## 2 Materials and Methods
### Specim Description  
Thirteen RC deep beam specimens comprising one control specimen and twelve specimens were fabricated in this study. The specimens had a shear span-to-depth ratio of 1.09 and were 1100 mm in length \(\times\) 150 mm in width \(\times\) 275 mm in depth. Longitudinal bars of 2T10 and 2T12 were installed at the top and bottom of the specimens, respectively. A 30 mm thick concrete cover was adopted in this study for all the specimens. Figure 2 shows sectional views and the reinforcement detail of all thirteen specimens.  
Shear reinforcement of T8 at 150 mm spacing was installed in the control specimen, as illustrated in Figure 2,f. The control specimen was labelled specimen CS.  
The remaining twelve specimens were fabricated with TMS plates as shear reinforcement. The plates were provided at each side of the specimen within the shear span, as illustrated in Figure 2,e. The top and bottom ends of the TMS plates were bent with a 20 mm fold and tied to the longitudinal bars using galvanized iron wire, as shown in Figure 2. Specimens with TMS plates were classified into four series, based on the number of columns of holes made on the TMS, namely (a) full plates without holes, (b) plates with three columns of holes, (c) plates with four columns of holes, and (d) plates with five columns of holes. In the horizontal direction, all the holes were arranged in three rows on the TMS plate. Holes with a 25 mm diameter were adopted to allow aggregates to pass through the plates, thus enabling bonding between the concrete matrix and TMS plates. Moreover, three plate thicknesses of 1.5 mm, 2.0 mm, and 2.5 mm, were adopted in this study. Figure 3 shows the detailed configuration of the TMS plates for each series. Table 1 shows the designated names of all the specimens. The specimens were designated by the number of columns in the hole arrangements on the TMS plates, followed by the plate thickness.  
Figure 2: Reinforcement detailing of specimens. (**a**) specimen CS; (**b**) FP series; (**c**) HP3 series; (**d**) HP4 series; (**e**) HP5 series; (**f**) section view of specimen CS; (**g**) section view of FP and HP series.  
All the specimens were cast with Grade 20 cube strength premixed concrete. The concrete cubes and cylinders were cast and tested in accordance with BS EN 12390-3 [14] and BS EN 12390-6 [15], respectively. Based on the average value of the three specimens, the 28-day concrete compressive strength and splitting tensile strength were 21.56 MPa and 2.04 MPa, respectively. Tensile testing in accordance with ISO-6892-1 [16] was performed on all the steel bars and TMS plates. Tables 2 and 3 summarize the mechanical properties of the high tensile steel bars and TMS plates, respectively.  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Designated Name** & **Type of Shear Reinforcement** & **TMS Plate Thickness (mm)** \\ \hline CS & T8-150 as shear link & - \\ \hline FP-1.5 & & 1.5 \\ \hline FP-2.0 & TMS plate without holes & 2.0 \\ \hline FP-2.5 & & 2.5 \\ \hline HP3-1.5 & & 1.5 \\ \hline HP3-2.0 & Perforated TMS plate with 3 & 2.0 \\ \hline HP3-2.5 & & 2.5 \\ \hline HP4-1.5 & & 1.5 \\ \hline HP4-2.0 & Perforated TMS plate with 4 & 2.0 \\ \hline HP4-2.5 & & 2.5 \\ \hline HP5-1.5 & & 1.5 \\ \hline HP5-2.0 & Perforated TMS plate with 5 & 2.0 \\ \hline HP5-2.5 & & 2.5 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Designated names of specimens.  
Figure 3: Configuration of TMS plates. (**a**) FP series, (**b**) HP3 series, (**c**) HP4 series, (**d**) HP5 series.