Nonlinear Material Behavior of the Bridge Components - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 92

2.6.5 Main Investigations on Shear Connection in Composite
Beams with Profiled Steel Decking
Where profiled sheeting is used, stud connectors are located within concrete
ribs that have a haunch shape. The sheeting normally run either transverse or
parallel with the span of the beam. There are different parameters [ 2.39 ,
2.54 ] that affect the behavior of stud in composite beams with profiled sheet-
ing in addition to geometrical data shown in Figure 2.15 . The parameters
comprise the compressive strength and density of concrete; ultimate tensile
strength of stud; location of stud within the concrete rib, in relation to the
direction of sheeting; shape of the steel profile, whether the studs are welded
through it or through holes in it; and size, spacing, and level of any reinforce-
ment in the slab. Hawkins andMitchell [ 2.55 ] conducted 13 push-off tests to
study the behavior of headed stud shear connectors in composite beams with
profiled steel sheeting perpendicular to the beam. The diameter of the stud
was 19 mm, the profiled sheeting depths were 38 and 76 mm, and the pro-
filed sheeting widths ranged from 38 to 127 mm. Four different failure
modes were observed by Hawkins and Mitchell [ 2.55 ] . The failure modes
were stud shearing, concrete pull-out, rib shearing, and rib punching. Jayas
and Hosain [ 2.47 ] conducted 18 push-off tests on full-size specimens having
ribbed metal decks perpendicular and parallel to the steel beam. The 16 mm
diameter 75 mm height headed studs that were welded through profiled
steel sheeting having a depth of 38 mm and a width ranged from 53.8 to
165.9 mm were used in most of the tests. The main parameters studied were
longitudinal spacing of the headed studs and rib geometry. Jayas and Hosain
[ 2.47 ] provided two separate empirical equations to calculate the shear
capacity of headed shear stud in composite beams with profiled steel sheeting
having depths of 38 and 76 mm. Jayas and Hosain [ 2.56 ] conducted two full-
size push-off tests on composite beams. The profiled steel sheeting was
placed perpendicular to the steel beam. The 19 127 mm headed stud
was used in the tests, and the profiled steel sheeting had a depth of
76 mm and widths of 144 and 225 mm. The failure modes observed were
concrete pull-out and mixed concrete pull-out and stud shearing. Lloyd
and Wright [ 2.57 ] carried out 42 push-off tests on headed studs welded
through-deck. The investigation focused on the amount and position of
reinforcement and dimensions of the composite slab. The authors concluded
that the capacity of shear connection in composite beams with profiled steel
sheeting depends upon the geometry of the sheeting and stud height. It is
also concluded that the capacity of shear connection is considerably less than
that in solid slabs. Kim et al. [ 2.58 , 2.59 ] conducted three push-off tests to