## 2 Experimental Work  
### Beam Specimens  
Four full-scale specimens were tested experimentally using pure static bending loads. In achieving this study's objective, over-reinforced beams of simply supported were fabricated. Then, the beams were tested under two-point loading. The length, width, and depth of the beams were 2400 mm, 200 mm, and 300 mm respectively, with the thickness of the concrete cover amounting to 20 mm. The corresponding details are displayed in Table 1 and Figure 1. The specimens were then over-reinforced by 5020 tension bars with 460 MPa yield strength, which represented 3.27% of steel percentage. Adequate shear reinforcement was provided as a precaution against premature shear failure. The shear reinforcement comprised a transverse reinforcement of 1706 and 275 MPa yield strength. This yield strength was according to the stirrups spaced at 50 mm center-to-center in the point-of-load application. However, no stirrup was provided in the middle zone between the point-of-load applications to avoid any confinement of the concrete due to the stirrups. The properties of steel reinforcement have been adopted in a previous study [27]. Meanwhile, the steel plates used for beam development consisted of 180 mm width and 1100 mm length, with the adopted thicknesses amounting to 6 mm, 10 mm, and 15 mm. The steel plates comprised of 243, 255, and 237 MPa yield strengths [28; 29]. The details of all the beams are presented in Table 1, Figures 2 and 3. The average concrete compressive strength obtained from compression tests amounted to 36.08 MPa on the 28 th day. The maximum aggregate size of 10 mm was used in the concrete mix. Following that, the cast of ten 100 mm \(\times\) 100 mm concrete cubes and 200 mm \(\times\) 100 mm concrete cylinders for compressive, tensile, and flexural testing was performed according to British standard specifications [30; 31]. The concrete mix proportions are listed in Table 2.  
A beam specimen without a steel plate was prepared and used as a control beam (CB) to demonstrate the structural performance of an over-reinforced beam without a development. Meanwhile, the BCSP beams used in this study were divided into three series, namely the BCSP-6, BCSP-10, and BCSP-15 beams developed by the steel plate of 6 mm, 10 mm, and 15 mm thicknesses. To develop a bond between the steel plate and the concrete, 24 bolts with 200 mm length and 12 mm diameter were used [32]. The steel plates were 1100 mm long and 180 mm wide. Additionally, holes of 12.5 mm clearance were added to the plates to enable tolerances during the bolting. Corresponding details \begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline
**Specimen** & **Reinforcement** & **Steel Plate (mm)** & **No. of** & **\(\rho\)\%** & **\(\rho\)\%** & **Shear Span** & **Stirrup Spacing** \\ \cline{2-9}
**Designation** & **Ten.** & **Com.** & **t** & **L** & **Bolts** & **Ratio (s/d)** & **(mm) 60 (c/d)** \\ \hline CB & 5020 & 206 & - & - & - & 3.27 & 2.856 & 2.7 & 50 \\ BCSP-6 & 5020 & 206 & 6 & 1100 & 24 & 3.27 & 2.856 & 2.7 & 50 \\ BCSP-10 & 5020 & 206 & 10 & 1100 & 24 & 3.27 & 2.856 & 2.7 & 50 \\ BCSP-15 & 5020 & 206 & 15 & 1100 & 24 & 3.27 & 2.856 & 2.7 & 50 \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Detailing of the over-reinforced beam specimens. \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Cement (kg)** & **Fine Aggregate** & **Coarse Aggregate** & **Water (kg)** & **W/C (\%)** \\ \hline
375 & 888 & 933 & 150 & 0.4 \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Concrete mix proportions by weight (kg/m\({}^{3}\)). are presented in Table 1. Each of the beams was cast using a steel formwork. However, as shown in Figures 4 and 5b, the BCSP beams of bolting-compression plates were provided by placing two pieces of wood under the plates during concrete casting. As shown in Figure 5a. The beams were then cured for 28 days before the external plates were fixed to cast-in sockets with the bolts.