## 2 Experimental Program
### Design and Prefabricated Construction of Test Specimens  
A total of five fully-grounded PRMSWs, which were designed based on Chinese Code (GB 50011-2010) [22], were constructed and tested under cyclic loading. The properties of each specimen are presented in Table 1 and Figure 2. The test walls, which were equivalent in dimensions, were denoted as PMW-1, PMW-2, PMW-3A, PMW-3B, and PMW-4, respectively. PMW denotes the prefabricated reinforced masonry shear wall. The number following PMW denotes the differing axial compression ratio and distribution of the vertical rebar. The letters A and B denote two specimens that were designed with the same test parameters with the aim to investigate the seismic performance stability of the PRMSW. For PMW-1 and PMW-3A/B, the axial load was 670 kN, and the axial compression ratio (\(\sigma/f_{g,m}\)) was 0.10. PMW-2 and PMW-4 had the same axial load of 1000 kN, and a compression ratio of 0.15. Figure 2 presents the reinforcement of the specimens, which was designed based on Chinese Code (GB 50003-2011) [23] to ensure the expected bending failure of the test walls. All specimens had the same horizontal reinforcement ratio of 0.60% and vertical reinforcement ratio of about 0.30%. The horizontal reinforcement consisted of two rebar, each with a diameter of 12 mm, in every course for all specimens. The vertical reinforcement of both PMW-1 and PMW-2 involved five rebar, each with a diameter of 14 mm, that were placed in the middle cell and two cells at each end of the specimens. PMW-3A/B and PMW-4 had evenly distributed vertical rebar, each with a diameter of 12 mm, in each cell along the length of the wall.  
Figure 1: Dimensions of the concrete hollow blocks (mm): (**a**) Full block; and (**b**) half block.  
Figure 2: Design of test specimens (mm).  
The prefabricated construction procedures for the five specimens were as follows: First, the foundation beams, for each specimen, were constructed, and the vertical rebar, for the test walls, were fixed on each foundation beam (see Figure 3a). Second, five hollow masonry shear walls were constructed on specific foundations, by the same professional mason using hollow concrete blocks, and were fixed with special tools. Third, the five hollow walls were lifted and assembled, with the applicable foundation beam and vertical rebar, using a crane (see Figure 3b). Then, the assembled hollow walls were checked to ensure acceptable perpendicularity (see Figure 3c), and were fixed using a stretchable anchor bolt (see Figure 3d). Finally, the assembled hollow walls were fully grouted with concrete. All the walls were cured for 28 days before being tested.  
\begin{table}
\begin{tabular}{c c c c c c} \hline \hline \multirow{2}{*}{**Specimen**} & \multicolumn{2}{c}{**Wall Dimensions (mm)**} & \multicolumn{2}{c}{**Reinforcement**} & \multicolumn{2}{c}{**Axial Load**} \\ \cline{2-6}  & **(Length \(\times\) Height \(\times\) Thickness)** & **Vertical** & \(\rho_{\text{v}}\) & **Horizontal** & \(\rho_{\text{h}}\) & **(Compression Ratio)** \\ \hline PMW-1 & 1390 \(\times\) 3200 \(\times\) 190 & 5C14 & 0.29\% & 2C12@200 & 0.60\% & 670 kN (0.10) \\ PMW-2 & 1390 \(\times\) 3200 \(\times\) 190 & 5C14 & 0.29\% & 2C12@200 & 0.60\% & 1000 kN (0.15) \\ PMW-3A & 1390 \(\times\) 3200 \(\times\) 190 & 7C12 & 0.30\% & 2C12@200 & 0.60\% & 670 kN (0.10) \\ PMW-3B & 1390 \(\times\) 3200 \(\times\) 190 & 7C12 & 0.30\% & 2C12@200 & 0.60\% & 670 kN (0.10) \\ PMW-4 & 1390 \(\times\) 3200 \(\times\) 190 & 7C12 & 0.30\% & 2C12@200 & 0.60\% & 1000 kN (0.15) \\ \hline \hline \end{tabular}
\end{table}
Table 1: Summary of the test specimens’ details.  
Figure 3: Construction procedures for the prefabricated reinforced masonry shear wall (PRMSW): (**a**) Construction of the foundation beam and the vertical rebar; (**b**) lifting and assembling the prefabricated wall; (**c**) checking the perpendicularity of the PRMSW; and (**d**) the fixing of the PRMSW using a stretchable anchor bolt.