# A Parametric Computational Study of RC Building Structures under Corner-Column Removal Situations
## 3 Results
### Drift  
This subsection compares the lateral horizontal drifts obtained in each group of simulations and the reference model (i.e., M_Ref). Figure 8 depicts the numerical residual horizontal drift obtained by varying the concrete tensile strength (Figure 8a), flexural reinforcement ratio (Figure 8b), number of floors (Figure 8c), column removal time (Figure 8d) and superimposed load (Figure 8e). It is worth mentioning that positive horizontal displacements imply deformation of the building toward the \begin{table}
\begin{tabular}{c c c c c c c c c c c} \hline \hline \multirow{2}{*}{**Model**} & \multicolumn{6}{c}{**Distance [m]**} \\ \cline{2-10}  & \multicolumn{2}{c}{**0.62**} & \multicolumn{2}{c}{**1.67**} & \multicolumn{2}{c}{**3.33**} & \multicolumn{2}{c}{**4.35**} & \multicolumn{2}{c}{**5**} \\ \cline{2-10}  & **Peak** & **Residual** & **Peak** & **Residual** & **Peak** & **Residual** & **Peak** & **Residual** & **Peak** & **Residual** \\ \hline M\_Ref & 4.47 & 4.39 & 17.61 & 17.38 & 36.60 & 36.09 & 44.46 & 43.84 & 46.88 & 46.18 \\ M\_fc12.5 & 3.14 & 2.97 & 11.84 & 11.17 & 24.10 & 22.51 & 29.33 & 27.33 & 31.32 & 29.02 \\ M\_fc13.2 & 2.74 & 2.54 & 9.99 & 9.16 & 20.15 & 18.24 & 24.45 & 22.06 & 26.20 & 23.63 \\ M\_o0.5 & 7.54 & 7.48 & 27.78 & 27.64 & 57.35 & 57.20 & 69.83 & 69.46 & 72.85 & 72.48 \\ M\_nf4 & 7.209 & 7.17 & 26.96 & 26.78 & 56.09 & 55.53 & 68.09 & 67.53 & 71.23 & 70.41 \\ M\_rf7 & 8.37 & 8.26 & 29.94 & 29.63 & 61.63 & 60.82 & 74.54 & 73.55 & 77.71 & 76.52 \\ M\_crt0.01 & 6.05 & 6.00 & 23.70 & 23.60 & 50.14 & 49.72 & 60.45 & 60.13 & 63.42 & 63.32 \\ M\_crt0.05 & 5.48 & 5.39 & 21.62 & 21.38 & 45.28 & 44.73 & 55.06 & 54.33 & 57.83 & 56.99 \\ M\_crt0.2 & 3.44 & 3.39 & 13.44 & 13.27 & 27.61 & 27.23 & 33.50 & 33.03 & 35.62 & 35.11 \\ M\_q9 & 5.32 & 5.32 & 230.7 & 230.7 & 446.80 & 446.80 & 533.54 & 533.54 & 556.30 & 556.30 \\ \hline \hline \end{tabular}
\end{table} 
Table 4: Vertical displacement peak and residual values obtained at five points on the 1 st floor slab from P2 edge to P3 edge. Units in mm. \begin{table}
\begin{tabular}{c c c} \hline \hline
**Model** & **Vertical Displacement in P3 [mm]** & **Increase/Decrease [\%]** \\ \hline M\_Ref & 46.18 & - \\ M\_fc42.5 & 29.02 & \(-\)37.2\% \\ M\_fc43.0 & 23.63 & \(-\)48.8\% \\ M\_o0.5 & 72.48 & 57.0\% \\ M\_nf4 & 70.41 & 52.5\% \\ M\_nf7 & 76.52 & 65.7\% \\ M\_crt0.01 & 63.32 & 37.1\% \\ M\_crt0.05 & 56.99 & 23.4\% \\ M\_crt0.2 & 35.11 & \(-\)24.0\% \\ M\_q9 & 556.30 & 1104.7\% \\ \hline \hline \end{tabular}
\end{table} 
Table 5: Percentage increase/decrease in maximum residual vertical displacements. Figure 7: Numerical residual deformed shapes along 1 st floor corner-bay slab between P2 and P3 obtained by varying (**a**) concrete tensile strength, (**b**) flexural reinforcement ratio, (**c**) number of floors, (**d**) column removal time and (**e**) superimposed load. Positive values indicate downward displacements. removed column, as indicated in Figure 8. A summary of the peak and residual horizontal drift values obtained on each floor from all the models is given in Table 6.  
The horizontal drift of the building obtained in each group is similar to the reference model, except for the last simulation (i.e., M_q9). The maximum horizontal drift obtained at the second-floor level in all the models is lower than 1.5 mm. The models with a higher number of floors showed a quite similar trend of the horizontal drift with respect to the reference model, but obviously a higher maximum horizontal displacement. In this set of simulations, the maximum top horizontal drift was 4.8 mm on the fourth floor (M_nf4) and 12.0 mm on the seventh (M_nf7). Results for cases with more than seven stories are not shown because the results were influenced by instability caused by the lack of bracing in the building [13]. A clearly different horizontal displacement trend was obtained in the last simulation (i.e., M_q9), in which the 1 st floor experienced a negative drift of about 0.5 mm, while the 2 nd floor reached a drift of around 1.0 mm.