Page 173 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

158 Chapter Two

The beam web will govern the bearing and tearout values. The bear-
ing strength is
r 5 0.75s2.4ds0.75ds0.355ds65d 5 31.2 kips
p
If the loads of 33 kips shear and 39 kips axial always remain propor-
1
tional, that is, maintain the bevel of 10 / to 12 as shown in Fig. 2.58,
8
the spacing requirement is irrelevant because there is only one bolt in
line of force and the true edge distance is 1.94 or 2.29 in. The clear dis-
tance, L , is
C
5 1.94 2 s0.8125>2d 5 1.53 in
L c
In order to maintain equilibrium all bolts will be assumed to have the
same strength based on this shortest edge distance the tearout capacity is
r 5 0.75s1.2ds1.53ds0.355ds65d 5 31.8 kips
v
The capacity of the bolt group is

R 5 3s31.2d 5 93.6 kips . 51.1 kips, ok
v
Gross shear on clips is
R 5 1.0s0.6ds36ds8.5ds0.625ds2d 5 230 kips . 33 kips, ok
n
Net shear on clips is
5 0.75s0.6ds58d[8.5 2 3s0.875d]s0.625ds2d
R n
5 192 kips . 33 kips, ok

Block shear rupture (tearout). A simple conservative way to treat block
shear when shear and tension are present is to treat the resultant as a
shear. Then, from Figs. 2.57 and 2.58,

A 7.25 0.355 2.57 in 2
gv
A (7.25 2.5 0.875) 0.355 1.80 in 2
nv
A 1.75 0.355 0.621 in 2
gt
A (1.75 0.5 0.875) 0.355 0.466 in 2
nt
F A 65 0.466 30.3
u nt
R 0.75 [F A min(0.6F A , 0.6F A )]
bsv u ntv y gtv u ntv
0.75 [ 30.3 min(0.6 50 2.57, 0.6 65 1.80)]
75.4 kips > 51.1 kips, ok

An alternate approach is to calculate a block shear rupture design
strength under tensile axial load. From Fig. 2.60,

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