Steel Designers Manual - TheBestFriend.org

This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007
To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/
Steel Designers' Manual - 6th Edition (2003)
- av
a.
a
C
a.
0
Cb II
gII ;: .
C-
C
0
strength reduction factor (relative to a solid slab) for the case where the decking
crosses the beams is:
r
p
085 . ba
Ê h-Dpˆ£ 10 . for n = 1
= Á ˜
÷ n D Ë D ¯ £ 08 . for n = 2
p
p
Basic design 621
Fig. 21.14 Model of behaviour of shear-connector. (a) Shear-connector in plain slab. (b)
Shear-connector fixed through profile sheeting
(21.15)
where ba is the average width of the trough, h is the stud height, and n is the number
of studs per trough (n < 3). The limit for pairs of studs is given in BS 5950 Part 3
and takes account of less ductile behaviour when n > 1. This formula does not apply
in cases where the shear-connector does not project at least 35 mm above the top
of the deck. A further limit is that h � 2Dp in evaluating rp.
Where the decking is placed parallel to the beams no reduction is made for the
number of connectors but the constant in Equation (21.15) is reduced to 0.6 (instead
of 0.85). No reduction is made in the second case when ba/Dp > 1.5.
Further geometric limits on the placing of the shear-connectors are presented in
Fig. 21.15. The longitudinal spacing of the shear-connectors is limited to a maximum
of 600 mm and a minimum of 100 mm.