranges from 150 mm to 4572 mm, showing great variability. And the maximum value of \(l_{w}\), 3960 mm, likewise shows complex variation characteristics. The analysis of the median (50%) further reveals the distribution of the data, with \(h_{w}\) of 1000 mm and \(l_{w}\) of 1325 mm, indicating  
Figure 2: Sketch of RC RCSW forces. that most of the observations are concentrated around it and the overall positive skewness. Taken together, the statistical indicators of this database demonstrate a high degree of variability and complexity. Figure 4 shows the graph of the Pearson's correlation coefficient of each parameter. The correlation coefficients of each parameter, with the shear strength of the wall range from \(-0.16\) to \(0.73\), and each parameter has a certain influence on the RCSWs' shear-bearing capacity. Among them, the wall size parameters, including wall height, section height and width, and the length and height of side column section, have a bigger impact on its ability to withstand shear, and their correlation coefficients are \(0.33\), \(0.7\), \(0.73\), \(0.4\), and \(0.59\), respectively, in which the horizontal and vertical reinforcements have a more obvious influence, but the longitudinal reinforcement rate of side columns shows a negative correlation. The correlation coefficient between the axial force of the RCSW and its shear capacity is \(0.51\), which indicates that the axial load cannot be disregarded when determining the RCSWs' shear capacity.