# Experimental Study on an Optimized-Section Precast Slab with Structural Aesthetics
## 2 Test Program
### Test Setup and Measurement  
Figure 7 shows the loading plans of each specimen. The flexural specimens, UF and CF specimens, were simply supported and were subjected to two-point loading with a shear span length of 2750 mm, as shown in Figure 7a. The shear specimens, US and CS specimens, were also simply supported, however they were subjected to one-point loading with a shear span length of 1200 mm, as shown in Figure 7b. After the shear test was performed at one end, the same shear test was carried out at the other end. As a result, two shear test result sets were obtained from the US and CS specimens, respectively. The continuous composite slab specimens that resist the negative moment, NFW and NFE specimens, were placed upside down, as shown in Figure 7c,d, and were simply supported with a one-point load. The NFW specimen with a span length of 5.6 m was intended to fail in flexure at the section where the 5-D19 tensile rebars are cut; that is, 1.5 m away from the loading point. On the other hand, the NFE specimen was planned to have a span length of 2.8 m in order to investigate the maximum negative moment resistance performance near the stub-slab interface. All of the specimens were loaded under displacement control with a 1000 kN capacity actuator.  
Figure 6: Details of the shear reinforcement (Units: mm and degree).  
Figure 8 shows the locations of the linear variable differential transformers (LVDTs) and the strain gauges that were installed in the reinforcements of each specimen. The thick solid line indicates the positions of the cross-sections where the gauges are installed. For all of the specimens, gauges were attached to the tensile reinforcements at the bottom and the upper strands and also to the shear reinforcements that were placed at the same locations as the longitudinal reinforcement gauges. In the case of the UF and CF specimens, gauges were installed in a total of four cross-sections, including the section around the variable cross-section and the central section, which was the maximum-moment cross-section. The cross-sections were located 600, 800, 1000, and 3500 mm away from the end of the members, respectively. For the US and CS specimens, gauges were installed intensively in the four cross-sections where the failure was expected and the cross-sections were located 400, 600, 800, and 1000 mm away from the end of the members, respectively. Even in the case of the NF series specimens, the gauges were attached to the longitudinal reinforcement in the lowest part of the  
Figure 7: Test setup.  
cross-section, the shear reinforcement, the upper strand, and the longitudinal reinforcement placed in the topping concrete, as is the case for the composite PC members.  
In order to measure the deflection of the member during loading, a total of three LVDTs were installed at the center of the member span and the two other locations (Refer to Figure 8). For the NFW specimen, a total of three LVDTs were installed at the center of the member span and the locations that were 1400 mm away from the mid-span on both sides. In the case of the NFE specimen, only one LVDT was installed at the position of the loading section. The loads, deflections, and strains for each specimen were measured and collected through a data logger.  
Figure 8: Measurement of the strains and deflection (Unit: mm).