Research Article
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 | 1st order | 2nd order | 1st order | 2nd 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 |
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