# Integration of BIM Tools for the Facility Management of Railway Bridges
## 5 Case Study
### Software Used to Generate BIM/data Automation
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Damage** & **Category** & **Damage Intensity** \\ \hline \multirow{6}{*}{Cracks perpendicular to the main axis of the beam} & \multirow{6}{*}{4} & (1) Cracks not associated with bending stresses, with an opening \textless{} 0.40 mm. \\ \cline{3-3}  & & (2) Cracks not associated with bending stresses, with an opening \textgreater{} 0.40 mm; \\  & & (2) Cracks not associated with bending stresses, with an opening \textgreater{} 0.40 mm; \\  & & \(\text{cracks associated with bending stresses, with an opening \textless{} 1.00 mm or}\) \\  & & \(\text{affecting }<40\%\) of the beam’s depth. \\ \cline{3-3}  & & (3) Cracks associated with bending stresses, with an opening between 1.00–3.00 mm or affecting 40–60\% of the beam’s depth. \\ \cline{3-3}  & & (4) Cracks associated with bending stresses with an opening \textgreater{} 3.00 mm or \\  & & \(\text{affecting }>60\%\) of the beam’s depth. \\ \hline \multirow{6}{*}{Honeycombing or gravel nests} & \multirow{6}{*}{2} & (1) Surface wear, affecting \textless{} 25\% of the beam’s surface. \\ \cline{3-3}  & & (2) Surface wear, slight reduction in concrete cover, affecting 25–50\% of the beam’s surface. \\ \cline{3-3}  & & (3) Noticeable reduction in concrete cover, affecting 50–75\% of the beam’s surface. \\ \cline{3-3}  & & (4) Degradation, visible rebar, affecting \textgreater{} 75\% of the beam’s surface. \\ \hline \multirow{6}{*}{Herbaceous vegetation, moss, or lichens} & \multirow{6}{*}{2} & (1) Non-woody vegetation covering \textless{} 25\% of the beam’s surface. \\ \cline{3-3}  & & (2) Non-woody vegetation covering 25–50\% of the beam’s surface. \\ \cline{3-3}  & & (3) Non-woody vegetation covering 50–75\% of the beam’s surface. \\ \cline{3-3}  & & (4) Non-woody vegetation covering \textgreater{} 75\% of the beam’s surface \\ \hline \multirow{6}{*}{Deformations} & \multirow{6}{*}{4} & (1) Visible deformation, but \textless{} 0.05\% of the beam’s magnitude relative to its theoretical plane. \\ \cline{3-3}  & & (2) Visible deformation, but between 0.05 and 0.10\% of the beam’s magnitude relative to its theoretical plane. \\ \cline{3-3}  & & (3) Visible deformation, but between 0.10 and 0.50\% of the beam’s magnitude relative to its theoretical plane. \\ \cline{3-3}  & & (4) Visible deformation, but \textgreater{} 0.50\% of the beam’s magnitude relative to its theoretical plane. \\ \cline{3-3}  & & (1) Visible secondary rebar. \\ \cline{3-3}  & & (2) Visible main rebar or corroded secondary rebar with losses \textless{} 50\% of the beam’s reinforcement. \\ \cline{3-3} Visible/corroded/broken rebar & \multirow{6}{*}{4} & (3) Corroded main rebar with losses \textless{} 10\% of the main reinforcement section, \\ \cline{3-3}  & & (4) Corroded main rebar with losses \textgreater{} 10\% of the main reinforcement section. \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Excerpt of the inspection criteria for the span beam. where:  
\(NG\) = Damage severity level. \(Cat\) = Damage category. \(Int\) = Damage intensity. Finally, the resulting value is rounded to obtain integer values on a scale of one to four. Table 3 describes the significance of each value that can be obtained for the damage severity level for each element of the railway infrastructure and shows the color that the element will carry in the 3D model.