Experimental Study on Fatigue Behaviour of BFRP-Concrete Bond Interfaces under Bending Load

Table 3

FRP-concrete interface fatigue test data collected from literature.

Source	Specimen number	Concrete compressive strength (Mpa)	Concrete width (mm)	FRP bond width (mm)	FRP young’s modulus (Gpa)	FRP thickness (mm)	FRP bond length (mm)		(kN)	(KN)	(mm)	(MPa)	Fatigue life (cycles)
Bizindavyi et al. [10] single shear test	G1-2a	42.5	150	25.4	29.2	1	220	42.9%	11.41	4.89	66.9	0.95	64,302
	G1-2b	42.5	150	25.4	29.2	1	220	42.9%	11.41	4.89	66.9	0.95	70,600
	G1-3a	42.5	150	25.4	29.2	1	220	39.8%	11.41	4.54	66.9	0.87	823,000
	G1-3b	42.5	150	25.4	29.2	1	220	39.8%	11.41	4.54	66.9	0.87	992,000
	G2-1a	42.5	150	25.4	29.2	1	300	56.8%	11.41	6.48	66.9	0.92	23,898
	G2-1b	42.5	150	25.4	29.2	1	300	56.8%	11.41	6.48	66.9	0.92	78,317
	G2-2a	42.5	150	25.4	29.2	1	300	43.4%	11.41	4.95	66.9	0.69	217,135
	G2-2b	42.5	150	25.4	29.2	1	300	43.4%	11.41	4.95	66.9	0.69	359,490
	G2-3a	42.5	150	25.4	29.2	1	300	38.7%	11.41	4.42	66.9	0.61	886,090
	G2-3b	42.5	150	25.4	29.2	1	300	38.7%	11.41	4.42	66.9	0.61	2,458,925
	C1-2a	42.5	150	25.4	75.7	0.33	300	59.2%	8.5	5.03	61.9	0.71	173,230
	C1-2b	42.5	150	25.4	75.7	0.33	300	59.2%	8.5	5.03	61.9	0.71	286,560
	C1-3a	42.5	150	25.4	75.7	0.33	300	53.8%	8.5	4.57	61.9	0.64	210,250
	C1-3b	42.5	150	25.4	75.7	0.33	300	53.8%	8.5	4.57	61.9	0.64	297,900
	C1-3c	42.5	150	25.4	75.7	0.33	300	53.8%	8.5	4.57	61.9	0.64	347,390
	C1-3d	42.5	150	25.4	75.7	0.33	300	53.8%	8.5	4.57	61.9	0.64	676,080
	C1-4a	42.5	150	25.4	75.7	0.33	300	41.2%	8.5	3.51	61.9	0.48	1,862,220
	C1-4b	42.5	150	25.4	75.7	0.33	300	41.2%	8.5	3.51	61.9	0.48	2,029,500
Iwashita et al. [17] double shear test	CF-70-1	36.8	100	50	235	0.128	200	70.0%	15	9.80	70.4	1.15	696
	CF-70-2	36.8	100	50	235	0.128	200	70.0%	15	9.80	70.4	1.15	2808
	CF-70-3	36.8	100	50	235	0.128	200	70.0%	15	9.80	70.4	1.15	12997
	CF-60-1	36.8	100	50	235	0.128	200	60.0%	15	8.40	70.4	0.95	30593
	CF-60-2	36.8	100	50	235	0.128	200	60.0%	15	8.40	70.4	0.95	37700
	CF-60-3	36.8	100	50	235	0.128	200	60.0%	15	8.40	70.4	0.95	25136
	CF-50-1	36.8	100	50	235	0.128	200	50.0%	15	7.00	70.4	0.77	37141
	CF-50-2	36.8	100	50	235	0.128	200	50.0%	15	7.00	70.4	0.77	17986
	CF-50-3	36.8	100	50	235	0.128	200	50.0%	15	7.00	70.4	0.77	15887
	CF-40-1	36.8	100	50	235	0.128	200	40.0%	15	5.60	70.4	0.60	206728
	CF-40-2	36.8	100	50	235	0.128	200	40.0%	15	5.60	70.4	0.60	203077
	CF-40-3	36.8	100	50	235	0.128	200	40.0%	15	5.60	70.4	0.60	343223
	CF-30-1	36.8	100	50	235	0.128	200	30.0%	15	4.20	70.4	0.44	1986573
Diab et al. [19] double shear test	F-80-1	32	100	50	240	0.167	200	80.0%	14.5	11.6	84.2	1.51	20000
	F-80-2	32	100	50	240	0.167	200	80.0%	14.5	11.6	84.2	1.51	1400
	F-80-3	32	100	50	240	0.167	200	80.0%	14.5	11.6	84.2	1.51	6833
	F-70-1	32	100	50	240	0.167	200	70.0%	14.5	10.15	84.2	1.25	95000
	F-70-2	32	100	50	240	0.167	200	70.0%	14.5	10.15	84.2	1.25	27000
	F-70-3	32	100	50	240	0.167	200	70.0%	14.5	10.15	84.2	1.25	14860
Carloni et al. [9] single shear test	DS-F1	35	125	25	230	0.167	152.0	79%	7.6	6.0	80.6	2.21	129
	DS-F2	35	125	25	230	0.167	152.00	67%	7.59	5.10	80.6	1.74	13192
	DS-F3	35	125	25	230	0.167	152.00	60%	7.59	4.50	80.6	1.47	116995

⁢ is calculated by using the equation in Chen and Teng [22]; is calculated by using (1).