Page 137 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

122 Chapter Two

Try a plate 4 in wide. Then the required thickness is 2.41/4
3
0.6 in. Try a plate / 4 4 (A36).
A 0.75 4 3 in 2
gt
A (4 1.0)0.75 2.25 in 2
nt
0.85A 0.85 3 2.55 in 2
gt
R 0.75 58 2.25 97.9 kips > 78 kips, ok
nt
(2) Block shear fracture: Since there is only one line of bolts, this
limit state is not possible. The plate will fail in net tension.
3
The / 4 4 (A36) inner splice plates are so far ok, now check
bearing/tearout.
3. Bearing/tearout: Now that the bolts, the outer plate, and the
inner plates have been chosen, bearing/tearout can be checked for
the connection as a whole.
a. Bolt shear:
r 54.2 kips (double shear)
v
r 27.1 kips (single shear)
v
b. Bearing on W14 99 flange:

r 0.75 2.4 0.875 0.710 65 72.7 kips
p
c. Bearing on outer plate:

r 0.75 2.4 0.875 0.5 58 45.7 kips
p
d. Bearing on inner plate:

r 0.75 2.4 0.875 0.75 58 68.5 kips
p

e. Tearout on W14 99 flange; L 1.75 – 0.5 0.9375 1.281 in:
c
r 0.75 1.2 1.281 0.710 65 53.2 kips
to

f. Tearout on Outer Plate; L 1.5 0.5 0.9375 1.031 in:
c
r 0.75 1.2 1.031 0.5 58 26.9 kips
to
g. Tearout on Inner Plates; L 1.031 in:
c
r 0.75 1.2 1.031 0.75 58 40.4 kips
to

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