Page 170 - Structural Steel Designers Handbook AISC, AASHTO, AISI, ASTM, and ASCE-07 Design Standards

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CONNECTIONS

3.102 CHAPTER THREE

An alternative analysis can be performed where the joint is considered rigid, such as a connec-
tion to a column flange. Here, the moment M is distributed to the beam and column in accordance
with their stiffnesses. The brace is usually assumed to remain an axial force member and so is not
included in the moment distribution. If η denotes the fraction of the moment that is distributed to the
beam, then horizontal and vertical forces H′ and V′, respectively, acting at the gusset-to-beam,
gusset-to-column, and beam-to-column connection centroids due to the distribution of M, are

H ′ = (1 − )η M (3.84)
β + e
b

V ′ = M − H ′β (3.85)
α

FIGURE 3.57 Vertical brace connection with nonconcentric workpoint. (Source:
A. R. Tamboli, Handbook of Structural Steel Connection Design and Details, McGraw-Hill,
1999, with permission.)

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