Civil Engineering Reference
In-Depth Information
Figure 3.23
Bearing resistance of profiled sheeting, acting as
transverse reinforcement
f
yp,d
is the yield strength of the sheeting, and dimension
a
is shown in
Fig. 3.23. The formula corresponds to the assumption that yielding of the
sheet occurs in direct tension along BC and in shear, at stress
f
yp,d
/2, along
AB and CD. For pairs of studs at longitudinal spacing
s
(one near each
edge of the steel flange), Equation 3.75 is replaced by
v
L,Ed
<
A
e
f
sd
+
P
pb,Rd
/
s
(3.81)
The resulting reduction in the required area
A
e
is significant in practice
where conventional studs are used; but small-diameter shot-fired pins are
less effective, because of the limit
k
ϕ
6 .
Where the span of the sheeting is parallel to that of the beam, transverse
tension causes the corrugations to open out, so its contribution to trans-
verse reinforcement is ignored.
≤
3.6.4
Detailing rules
Where shear connectors are attached to a steel flange, there will be trans-
verse reinforcement, and there may be a haunch (local thickening of the
slab, as in Fig. 2.1(b)) or profiled steel sheeting. No reliable models exist
for the three-dimensional state of stress in such a region, even in the
elastic range, so the details of the design are governed by arbitrary rules
of proportion, based essentially on experience.
Several of the rules given in EN 1994-1-1 are shown in Fig. 3.24. The
left-hand half shows profiled sheeting that spans transversely, and the
right-hand half shows a haunch.
The minimum dimensions for the head of a stud, the rule
h
3
d
, and
the minimum projection above bottom reinforcement, are to ensure suffi-
cient resistance to uplift. The 40-mm dimension shown is reduced to
30 mm where there is no haunch.
≥
