## 3 Results and Discussion
### Crack Pattern and Failure Mode
Compared to the prefabricated walls, CMW showed a different crack propagation and distribution. The first major diagonal crack was observed in the positive loading direction, which extended to the entire height of the wall at 6 mm with a 0.21% drift loading cycle. During the loading cycle at 9 mm with a 0.32% drift top wall displacement, the wall reached its lateral capacity  
Figure 6: Failure modes of the specimens: (**a**) PCMW, (**b**) PCMWT, (**c**) CMW, and (**d**) CMWT. of \(+675\) kN and \(-628\) kN for both directions. Diagonal cracks in the negative directions extended to the entire height of the wall. Horizontal cracks were observed at both wall ends at the lower six courses above the foundation with a length of 200 mm at 12 mm with a 0.43% drift loading cycle. During the 18 mm with 0.64% drift loading cycle, diagonal cracks became wider. An 8 mm wide major diagonal crack led to a face shell separation in this region. Most of the damage was limited to the major diagonal cracks and the first course of the wall. Less damage was observed at the middle top of the wall. At the end of the test at 32 mm with a 1.14% drift loading cycle, the strength dropped to 70% of the peak load. CMWT was a flanged wall with a traditional construction technique. During the loading cycle at 8 mm with a 0.29% drift, stepped mortar cracks at the ends of wall web were observed over the lower four courses above the foundation. The horizontal cracks at the webs of the flanges were also seen. Vertical cracks at the flanged end zones extending to the second course were also observed. Diagonal cracks were observed in the middle third of the wall height in the positive loading direction at 20 mm with a 0.71% drift loading cycle. The wall reached ultimate resistances of \(+728\) kN and \(-662\) kN for both directions at the loading cycle of 24 mm with a 0.86% drift top displacement. The first major diagonal crack extended from the wall toes to the top of the wall. The diagonal cracks in the positive loading direction became wider. Extensive diagonal cracks in both directions were observed during the loading cycle at 32 mm with a 1.14% drift. The damage was mainly distributed in the lower half height of the wall. The diagonal crack was incrementally widened, which led to a significant face shell spalling at the lower two courses of the wall. The vertical reinforcement buckled in this region when removing the crumbling grout columns. The wall lost about 25% of its resistance. All the walls presented diagonal shear failure. Two main types of diagonal cracking were observed. The first type included stepped cracks along the bed joints and vertical joints. This can be explained that the principal stress exceeded the bond strength between the units and mortar where the material was the weakest in the specimen. The second type included diagonal cracks crossing the units and mortars. This indicated the principal stress exceeded the tensile strength of the material. In addition, the diagonal cracks parallel to each other occurred at approximately 45\({}^{\circ}\) relative to the floor, which is perpendicular to the angle of principal stress. At the post-peak stage, the face shell spalling was observed because of the increasing width of the cracks. The first sets of visible diagonal cracks in the prefabricated walls (PCMW and PCMWT) were located at both segments at the wall ends. In addition, compared to both segments, the vertical joint in the middle of the specimen had less damage. This is because the material strength of grout in the vertical joint is higher than the masonry strength, despite the shear stress being highest in the middle of the wall. Furthermore, the cracks in the cast-in-place specimens (CMW and CMWT) were mainly distributed in the lower half of the walls. This is because the connection methods of the vertical reinforcements were continuous on the top and overlapped on the bottom of the specimens, respectively.