Page 81 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

66 Chapter Two

(6) Check column flange prying
Since t 2.07 in and t 1.29 in., it is obvious that this limit
f w
state will not govern. In addition to the prying check, the end
plate should be checked for gross shear, net shear, and block
shear. These will not govern in this case.
c. Checks on column web:
(1) Web yielding (under normal load H ):
c
3
R wy 5 1.0 3 50 3 1.290 a24.5 1 5 3 2 b
4
5 2470 kips . 218 kips, ok

(2) Web crippling (under normal load H ):
c
24.5 1.29 1.5
2
R wcp 5 0.75 3 0.8 3 1.29 c1 1 3a ba b d
16.7 2.07
29000 3 50 3 2.07
3 5 4820 kips . 218 kips, ok
B 1.29

(3) Web shear: The horizontal force, H , is transferred to the column
c
by the gusset-to-column connection and back into the beam by
the beam-to-column connection. Thus, the column web sees
H 218 kips as a shear. The column shear capacity is
e
R 1.0 0.6 50 1.29 16.7 646 kips > 218 kips, ok
v
3. Gusset-to-beam connection: The loads are 351 kips shear and a 4230-
kips-in couple.
a. Gusset stresses:

351
f 5 5 7.80 ksi , 21.6 ksi, ok
v
1.5 3 30
4230 3 4
f 5 2 5 12.5 ksi , 32.4 ksi, ok
b
1.5 3 30
b. Weld of gusset-to-beam flange:
1.5
2
2
f peak 5 27.80 1 12.5 3 5 11.0 kips/in
2
12.5
21

5 tan a b 5 58.08
w
7.80
1 2 2 2 2 1.5
5 [27.80 1 12.5 1 27.80 1 12.5 ] 5 11.0 kips/in
f ave
2 2
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