AISC Design Guide 13..

of the web must be checked. In this case, the compression
by interpolation between the values that are tabulated for
buckling limit state does not apply because there is a mo- N 1/ 3
2 in. and N / 4 in.
ment connection toone flange only. For local web yielding,
as determined previously,
Example 6-2
Rn
144 kips Puf
172 kips n.g.
Given:
For web crippling, from Equation 2.2-12,
For the framing arrangement given in Example 6-1, rese-
3N
3(0.570 in.) lect the column size to eliminate the need for stiffening.
Nd
0.123
dc
13.92 in.
Solution:
15 .
2 tw
Ft y f
R . C t N Try a W1474 with F 50 ksi:
n 0 75 135 t w 1 d
y
t
f t w
2
P F A (50 ksi)(21.8 in. ) 1,090 kips
2
0.75 135(1)(0.370 in.) Pu
300 kips
0.275
1.5
P y 1,
090 kips
0.370 in.
1 (0.123)
0.660 in.
From Table A-1, with Pu/ P y 0.
4,
(50 ksi)(0.660 in.)
0.370 in.
R
172 kips V 172 kips
From Table B-1, with N 0.
570 in.,
138 kips Puf
172 kips n.g.
Rn
173 kips ( T) Puf
172 kips o.k.
Therefore, the web of the W1453 is inadequate to
resist
189 kips ( C) Puf
172 kips o.k.
the compressive flange force without reinforcement.
by interpolation between the values that are tabulated for
Summary:
N 1/ 3
2in. and N / 4in.
As illustrated in Figure 6-1, the W1453 is inadequate Summary:
to resist the local forces that are induced without column As illustrated in Figure 6-2, a W1474 column ( Fy
50
stiffening. For the selection of a column that is adequate ksi) can be used without stiffening. This column-weight
without stiffening, refer toExample 6-2. For the design of increase of 21 lb/ft ( 74 53) is well within the range
stiffening for the W1453, refer to
Example 6-3.
y
v
y
u
o.k.
Comments:
The foregoing solution can be determined more expediently
using the design aids in Appendices A and B. The
design panel-zone web shear strength is determined from
Table A-1 where, for a W1453 with P / P 0.
4,
R
R
R
v
139 kips V 172 kips
n.g.
The design strength of the flange and web to
resist the
flange force in tension is determined from Table B-1
where, for a W1453, with N 0.
570 in. and reading
from the T (tension) column,
n
123 kips P 172 kips
n.g.
by interpolation between the values that are tabulated for
N 1/ 3
2in. and N / 4in. The design strength of the web
toresist the flange force in compression is alsodetermined
from Table B-1 where, for a W1453, with N 0.
570 in.
and reading from the C (compression) column,
n
138 kips P 172 kips
u
uf
uf
u
y
n.g.
W14x74, F y = 50 ksi
W18x50, F y = 50 ksi
Column stiffening is
not required
Figure 6-2 Framing arrangement for
Example 6-2.
40
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