## 3 Experiment Details
### Full-Scale Specim Section Set Results
#### 3.3.2 Failure Modes in Monotonic and Cyclic Loading Tests  
The failure sequence observed during the execution of the test is summarized below:  
1. From start to the load cycle 6, no damage was observed at all on the model;
2. At the end of the load cycle 7, a rotation on the vertical profiles and a sprain of the anchor profile was observed on the wall 1 base (shown on Figure 16a). A short separation between the intermediate vertical steel sheet profiles and the fibronectin sheets were also detected (shown on Figure 16b);
3. At the end of the load cycle 12, torsional buckling of the higher anchor profile PA of wall 1 could be appreciated, more evident on the central section (Figure 16c).  
4. At the end of the load cycle 18, in front of slightly high to the 1000 kg load, an elevation of 6.0 mm or less was evident uniformly on the length of the wall 1. The walls 2 and 3 presented variable elevations, near to the 6.0 mm on the extremes that joined to the wall 1, and simultaneously they reduced on the other extremes. This deformation pattern was incremental. At the end of the load cycle 22, because of the use of a nearly 1500 kg load, an elevation of 8.0 mm on the wall 1 was registered (see Figure 17).  
Figure 16: First identified failures modes: (**a**) Rotation of the anchor profile; (**b**) Separation between of the sheet-profile; (**c**) Torsion of the profile PA.  
5. At the end of the load cycle 19, a fissure was generated on one of the fibronectin sheets on the east face of wall 1, identified as Crack G1, that will spread and widen to later stages (shown on Figure 18). This fissure appeared close to one of the neoprene pads of the hydraulic jacks and to the vertical sheet profile. 6. The ceiling structure flexed itself to the top, on a way that makes it lose contact with the other two vertical posterior supports given (as shown on Figure 19). Separations start to appear between the steel and the fibronectin sheets on the intersections of wall 1 with the transversal walls, that were rising on later load cycles (shown on Figure 20);  
Figure 19: Elevation of the anchored profile on the east face of wall 1.  
Figure 17: Elevation registered on wall 1.  
At the end of the load cycle 20, a failure is presented in another fibrocement sheet of the east face of wall 1, identified as crack G2, that will expand and spread on the following cycles (Figure 20). This crack appears also next to one of the neoprene pads of the hydraulic jacks, but there was not a vertical steel profile next to it as happened with crack G1;
* At the end of the load cycle 21, due to a load of nearly 1600 kg, crack G3 and G4 appeared on the west face of wall 1. Both cracks correspond to crack G1 and G2, respectively;
* At the end on the load cycle 22, the rotation of wall 1 compared to the base is clear and produces horizontal displacements of the ceiling structure of about 60 mm. Walls 2 and 3 deform themselves to adapt themselves to the spin. The vertical displacement of the ceiling on the pillars is nearly 20 mm;
* At the end on the load cycle 23, the collapse of the fibrocement sheet happens, on the place that G2 and G4 had appear (shown on Figure 21);
* As a consequence of the crash of the sheet, the adjacent contact profiles PE suffered a permanent deformation, and the anchor profile PA of the base suffered a considerable separation to its base.