Civil Engineering Reference
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4000
Test results
Analysis no
fire damage
Analysis 1H
fire damage
3000
2000
Axial load
1000
0
0.0
3.0
Axial deformation (mm)
6.0
9.0
12.0
15.0
(a) Column A
4000
Test results
Analysis no
fire damage
Analysis 2H
fire damage
3000
2000
Axial load
1000
0
0.0
3.0
Axial deformation (mm)
6.0
9.0
12.0
15.0
(b) Column B
14.10
Axial load and deformation ratio relations: numerical and test
results.
the VecTor3 model was validated for axial response of the two columns in
the previous section. Therefore, it is anticipated that VecTor3 would produce
relatively reasonable results for the two columns under the lateral loads.
For the analysis, half of the column was modeled based on the symmetric
conditions, e.g. loads and supports. Lateral load was applied horizontally at
the top of the columns, in a deformation controlled mode, and incremented
from zero up to the column failure deformation. Figure 14.11 shows numeri-
cal results for the columns before and after fi re exposure. The results indi-
cate that the residual lateral load capacity is reduced to 73% and 58% of
the original lateral load capacity for Column A and Column B, respectively.
With respect to the column ductility, the ultimate lateral deformation is
reduced to 48% and 61% of its original value with no fi re damage for
Column A and Column B, respectively. Therefore, both ductility and lateral/
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