Issue 48

R. S. Y. R. C. Silva et alii, Frattura ed Integrità Strutturale, 48 (2019) 693-705; DOI: 10.3221/IGF-ESIS.48.65 701 (a) (b) (c) Figure 10 : Numerical model: (a) SOLID65 element; (b) 3D view; (c) Detail of longitudinal view. Figure 11: Numerical simulation of the damage D1. Figs. 12, 13, 14, and 15 present the mode shapes obtained in the modal analysis for the undamaged bridge. Tab. 3 presents the values of numerical natural frequencies of the intact and the damaged bridge. Mode Intact Case D1 Case D2 1º 12.09 12.08 12.07 2º 13.06 13.05 13.05 3º 25.72 25.72 25.69 4º 38.29 38.28 28.27 Table 3: Numerical Natural frequencies (Hz). The damage detection using numerical mode shape was done in a similar way as was done in the experimental case presented in Section 4 of this paper. The same five positions, corresponding to accelerometers, as used in the experimental tests were adopted in the numerical modeling. From the numerical data of five points corresponding to the first numerical mode shapes of each line of the bridge, the corresponding mode shape data was exported to MATLAB. Cubic-Spline interpolation was used in MATLAB to increase the number of data (from 5 points to 1,000 points). After interpolations, the Tikhonov