The damage pattern was governed by the local responses of panel-to-structure connections, which
began failing at 0.5% drift, with the concrete crushing at the top and bottom corners of the cladding panels as a consequence of excessive force demand in the panel-to-structure connections. One-percent drift cycles caused bolt fracture in correspondence to the upper C-shaped steel profiles. Global collapse was experienced at 1.5% drift due to the loss of support in three horizontal cladding panels, which identifies the ultimate limit state of specimen F2.