Vibration-Based Damage Detection of a Steel-Concrete Composite Slab Using Non-Model-Based and Model-Based Methods

Table 8

Comparison of the identified and tested modal parameters for Cases 3, 4, and 5.

	Case 3				Case 4				Case 5
Mode	Exp. Freq. (Hz)	Updated Freq. (Hz)	Diff. (%)	MAC	Exp. Freq. (Hz)	Updated Freq. (Hz)	Diff. (%)	MAC	Exp. Freq. (Hz)	Updated Freq. (Hz)	Diff. (%)	MAC
1^st	24.57	24.34	0.90	0.96	22.17	21.85	1.44	0.97	19.15	18.79	1.87	0.93
2^nd	31.09	31.65	1.81	0.96	30.90	31.42	1.68	0.94	28.46	29.28	2.88	0.91
3^rd	57.56	60.36	4.86	0.63	55.24	59.78	8.21	0.59	53.70	58.93	9.74	0.61
5^th	83.09	78.11	5.99	0.91	80.02	76.43	4.49	0.89	79.74	75.86	4.87	0.83
7^th	121.13	122.09	0.79	0.79	119.56	121.43	1.56	0.78	117.25	120.85	3.07	0.75

Note., f_e2 is the experimental frequency in Cases 3, 4, or 5, and f_u2 is the frequency of updating model in Cases 3, 4, or 5.