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This study presents experimental as well as extensive numerical investigations on fully
encased composite (FEC) columns under concentric and eccentric axial loads. The
experimental program consisted of thirteen (13) FEC columns of two different sizes with
various percentages of structural steel and concrete strength. These FEC columns were
tested for concentrically and eccentrically applied axial loads to observe the failure
behaviour, the ultimate load carrying capacity and axial deformation at the ultimate load.
Numerical simulations were conducted on FEC columns under axial compression and
bending using ABAQUS, finite element code. Both geometric and material nonlinearities
were included in the FE model. A concrete damage plasticity model capable of predicting
both compressive and tensile failures, was used to simulate the concrete material
behaviour. Riks solution strategy was implemented to trace a stable peak and post peak
response of FEC columns under various conditions of loading. To validate the model,
simulations were conducted for both concentrically and eccentrically loaded FEC test
specimens from current study and test specimens from published literatures, encompassing
a wide variety of geometries and material properties. Comparisons were made between the
FE predictions and experimental results in terms of peak load and corresponding strain,
load versus deformation curves and failure modes of the FEC columns. In general, the FE
model was able to predict the strength and load versus displacement behaviour of FEC
columns with a good accuracy.
A parametric study was conducted using the numerical model to investigate the influences
of geometric and material properties of FEC columns subjected to axial compression and
bending about strong axis of the steel section. The geometric variables were percentage of
structural steel, column slenderness (L/D), eccentricity ratio (e/D) and spacing of ties (s/D).
The compressive strength of concrete (fcu) and yield strength of structural steel were used
as the material variables in the parametric study. The strength of the materials were varied
from normal to ultra-high strength. In general, L/D ratio, e/D ratio, strength of steel and
concrete were found to greatly influence the overall capacity and ductility of FEC columns.
The effects of ultra-high strength concrete (120 MPa) and ultra-high strength steel of
913 MPa on the FEC column behaviour was also explored. Use of ultra-high strength
structural steel in FEC column increased the overall capacity by 40% accompanied by a
reduction in the ductility by 17 %. However the ductility was regained when the tie spacing
was reduced by 50%. Finally, the experimental as well as the numerical results were
compared with the code (ACI 2014, AISC-LRFD 2010 and Euro code 4) predicted results.
The equations given by the three codes can safely predicte the capcity of FEC columns
constructed with UHSM (concrete 120 MPa and structural steel 913 MPa) for concentric
axial load. For concentrically loaded FEC columns the material limits specified in these
codes may be extended to cover the range of ultra-high strength materials. However, the
simplified plastic stress distribution proposed in AISC-LRFD (2010) was found to be
unsafe for predicting the load and moment capacities of eccentrically loaded FEC columns
with ultra-high strength structural steel and concrete. |
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