Nonlinear Material Behavior of the Bridge Components - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 88

P

1 50

230

460

50

200

260 150

150

Mortar base

300

Steel section:
254×146×43 UB

Reinforcement:
1 0 m m diameter mild steel

300

Figure 2.19 Standard push-off test specimen according to BS 5400 [ 2.38 ] .

unsatisfactory shear connectors but rather a connection resulting in nonne-
gligible slip at the steel beam-concrete slab interface. This slip has a great
influence on both the strength and the deformations of the composite beam.
Significant contributions have been made in this scientific area initiated by
[ 2.43 ] where the influence of the slip on the ultimate plastic strength of the
composite beam has been studied. The accurate analysis of the behavior of
composite beams with partial connection is very important since the slip
between steel and concrete may be big enough to cause fracture of some
connectors at a serviceability state. Appropriate ductility of the shear con-
nectors is the only way to sustain the likely big slip deformations without
fracture. Since the main objective of this topic is to accurately model the
behavior of steel-concrete composite bridges, the correct shear connection
behavior will be incorporated in the finite element models.

2.6.4 Main Investigations on Shear Connection in Composite
Beams with Solid Slabs
Davies [ 2.44 ] showed that the ultimate capacity of a stud connector in a
push-off test depends on a large extent upon the pattern and spacing of
the connectors. It was observed that if the studs were oriented parallel to