## 3 Test Results
### Design Methods of Load-Bearing Capacity  
#### 3.3.1 Design Methods of Flexural Bearing Capacity  
The American Concrete Institute (ACI) 440 series of standards are currently among the main reference design codes used in research and construction work related to building structures using fiber-reinforced composite materials. ACI 440.1R is one of the standards that provide instructions for designing and building non-prestressed FRP reinforced concrete structures. This paper will primarily discuss and reference ACI 440.1R-06 [37]. FRP reinforcement does not have a yield strength. The formula for calculating the balanced reinforcement ratio for design tensile strength is as follows:  
\[\rho_{fb}=\frac{f_{c}}{f_{fu}}\frac{E_{f}\epsilon_{cu}}{E_{f}\epsilon_{cu}+f_{ fu}} \tag{1}\]  
When \(\rho_{f}\geq\rho_{fb}\),  
\[M_{n}=A_{f}f_{f}(d-\frac{a}{2}) \tag{2}\]  
\[f_{f}=E_{f}\epsilon_{cu}\frac{\beta_{1}d-a}{a} \tag{3}\]  
\[a=\frac{A_{f}f_{f}}{0.85f_{c}^{2}b} \tag{4}\]  
When \(\rho_{f}\leq\rho_{fb}\),  
\[M_{n}=A_{f}f_{fu}(d-\frac{\beta_{1}c_{b}}{2}) \tag{5}\]\[c_{b}=(\frac{\varepsilon_{cut}}{\varepsilon_{cut}+\varepsilon_{fu}})d \tag{6}\]  
\[A_{f,\min}=\frac{4.9\sqrt{f_{f}^{\prime}}}{f_{fu}}b_{w}d\geq\frac{330}{f_{fu}}b_{ w}d \tag{7}\]  
where \(\rho_{fb}\) is the FRP balanced reinforcement ratio, \(f_{c}\) is the specified compressive strength of concrete, MPa; \(f_{fu}\) is the design tensile strength of FRP, considering reductions for service environment, MPa; \(E_{f}\) is the design or guaranteed modulus of elasticity of FRP defined as mean modulus of sample of test specimens, MPa; \(\varepsilon_{cut}\) is the ultimate strain in concrete strain conditions; \(\rho_{f}\) is the FRP reinforcement ratio; \(M_{n}\) is the nominal moment capacity; \(f_{f}\) is the stress in FRP reinforcement in tension, MPa; \(A_{f}\) is the area of FRP reinforcement, mm\({}^{2}\); \(d\) is the distance from extreme compression fiber to centroid of tension reinforcement, mm; \(a\) is the depth of equivalent rectangular stress block, mm; \(f_{c}^{\prime}\) is the specified compressive strength of concrete, MPa; \(\beta_{1}\) is the factor taken as 0.85 for concrete strength up to and including 28 MPa; \(c_{b}\) is the distance from extreme compression fiber to neutral axis at balanced strain condition, mm; \(\sqrt{f_{c}^{\prime}}\) is the square root of specified compressive strength of concrete, MPa; and \(b_{w}\) is the width of the web, mm. When calculating the reinforcement ratio for FRP-reinforced concrete beams, the cross-sectional area of the upper compression and lower tensile FRP reinforcement materials is the primary factor taken into account. The primary structural elements that play a role in the beam are the grid bars. As a result, while calculating the reinforcement ratio, the cross-sectional area of the BFRP grid bars must be considered. According to the method for calculating the reinforcement ratio for FRP-reinforced concrete beams, the reinforcement ratio for composite concrete beams with three different grid thicknesses is \(\rho_{f}=\frac{A_{f}}{Bb_{0f}}\), as shown in Table 7.  
Based on the experimental observations, the test beams in both the BGC-5 and BGC-3 groups exhibited failure characterized by the rupture of the bottom composite material grid strips. Additionally, calculations have shown that the reinforcement ratios for both sets of test beams are below the specified limit reinforcement ratio. Therefore, calculations will be conducted as \(M_{n}=A_{f}f_{fu}(h_{0f}-\frac{\beta_{1}c_{b}}{2})\). After performing the calculations, Table 8 provides a comparison between the ultimate flexural load capacity values computed using the American ACI standards and the experimental results. Both the BGC-5 group and BGC-3 group ultimately experienced the tearing of the lower composite material grid bars. The flexural load capacity in this paper was primarily