## 3 Experimental Program
### Specimen Design  
The specimens were divided into two series, designated as B1 and B2. There were 6 beams for series B1 and 4 beams for series B2. The beams were tested up to failure, in order to evaluate the effects of shear span-to-effective depth ratio and longitudinal tensile reinforcement ratio, and to verify the proposed equation. Those varied parameters were selected because the shear span-to-effective depth and longitudinal tensile reinforcement ratios were superior to other parameters in affecting the shear strength of SFRC beam. Moreover, the shear-span-to-effective depth ratios were selected in such way that the specimens were classified as specimens with short to long shear spans. In the case of a specimen with intermediate shear span-to-effective depth ratio, the failure mode can be either shear failure or flexural failure.  
Table 2 shows the details of specimen design. The beams in series B1 that had a section size of 100 mm \(\times\) 200 mm were divided into three types on the basis of their length. The beam lengths of 980 mm, 1320 mm, and 1660 mm corresponded with shear span-to-effective depth ratios of 2, 3, and 4, respectively. Every beam in series B1 was reinforced longitudinally by using a longitudinal bar with a diameter of 13 mm (#4). Also, each beam of each length in series B1 had two types of longitudinal reinforcing bar ratios, that amounted to 0.75% and 1.5%. The first ID denotes the series number with the two numbers following the series number denoting the shear span-to-effective depth and longitudinal reinforcement ratios. For beams in series B2, the section size for all beams tested was 100 mm \(\times\) 250 mm and the beams were divided into two types on the basis of their length. The lengths of 1480 mm and 1700 mm corresponded with shear span-to-effective depth ratios of 2.5 and 3, respectively. A longitudinal bar with a diameter of 25.4 mm (#8) was provided for each beam in series B2. The first ID in series B2 show the series number and is followed by three numbers. The first, second and third numbers following the series ID are the shear-span-to-effective depth ratio, the longitudinal reinforcement ratio, and the specimen number, respectively. It is worth mentioning that there are two specimens for each shear span-to-effective depth ratio.  
No stirrups were provided for both series, so the high-strength hooked-end steel fibers with a fiber volume fraction of 1.5% were used instead. It is noteworthy that the fiber volume fraction or fiber volume ratio is defined as the fiber volume percentage in the entire volume of a fiber reinforced concrete. The longitudinal reinforcing bars were extended over the supports, hooked upward, and enclosed  
\begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Specimen** \\ **ID** \\ \end{tabular} } & **b** & **h** & **d** & **L** & \begin{tabular}{c} **Longitudinal Reinforcing** \\ **(mm)** \\ \end{tabular} & \begin{tabular}{c} **Steel Fibers** \\ **(mm)** \\ \end{tabular} & \begin{tabular}{c} **t\({}_{\text{s}}\)**-**specified** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **r\({}_{\text{s}}\)**-**specified** \\ **(\%)** \\ \end{tabular} & \begin{tabular}{c} **r\({}_{\text{f}}\)** \\ **(\%)** \\ \end{tabular} & \begin{tabular}{c} **L\({}_{\text{f}}\)** \\ **(mm)** \\ \end{tabular} & \
\begin{tabular}{c} **D\({}_{\text{f}}\)** \\ **(mm)** \\ \end{tabular} &
\begin{tabular}{c} **f\({}_{\text{s}}\)**-**SF** \\ **(MPa)** \\ \end{tabular} \\ \hline B1-2-0.75 & & & & & 980 & & & & & & \\ B1-3-0.75 & & & & & 1320 & & 0.75 & 1-\#4 & & & \\ B1-4-0.75 & & & & 1660 & & & & & & \\ B1-2-1.5 & & & & 167.35 & & & & & & & \\ B1-3-1.5 & & & & 1320 & & 1.5 & 2-\#4 & & & & \\ B1-4-1.5 & & & & 1660 & & & & & & & \\ \hline B2-2-5.2-5.1 & & & &with stirrups with diameter of 10 mm and yield stress of 420 MPa in each end of each beam. Figure 4 shows the details of specimens.  
Figure 4: Specim design, test setup and configuration of instruments, and a beam subjected to monotonic two point vertical loads.