## 3 Experimental Data  
In this research work, six test samples were tested. The initial dimensions of the sample's cross-section was 200 \(\times\) 100, and the length was 2100 mm, but the actual dimensions had minor deviations (Table 1). Beams were reinforced with tensile reinforcement 2 \(\mathcal{O}\)18 A500C, and compressed--\(\mathcal{ZO}\)10A500C. They were without transverse reinforcement in the supporting areas. The concrete for all beams was the same--C32/40. Three beams were tested as control samples in the first research stage. The variable parameter was the shear span, which acquired the following values: a/d = 1, a/d = 1.5, and a/d = 2. The criterion for exhausting the bearing capacity was obtaining limit values of the strains of compressed concrete area in the zone above the diagonal (inclined or shear) crack [1]. Each support area was tested separately, according to the developed testing methodology [35]. Exhaustion of the bearing capacity on the shear was equated to the physical destruction of the concrete compressed area. The occurrence of the limit state of control samples occurred in the following sequence:  
* opening of a shear crack of maximum width (\(a_{crc}\) = 0.4 mm) on the concrete surface;
* cracking of the compressed area concrete and plastic deformation of the rebars of the reinforcing frame took place (Figure 1). * shear reinforcement. Test results of the bearing capacity on the shear without transverse reinforcement are described in Table 1. \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline
**Beam** & **Number of Tested** & **The Actual** & **Span** & **Shear** & **Shear Bearing** & **Average** & & \\
**Number** & **Support Area** & **Cross-Section** & \(\mathbf{h\times b\text{ mm}}\) & **\(\mathbf{l_{0}\text{ mm}}\)** & **Span, _ald_** & **Capacity,** & **Value,** & \(\frac{\mathbf{v}_{sd}^{\text{cp}}}{\mathbf{v}_{sd}^{\text{cp}}}\) \\  & & & & & & \(\mathbf{V_{Ed}^{\text{cp}}}\)**, **kN** & \(\mathbf{V_{Ed}^{\text{cp}}}\)**, **kN** & \(\mathbf{V_{Ed}^{\text{cp}}}\)**, **kN** & \(\mathbf{V_{Ed}^{\text{cp}}}\)**, **kN** \\ \hline \multirow{2}{*}{BO 1.1} & BO 1.1.1 & \multirow{2}{*}{201 \(\times\) 106} & 1900 & \multirow{2}{*}{2} & 97 & \multirow{2}{*}{95} & \multirow{2}{*}{1.00} \\ \cline{2-3} \cline{5-8}  & BO 1.1.2 & & & 1550 & & 93 & \\ \hline \multirow{2}{*}{BO 1.2} & BO 1.2.1 & \multirow{2}{*}{199 \(\times\) 98} & 1900 & \multirow{2}{*}{1.5} & 139 & \multirow{2}{*}{140.5} & \multirow{2}{*}{1.48} \\ \cline{2-3} \cline{5-8}  & BO 1.2.2 & & & 1750 & & 142 & \\ \hline \multirow{2}{*}{BO 1.3} & BO 1.3.1 & \multirow{2}{*}{202 \(\times\) 98} & 1900 & \multirow{2}{*}{1} & 192 & \multirow{2}{*}{198} & \multirow{2}{*}{2.08} \\ \cline{2-3} \cline{5-8}  & BO 1.3.2 & & & 1650 & & 204 & \\ \hline \hline \end{tabular}
\end{table} 
Table 1: Bearing capacity on the shear without transverse reinforcement. Figure 1: Tested control samples without internal shear reinforcement. According to them, the increase in bearing capacity on the shear was recorded at 1.48 times when the shear span was reduced from a/d = 2 to a/d = 1.5. When the shear span was a/d = 1, it increased 2.08 times. This effect is shown when the shear span is reduced, the compressive forces increase in the support zone, which are effectively absorbed by the concrete. In the second stage, reinforced concrete beams were reinforced by sticking P.B.O. fabric in the form of vertical strips with a width of 70 mm for the possibility of fixing concrete strains in the support areas (Figure 2). Beams were tested according to the following program: BS 1.1-0, strengthened without initial load; BS 1.2-0.3 and BS 1.3-0.5--at the initial load level equal to 0.3 and 0.5 from the destructive one determined by experimental tests of unreinforced samples. The criterion for exhausting bearing capacity was adopted from unreinforced samples: the exhaustion of the shear strength was equated to the physical destruction of the compressed concrete area of the samples.