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CONNECTIONS

CONNECTIONS 3.77

FIGURE 3.44 (a) Field-welded moment connection. (b) Section B–B of (a). (c) Section A–A of (a).
(Source: A. R. Tamboli, Handbook of Structural Steel Connection Design and Details, McGraw-Hill,
1999, with permission.)

Beam No. 1: W21 × 62 (A36) Composite. The ﬂange connection is a complete joint penetration
(CJP) weld that develops the strength of the ﬂange, so no weld design is required. The column must
be checked for stiffeners and doublers.
Stiffener Requirements. The ﬂange force F f is
φ M 389 ×12
F = p = = 229 kips
−
f
dt f 21.0 − 0 615
.
Using the column load tables of the AISC Manual, consider the following limit states:
Web yielding: P wy = P wo + t b P wi = 167 + 0.615 × 24.3 = 182 kips < 229 kips, thus stiffeners are
required at both ﬂanges
Web buckling: P wb = 260 kips > 229 kips—no stiffener required at compression ﬂange
Flange bending: P fb = 171 kips < 229 kips—stiffener required at tension ﬂange

From the preceding three checks (limit states), a stiffener is required at both ﬂanges. For the tension
ﬂange, the total stiffener force is 229 – 171 = 58 kips, and for the compression ﬂange, the stiffener force

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