## 2 Experimental Test Program
### Geometry and Reinforcement Characteristics of the Specimens  
The specimens shared the same geometrical characteristics. The column's overall length was 2950 mm with a cross-section of 350/250 mm, and the beam's overall length (net span) was 1875 mm with a cross-section of 250/350 mm. The clear concrete cover was 20 mm. Figures 1 and 2 depict the geometry, cross-sectional dimensions and reinforcing features of the tested beam-column joint specimens. The columns of both specimens contained four longitudinal bars with a 14 mm diameter, placed at each angle, and two longitudinal bars with a 12 mm diameter positioned in the middle of the sides. As transverse reinforcement in the column area, stirrups with an 8 mm diameter were arranged per 100 mm. No shear reinforcement was installed in the joint area in either of the specimens as shown in Figure 2.  
Figure 1: Schematic drawing of the test setup, geometry and reinforcement of the beam-column joint specimens subjected to cyclic reversal deformations (dimensions in mm).  
The specimens differed in the longitudinal reinforcement of the beam. JBL5.5 contained four CFRP longitudinal bars of a 5.5 mm diameter positioned on the top and bottom sides of the beam, and JBL10 contained four CFRP bars of a 10 mm diameter as top (2 bars) and bottom (2 bars) longitudinal reinforcing bars, respectively. The beams were designed as under-reinforced in accordance with ACI 440.1R-15 [58] design criteria. In particular, the beams of the beam-column joint specimens were designed in order for their longitudinal CFRP reinforcing bars to fail under pull-out bond failure between the bar and concrete instead of fiber rupture at CFRP bar ultimate tension capacity. The reinforcement ratio of the longitudinal CFRP bars was 0.06% and 0.20% for specimens JBL5.5 and JBL10, respectively. Furthermore, the anchorage length of the longitudinal CFRP bars utilized in the beams was specified in accordance with the design requirements of ACI 440.1R-15 [58]. Based on these provisions, or the specimens, straight anchoring lengths of \(\ell_{\text{emb}}=38\partial_{f}\) and \(30\partial_{f}\) were calculated and adopted for the specimens JBL5.5 and JBL10, respectively. This way, pull-out bond failure of the longitudinal CFRP bars during the cyclic loading procedure was anticipated. To ensure that the tested specimen had the desired anchorage length \(\ell_{\text{emb}}\), a stiff polyvinyl chloride (PVC) pipe with a diameter of 10 mm was placed around the remaining part of the bars near the outside end of the column to form noncontact (de-bonded) zones between the bars and the surrounding concrete, as shown in Figure 2. The overall length of this PVC pipe was \(\ell_{\text{p}}=\ell_{\text{av}}-\ell_{\text{emb}}=350-210=140\) mm, where \(\ell_{\text{av}}\) is the available anchorage length for the longitudinal bars of the beams, which is equal to the column's width.  
Both specimens' shear transverse reinforcement comprised of closed deformed steel stirrups of an 8 mm diameter spaced uniformly at 50 mm (8/50 mm) along the critical region of the beams that equals to 350 mm, and at 100 mm (8/100 mm) outside this area.  
For the JBL10 specimen, the anchorage length of the CFRP bars was determined to be \(\ell_{\text{emb}}=30\partial_{f}=300\) mm. For the HD10 CFRP bars, a rigid PVC pipe with an external  
Figure 2: Geometry and reinforcement details of the joint region in specimens JBL5.5 and JBL10 (dimensions in mm).  
diameter of 16 mm and a total length of \(\ell_{p}\) = \(\ell_{av}-\ell_{emb}\) = 350 \(-\) 300 = 50 mm was selected and applied around the remaining portion of the bars near the exterior end of the columns.