## 5 Experimental Results of Element Tests  
### Anchor Shear Load Capacities  
The anchor performance is studied based on the maximum shear load capacity yielded at failure. For the four different load cases mentioned in Section 4.1.1, the average shear load capacity is provided in Table 4, along with characteristic and design values. The design values of the shear load capacity \(H_{\text{R,d}}\) were evaluated according to Equation (4) as per EN 1990 [31]:  
\[H_{\text{R,d}}=\frac{H_{\text{R,k}}}{\gamma_{\text{M}}}=\frac{H_{\text{R,m}}}{ \gamma_{\text{M}}}(1-k_{\text{n}}V_{\text{x}}) \tag{4}\]  
where \(H_{\text{R,k}}\) and \(H_{\text{R,m}}\) are the characteristic and average values of the shear load capacity, respectively, and \(\gamma_{\text{M}}\) is the partial factor for material properties. The partial factor for the RPC is assumed to be equal to that of concrete. Tensile failure in RPC was the governing failure mode observed during the anchor shear load tests, as shown in Figure 11. According to SIS-CEN 1992-4-1 [36], the partial factor for concrete related to tensile failure modes under shear loading of headed anchors can be set to \(\gamma_{\text{M}}=1.5\). Moreover, given that tensile failure is governing, the coefficient of variation \(V_{\text{x}}\) can be assumed to be known in the selection of the characteristic fractile factor \(k_{\text{n}}\), based on the knowledge of the coefficient of variation related to RPC's tensile strength. The specified design values are only valid for this specific anchor design, and should be treated as indicative only.  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Test Case** & **A** & **B** & **C** & **D** \\ \hline Anchor position & upper & upper & lower & lower & lower \\ Shear load direction & positive & negative & positive & negative & negative \\ Number of tests & 4 & 4 & 4 & 6 & 6 & 6 \\ \hline \multirow{2}{*}{Average value} & \(H_{\text{Rup,m}}\) & \multirow{2}{*}{12.4} & \(H_{\text{Run,m}}\) & \(H_{\text{Rup,m}}\) & \(H_{\text{Rup,m}}\) & \multirow{2}{*}{8.7} & \(H_{\text{Rkn,m}}\) & \multirow{2}{*}{9.9} \\  & [kN] & & [kN] & & [kN] & & [kN] \\ \hline Standard deviation & \(\sigma\) [kN] & 1.0 & \(\sigma\) [kN] & 2.5 & \(\sigma\) [kN] & 1.0 & \(\sigma\) [kN] & 1.5 \\ \hline Coefficient of variation & \(V_{\text{x}}\) [–] & 0.08 & \(V_{\text{x}}\) [–] & 0.21 & \(V_{\text{x}}\) [–] & 0.12 & \(V_{\text{x}}\) [–] & 0.15 \\ \hline Characteristic fractile factor & \(k_{\text{n}}\) [–] & 1.83 & \(k_{\text{n}}\) [–] & 1.83 & \(k_{\text{n}}\) [–] & 1.77 & \(k_{\text{n}}\) [–] & 1.77 \\ \hline \multirow{2}{*}{Characteristic value} & \(H_{\text{Rup,k}}\) & \multirow{2}{*}{10.5} & \(H_{\text{Run,k}}\) & \multirow{2}{*}{7.5} & \(H_{\text{Rup,k}}\) & \multirow{2}{*}{6.9} & \(H_{\text{Rkn,k}}\) & \multirow{2}{*}{7.3} \\  & [kN] & & [kN] & & [kN] & & [kN] & \\ \hline \multirow{2}{*}{Design value} & \(H_{\text{Rup,d}}\) & \multirow{2}{*}{7.0} & \(H_{\text{Run,d}}\) & \multirow{2}{*}{5.0} & \(H_{\text{Rup,d}}\) & \multirow{2}{*}{4.6} & \(H_{\text{Rkn,d}}\) & \multirow{2}{*}{4.8} \\  & [kN] & & [kN] & & [kN] & & [kN] & \\ \hline \hline \end{tabular}
\end{table}
Table 4: Summary of anchor shear load capacity for the four load cases.