# Shear Performance for Prestressed Concrete Hollow Core Slabs
## 3 Experimental Program
### Specimens  
To evaluate shear performance in relation to cross-sectional height and presence of topping concrete in HCS, specimens were fabricated according to the data in Table 2. In the specimen names, S and CS indicate HCS with or without topping concrete, respectively. The numbers 265, 320, and 400 represent the heights of HCS without taking into account the topping concrete.  
As shown in Table 2 and Figures 3 and 4, the specimens have cross-sections of 1200 \(\times\) 265 (320, 400) mm, lengths of 3000 (3400) mm, and pure spans of 1700 (2100) mm. In the case of S series, the shear span-to-depth ratio (\(\omega\)/\(d\)) was designed to be in the range of 2.14-2.61, depending on the effective depth for shear failure to occur. For CS series, the range was 1.50-1.94 due to the influence of topping concrete.  
\begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline \multirow{2}{*}{**Specimens**} & \multicolumn{2}{c}{\(f_{c}\) (MPa)} & \multicolumn{2}{c}{Size (mm)} & \multicolumn{2}{c}{**Prestressing Strand**} & \multirow{2}{*}{_a/d_} & \multirow{2}{*}{**H (mm)**} & \multirow{2}{*}{**N**} \\ \cline{2-3} \cline{5-8}  & **HCS** & **Topping** & \(h\) & \(b\) & \(l\) & **Bottom** & **Top** & \\ \hline S265 & 48.7 & \multirow{2}{*}{-} & 265 & \multirow{2}{*}{3000} & 6–\(\phi\)12.7 & \multirow{2}{*}{4-\(\phi\)9.5} & \multirow{2}{*}{2.61} & \multirow{2}{*}{-} & 3 \\ \cline{5-8} S320 & 48.3 & & 320 & & 8–\(\phi\)12.7 & & & 3 \\ \hline S400 & 48.2 & \multirow{2}{*}{-} & 400 & 3400 & 10–\(\phi\)12.7 & \multirow{2}{*}{3-\(\phi\)9.5} & \multirow{2}{*}{2.27} & \multirow{2}{*}{3} \\ \cline{5-8} CS265 & 48.7 & 28.1 & 265 & & & & & \\ \hline CS320 & 48.3 & 27.0 & 320 & & 8–\(\phi\)12.7 & & 1.50 & 120 & 3 \\ \hline CS400 & 48.2 & 27.0 & 400 & & 3400 & 10–\(\phi\)12.7 & & 3–\(\phi\)9.5 & 1.69 & 3 \\ \hline \hline \end{tabular}
\begin{tabular}{c c c c c c c c} \hline \hline \multirow{2}{*}{**Specimens**} & \multirow{2}{*}{**HCS**} & \multirow{2}{*}{**Topping**} & \multirow{2}{*}{**\(h\)**} & \multirow{2}{*}{**\(b\)**} & \multirow{2}{*}{**\(l\)**} & \multirow{2}{*}{**Bottom**} & \multirow{2}{*}{**Top**} & \multirow{2}{*}{**_a/d_**} & \multirow{2}{*}{**H (mm)**} & \multirow{2}{*}{**N**} \\ \cline{5-8} S265 & 48.7 & & 265 & & & & & & \\ \hline S320 & 48.3 & & 320 & & 8–\(\phi\)12.7 & & 2–\(\phi\)9.5 & & 2.14 & 3 \\ \hline S400 & 48.2 & & 400 & 10–\(\phi\)12.7 & & 3–\(\phi\)9.5 & & 2.27 & 3 \\ \hline CS265 & 48.7 & 28.1 & 265 & & &As shown in Figures 3 and 4, HCS was designed to reflect the preferred reinforcement characteristics in the field, according to the height of the cross section. S265 (CS265) used tendons as strands regardless  
Figure 4: Details of CS series (unit: mm): (**a**) CS265; (**b**) CS320; (**c**) CS400.  
Figure 3: Details of S series (unit: mm): (**a**) S265; (**b**) S320; (**c**) S400.  
of the presence of topping concrete, placing 6-\(\phi\)12.7 and 2-\(\phi\)9.5 at the bottom, and 4-\(\phi\)9.5 at the top. For S320 (CS320), 8-\(\phi\)12.7 was applied to the bottom of the cross-section, and 2-\(\phi\)9.5 to the top. For S400 (CS400), 10-\(\phi\)12.7 was placed at the bottom, and 3-\(\phi\)9.5 at the top. All specimens were subject to a tendon tensile strength of 65% as jacking force. Transverse reinforcement was not taken into account. As shown in Figure 5, a coarse finish with a height of 6 mm was applied to the top surface of specimens to ensure integrated behavior with consideration of topping concrete.