Structural Performance of PC Double Beam–Column Connection Under Gravity and Seismic Loading

International Journal of Concrete Structures and Materials

Table 1 Properties of test specimens.

Specimen	Concrete compressive strength (MPa)				Beam				Shear strength (kN)
Specimen	Lower column (bracket)	Double beam	Upper column	CIP concrete	Top\|bottom rebars	d_P\|d_N ^a (mm)	M_n^b (kN·m) [Eq. 1]	P_n^c (kN)	Vertical V_n [Eq. 2]	Horizontal V_nh [Eq. 5]	Joint shear strength V_jn [Eq. 6]
GPC1	34.8	34.8	34.8	27.7	14D13\|4D19	500	433	414	1206	4431	–
GPC1-AF	34.8	34.8	34.8	27.7	14D13\|4D19	500	492	471	1206	4431	–
GPC2-AF	34.8	34.8	None	27.7	14D13\|4D19	500	492	471	1206	4431	–
SRC	40.3		40.5	none	9D13\|6D16	500\|500	301\|292	239	1340	3195	1238
SPC1	38.4	41.8	41.8	40.3	9D13\|4D16	500\|500	210\|292	188	1340	3195	1261
SPC2	41.8	41.8	none	40.3	9D13\|4D16	500\|500	210\|292	188	1340	3195	1261

^ad_P and d_N = effective depths of beam cross sections for positive and negative moments [Fig. 7b and c].
^bPositive moment | negative moment.
^cP_n was calculated using 2M_n/l_s (Fig. 4a) for specimens GPC1, GPC1-AF, and GPC2-AF under gravity loading, whereas for specimens SRC, SPC1, and SPC2 under cyclic lateral loading, P_n was calculated using Eq. (8).