## 4 Results  
The results of the pull-out tests with the horizontal actuator are presented in Table 5, whereas the results obtained from the tests with the inclined actuator are collected in Tables 6 and 7. The tables also show the strength estimated for each anchor, according to the type of failure, as discussed in Section 2. The identification of failure modes was based on the displacement data registered by the LVDTs as well as on visual inspection. The observed failure modes are shown in Figures 7 and 8 for the tests with horizontal and inclined actuator, respectively. It is noted that different displacement and failure modes were observed even among the same types of fasteners, which emphasizes the heterogeneous nature of masonry. The estimated capacity of the anchors was calculated, as described in Section 2, according to the types of failure modes. In particular, the characteristic strength of the fasteners was calculated based on Equations (1)-(10) for the cases with horizontal actuator (as well as for the tensile component in the cases with shear loading) and according to Equations (11)-(16) for the cases with inclined actuator. In the formulas originally developed for concrete, the compressive strength of masonry was used instead of the characteristic resistance of concrete. In this sense, the average strength obtained from axial compression tests on masonry specimens was used, i.e., \(f_{k}=9.33\) MPa (average \begin{table}
\begin{tabular}{c c c c c c} \hline \hline \multirow{2}{*}{**Wall**} & **Failure Mode** & **Estimated** & & **Estimated** & \\  & **in Tension** & **Strength Value** & \(N_{P}/N_{R}\) & \(N_{P}/N_{R}\) (kN)** & \\  & **and Shear** & \(N_{R}\) (kN) & & & **Strength Value** \\ \hline BW\_9 & T7 and T9 & 17.23 & 0.43 & 4.43 & 0.97 \\ BW\_10 & T6 and T9 & 5.39 & 1.37 & 4.43 & 0.97 \\ BW\_11 & T2 and T9 & 10.84 & 1.68 & 29.08 & 0.36 \\ BW\_12 & T2 and T9 & 10.84 & 1.54 & 29.08 & 0.33 \\ BW\_7 & T2 and T9 & 10.84 & 1.31 & 29.08 & 0.28 \\ BW\_8 & T2 and T9 & 10.84 & 1.59 & 29.08 & 0.34 \\ \hline \hline \end{tabular}
\end{table} 
Table 7: Failure mode and comparison between experimental and analytical results from pull-out test with inclined actuator. Figure 7: Failure modes obtained from the pull-out tests with horizontal actuator: (**a**) BW_1; (**b**) BW_5; (**c**) BW_2; (**d**) BW_6; (**e**) BW_3; and (**f**) BW_4. value of the first two columns, A and B, in Table 3). The effective embedment lengths presented in Table 4 were used for the corresponding calculations. In addition, the diameter and load-bearing area of the head of the anchors were defined as \(d=10\) mm and \(A_{h}=77\) mm\({}^{2}\), respectively, according to the specifications of the manufacturer. Moreover, \(k_{1}=7.2\) N\({}^{0.5}\)/mm\({}^{0.5}\) was assumed, while the adhesive bond strength \(\tau_{k}\) was taken as 2.3 MPa [18]. In turn, \(k_{2}=7.5\) was defined for pull-out failure cases in mechanical anchors [17]. Considering all the fasteners were applied isolated, located at the center of the wall panel at a distance greater than \(3\times h_{ef}\) from the nearest edges, the factor \(A_{c,N}/A_{c,N}^{0}\) was assumed equal to 1. With regard to the tests with the inclined actuator, the axial and shear components were calculated by decomposition of the applied force considering an inclination angle of 30\({}^{\circ}\). As shown in Figure 8, the most common failure mode observed for the cases with shear loading corresponds to steel bending with consequent crushing/spalling of the substrate material close to the fastener (T9). Furthermore, the axial component of these tests is also related to anchor pull-out (T2 and T6, depending on the type of anchor) and substrate cone failure (T7 for mechanical anchors). For the calculation of the characteristic shear strength, according to Equation (12), \(\alpha_{M}\) was taken equal to 1, and a lever arm \(l=2\) mm was considered.