Issue 48

R. S. Y. R. C. Silva et alii, Frattura ed Integrità Strutturale, 48 (2019) 693-705; DOI: 10.3221/IGF-ESIS.48.65 700 (a) (b) Figure 8 : CWT using Db5-Case D1: (a) 3D view; (b) 2D view. (a) (b) Figure 9 : CWT using Coif4-Case D1: (a) 3D view; (b) 2D view. N UMERICAL MODELING n order to shown the applicability of the methodology proposed in this paper – seen section 3, a numerical example is presented in this section. The numerical analysis was developed using the ANSYS [17] software in order to reproduce the same conditions for dynamic testing. This time, however, the numerical modeling simulates the introduction of two induced damages, D1 and D2. Both damages are located in one external beam. Natural frequencies and mode shapes are found with the numerical model. The reinforced concrete bridge was simulated using the element SOLID65 (3-D Reinforced Concrete Solid) presented in Fig. 10(a). The element is defined by eight nodes having three degrees of freedom at each node: translations in the nodal x, y, and z directions. The degrees of freedom on the supports were modeled by imposing nodal displacement constraint at the ends of the longitudinal beams. The mechanical properties assumed in the modal analysis to find the natural frequencies and mode shapes in the two damage scenarios are presented in Tab. 2. In order to simulate the two damage scenarios, some elements from the refined mesh were deleted, as can be seen Fig. 11. Case Modulus of elasticity (GPa) Poisson’s Ratio Density (kg/m³) D1 32 0.2 2500 D2 32 0.2 2500 Table 2: Mechanical properties of the reinforced concrete. I