# Tensile Capacity of Adhesive Anchors in Damaged Masonry
## 3 Results  
Table 1 summarizes the test results in terms of: maximum load, average load, and coefficient of variation (v) of each wall, failure mode, crack width at the beginning of the test, displacement at the peak load, at 50% of the peak load and at a load of 5 kN and the average load and the coefficient of variation of all tests. The data are grouped for each wall, each test has a code that includes the number of the wall (e.g., W1) and the position within the wall (e.g., A2) according to Figure 1.  
Figure 5: (**a**) Test set-up (**b**) unconfined pull-out test (**c**) sketch of unconfined pull-out test front view (**d**) side view.  
Several failure modes were observed, namely: steel failure, associated to the failure of the welded area, pull-out failure of the anchor that in some cases was associated with brick or cone failure, while in some cases pull-out of the brick was observed (Figure 6).  
All anchors were tested in or nearby cracks that varied between 0.1 mm and 2.5 mm as reported in Table 1. Anchors seem to be crack inducers. When the walls were cyclically loaded and damaged prior to the anchor tests, it seems that the crack propagation passed through the anchor hole. A couple of examples of the crack width measurements are reported in Figure 7. As expected, the crack width was related to the position within the wall, therefore the anchors close to the diagonal and in the upper part of the wall were in the most severe conditions. This is evident by looking at the walls after the tests (Figure 8) and by collecting the load depending on the position (Figure 9). Figure 8 shows the walls after the cyclic tests (left) and after the removal of the reinforced plaster and the tensile tests (right). In many cases, during the cyclic loading on the walls, the bent part of anchors pushed out the concrete, suggesting that the anchors were subjected to high stresses [40]. This phenomenon was observed along the diagonal (A3 to A6) and in the upper part of the wall (anchor positions A1 and A2).  
\begin{table}
\begin{tabular}{c c c c c c c c c} \hline \hline
**Code** & **Max Load** & **Mean** & **cov** & **Mean** & **cov** & **Failure *** & **Crack Width** & \multicolumn{2}{c}{**Displacement @ (mm)**} \\ \hline  & **(kN)** & **(kN)** & **(\%)** & **(kN)** & **(\%)** & & **(mm)** & **Peak** & **0.5 Peak** & **5 kN** \\ \hline W1-A2 & 19.51 & & & & & S & 0.3 & 5.86 & 1.57 & 1.03 \\ W1-A3 & 12.97 & & & & & PO + B & 1.3 & 15.96 & 6.67 & 2.93 \\ W1-A4 & 14.74 & & & PO + C & 0.6 & 5.71 & 3.85 & 3.50 \\ W1-A5 & 14.14 & & & PO + B & 0.6 & 6.09 & 1.81 & 1.56 \\ W1-A7 & 22.47 & & & PO + C & 0.28 & 7.59 & 4.11 & 3.07 \\ W1-A8 & 23.89 & & & PO + C & 0.2 & 7.85 & 2.46 & 1.27 \\ \hline W2-A1 & 23.46 & & & & S & 0.2 & 5.26 & 3.04 & 1.79 \\ W2-A2 & 12.10 & & & PO + B & 1.4 & 5.04 & 1.93 & 1.66 \\ W2-A3 & 17.92 & & & PO + B & 0.5 & 4.15 & 2.09 & 1.45 \\ PO & 0.4 & 5.91 & 3.83 & 2.79 & 5 & S & 0.2 & 6.39 \\ S & 0.2 & 6.39 & 3.41 & & PO & 0.25 & 6.99 & 4.21 & 2.81 \\ \hline PO & 1.8 & 1.59 & 0.61 & 0.84 \\ PO & 2 & 3.53 & 0.67 & - & PO & 2.5 & 27.03 & 11.99 & - \\ S & 0.1 & 4.27 & 0.89 & 0.49 & - & PO + C  
Figure 6: Failure modes (**a**) steel failure (weld)– (S), (**b**) anchor pull-out –(PO), (**c**) anchor pull-out + brick breakout/pull-out (PO + B), (**d**) brick pull-out B, (**e**) anchor pull-out + cone failure (PO + C).  
Figure 7: Examples for crack width.