Page 181 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

166 Chapter Two

616 kips/in
6M 6s616d
t max 5 2 5 2 5 0.456 $ 0.375, ok
F L s36ds15d
y
Gross shear, axial, and bending interaction on plate. Axial capacity (compresssion).
It is conservatively assumed that the beam is not restrained from moving lat-
erally. In many instances, the presence of a composite slab will provide
restraint. In such cases, the use of K 0.65 will be more appropriate.
K 1.2
t p 0.375
r 5 5 5 0.108
212 212
Ka 1.2s6d 5 66.7
r 5 0.108
F 5 25.7
cr
From AISC Manual Table 4-22.

R 5 F Lt 5 25.7s15ds0.375d 5 145 kips > 39 kips, ok
cr
p
c
Bending capacity.
L2F y
l 5
L 2
t p 47,500 1 112,000a b
B 2a
15236
5 5 0.509 # 0.7
15 2
0.375 47,500 1 112,000c d
B 2s6d
Flexual buckling does not control

F cr 5 F Q 5 36
y
F t L 2 0.9s36ds0.375ds15d 2
5 y p 5 5 683 kips-in > 33 6
M b
4 4
198 kips-in ok

Shear capacity.
R v 5 0.6F y t p L 5 1.0s0.6ds36ds0.375ds15d 5 122 kips-in

Interaction Generally AISC does not require interaction between shear
and normal stresses to be checked. However, including this interaction
more accurately predicts test results, so it is included here. Additionally,

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