Condition Monitoring and Quantitative Evaluation of Railway Bridge Substructures Using Vehicle-Induced Vibration Responses by Sparse Measurement

Table 4

Comparison of results for the first two modes using different models.

Mode		Pier 1		Pier 2
		1^st order	2^nd order	1^st order	2^nd order
Case 1	Reference (RD-FFT)	3.455	—	3.455	—
	Timoshenko beam model	3.448	28.673	3.448	28.673
	Euler–Bernoulli beam model	3.470	29.051	3.470	29.051
Case 2	Reference (RD-FFT)	2.778	—	3.455	—
	Timoshenko beam model	2.792	23.484	3.448	28.673
	Euler–Bernoulli beam model	2.803	23.691	3.470	29.051
Case 3	Reference (RD-FFT)	2.736	—	2.736	—
	Timoshenko beam model	2.735	17.116	2.735	17.116
	Euler–Bernoulli beam model	2.734	17.330	2.734	17.330