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width of 150 mm, and plate thickness of 1.2 mm. The pushout tests had the
general arrangement as shown in
Figure 5.31
. The widths of the composite
concrete slabs varied from675 to 1350 mm. The height of the composite con-
crete slab varied from 600 to 900 mm. The depth of the concrete slab was
115 mm for all pushout test specimens. Different reinforcement areas that
were used in the tests varied from A98 to A193. The spacing between two
headed studs was 300 mm. The load was applied on the upper part of the steel
beam, and the movement of the composite concrete slabs relative to the steel
beam was measured.
To show an example of how to simulate the behavior of shear connec-
tions using the finite element method, let us present how the pushout tests
[2.57-2.59] have been modeled. The finite element program ABAQUS
[1.29] was used to investigate the behavior of shear connection in composite
beams with profiled steel sheeting tested in [2.57-2.59]. In order to obtain
accurate results from the finite element analysis, all components associated
with the shear connection must be properly modeled. The main compo-
nents affecting the behavior of shear connection in composite beams with
profiled steel sheeting are concrete slab, steel beam, profiled steel sheeting,
reinforcement bars, and shear connector. Both geometric nonlinearity and
material nonlinearity were included in the finite element analysis. Combi-
nations of 3D eight-node (C3D8) and six-node (C3D6) solid elements are
used to model the pushout test specimens. Assuming that the load is trans-
ferred equally from the steel beam to each shear connector, it is decided to
model only a single stud welded to each flange of the composite beam as
highlighted in
Figure 5.31
. The predicted shear capacity would be indepen-
dent of the number of shear connectors used in the experimental investiga-
tion, and it can be obtained for different stud diameters by adjusting the finite
element mesh. Due to symmetry of the specimens, only a quarter of the
pushout test arrangement is modeled. Two finite element models (Model
(A) and Model (B)) were developed, as shown in
Figures 5.32
and
5.33
,
respectively. Model (A) presented the actual trapezoidal geometry of the
profiled steel sheeting. This model is suitable to investigate the behavior
of headed studs welded through profiled steel sheeting with mild side slopes.
In this case, the concrete within the ribs of the profiled steel sheeting can be
modeled properly. Model (B) simulated the trapezoidal shape of the rib by an
equivalent rectangular shape. This model can be used to investigate the
behavior of headed studs welded through profiled steel sheeting with stiff
side slopes. The two models can be used to study the shear connection in
composite beams with different types of profiled steel sheeting. The width
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