Page 67 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

52 Chapter Two

4 in for p since at b 2.0 in, a 45 spread from the center of the
bolt gives p 4 in. Note also that p cannot exceed one half of the
width of the end plate.
1 0.286
r 5 mine a b, 1f 5 0.572
0.70 1 2 0.286
The required end plate thickness is

4.44Tb 4.44 3 21.6 3 1.94
t req d 5 5 0.757 in
BpF s1 1 d B4.0 3 58s1 1 0.70 3 0.572d
u
1
1
1
7
Use a / -in end plate, 11 in wide and 14 / 2 2 1 / 1 /
2
2
8
4
21.25 in long.
b. Weld of beam to end plate: All of the shear of 179 kips exists in the
beam web before it is transferred to the end plate by the weld of
the beam to the end plate. The shear capacity of the beam web is
R 1.0 .6 50 .510 14.3 219 kips >178 kips, ok
v
The weld to the end plate that carries this shear is the weld to the
beam web plus the weld around to about the k distance inside the
1
beam profile and 2 k on the outside of the flanges. This length is thus
1
t w
2(d 2t ) 4 ak 2 b 4k 2 (14.31 2 0.855)
f 1 2 1
4 (1 0.510/2) 4 1 32.2 in
The force in this weld per inch due to shear is
178
f 5 5 5.53 kips/ in
v
32.2
The length of weld that carries the axial force of 216 kips is the entire
profile weld whose length is 4 10.13 2 0.51 2 14.3
68.0 in. The force in this weld per inch due to axial force is
216
5 5 3.18 kips/in
f a
68.0
Also, where the bolts are close together, a “hot spot” stress should be
checked. The most critical bolt in this regard is the one at the center
of the W14 82. The axial force in the weld local to these bolts is
2 3 21.6
fr a 5 5 5.4 kips/in
8
The controlling resultant force in the weld is thus
2
2
f 5 25.53 1 5.40 5 7.73 kips/in
R

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