Building Design and Construction Handbook - Merritt - Ventech!

STRUCTURAL STEEL CONSTRUCTION 7.87
TABLE 7.22 Allowable Horizontal-Shear Loads, q, for Connectors, kips
(Applicable only to concrete made with ASTM C33 aggregates)
Connector � 3.0
ƒ� c
ƒ� c
� 3.5
ƒ� c
� 4.0
1 ⁄2-in dia. � 2-in hooked or headed stud* 5.1 5.5 5.9
5 1 ⁄8-in dia. � 2 ⁄2-in hooked or headed stud* 8.0 8.6 9.2
3 ⁄4-in dia. � 3-in hooked or headed stud* 11.5 12.5 13.3
7 1 ⁄8-in dia. � 3 ⁄2-in hooked or headed stud* 15.6 16.8 18.0
3-in channel, 4.1 lb 4.3w† 4.7w† 5.0w†
4-in channel, 5.4 lb 4.6w† 5.0w† 5.3w†
5-in channel, 6.7 lb 4.9w† 5.5w† 5.6w†
* Length given is minimum.
† w � length of channel, in.
TABLE 7.23 Shear-Load Factors for Connectors in Lightweight Concrete
Air dry weight, pcf, of concrete 90 95 100 105 110 115 120
Factors for ƒ�c � 4.0 ksi
0.73 0.76 0.78 0.81 0.83 0.86 0.88
Factors for ƒ�c � 5.0 ksi
0.82 0.85 0.87 0.91 0.93 0.96 0.99
If a concentrated load occurs between the points of maximum and zero moments,
the minimum number of connectors required between the concentrated load and
the point of zero moment is given by
� �
V SM /M � S
h t c s
N2 � (7.70)
q S � S
t s
where M � maximum moment, in-kips
M c � moment, in-kips, at concentrated load � M
S s � section modulus, in 3 , of steel beam relative to bottom flange
S t � section modulus, in 3 , of transformed section of composite beam relative
to bottom flange but not to exceed S t computed from Eq. (7.66).
The allowable shear loads for connectors incorporate a safety factor of about
2.5 applied to ultimate load for the commonly used concrete strengths. Not to be
confused with shear values for fasteners given in Art. 7.30, the allowable shear
loads for connectors are applicable only with Eqs. (7.67) to (7.69).
The allowable horizontal shear loads given in Tables 7.22 and 7.23 may have
to be adjusted for use with formed steel decking. For decking with ribs parallel to
supports (Fig. 7.38a), the allowable loads should be reduced when w/h is less than
1.5 by multiplying the tabulated values by
��� �
where w � average width of concrete rib, in
h � nominal rib height, in
w H
0.6 � 1 � 1 (7.71)
h h