## 2 Experimental Program  
### Specimens Design  
#### 2.1.1 Shear Wall  
In this experiment, a quasi-static test of two fully prefabricated walls connected with two types of APC connectors and a cast-in-place wall has been carried out, and the seismic performance of the two prefabricated specimens was compared with that of the cast-in-place specimen. The cross-sectional dimensions and reinforcement of each specimen are shown in Figure 2. A total of three L-shaped short-leg shear walls were designed, of which LSW was a cast-in-place wall, and LAPC-1 and LAPC-2 were prefabricated walls spliced through type-I and type-II connectors, respectively, with the number representing the type of sleeve used. Each specimen was composed of a base beam, shear wall, and load beam with the same dimensions. The shear wall was 200 mm in thickness, 2750 mm in height (a 20 mm thick grouting layer is contained in the prefabricated wall), 1400 mm in straight-edge length, and 600 mm in flange length. The cross-sectional dimensions of the load beam and the base beam were 500 mm \(\times\) 500 mm and 1050 mm \(\times\) 600 mm, respectively. All specimens were equipped with six and twelve longitudinal rebars with a diameter of 14 mm in the straight-edge member and L-shaped-edge member respectively, and stirrups with a diameter of 8 mm and a spacing of 100 mm were also configured. In addition, the vertical distribution bars of the wall were six longitudinal rebars with a diameter of 8 mm and a spacing of 200 mm. The thinnest part of the concrete cover outside the stirrups of the prefabricated wall was 15 mm, which was slightly thinner than the cast-in-place wall. The difference between the test pieces was mainly reflected in the connection part. As shown in Figure 2b,c, the horizontally distributed rebars of the prefabricated wall were densified within the range from the bottom of the wall to 300 mm higher than the top of the sleeve, i.e., the spacing within the height range of the sleeve was 50 mm and the spacing of the rebars above the sleeve was 100 mm, and the distance from the first horizontally distributed rebar at the upper end of the sleeve to the top of the sleeve was 25 mm [28]. Moreover, in order to prevent premature shedding of the concrete cover outside the sleeve in the edge member, stirrups with a spacing of 50 mm and a diameter of 8 mm were recommended within the height range of the sleeve. To compare with the prefabricated wall, the bottom of the cast-in-place wall was also densified with horizontally distributed rebars and stirrups, as shown in Figure 2a. The splicing form of each specimen is shown in Table 1. Six type-I sleeves (175 mm high) were embedded in the straight-edge member of LAPC-1, and a rebar with a diameter of 14 mm was reserved in the sleeve to connect with the rebar with a diameter of 14 mm embedded in the base beam. According to references [14,25], because of the small diameter of the longitudinal rebars of the wall body, a single row of sleeves was used for connection, and the diameters of the connecting rebars were obtained according to the principle of equal strength substitution. Therefore, in this experiment, two rebars with a diameter of 14 mm were used to replace the six vertically distributed rebars with a diameter of 8 mm in the shear wall, and their lap length was 775 mm according to the requirements of Chinese concrete design code [29]. In addition, eight type-I sleeves were embedded in the L-shaped-edge member, and considering the convenience of grouting and the connection of reinforcements, two type-II sleeves (280 mm high) were embedded in the corner to realize the lap connection of the prefabricated member rebars and the foundation beam rebars. Compared with LAPC-1, the difference was that type-II sleeves were applied to the edge members of LAPC-2.