Specifications for Structural Steel Buildings." A
used.
Such connections shall be constructed
partially restrained connection using split wide-
using
the
same
configurations,
materials,
flange beam sections is shown in Figure 7-42.
processes, and quality control as was used in the
tested connections. Member sizes used shall be
similar to those tested. A typical pre-Northridge
(c)
Required shear strength.
The
Earthquake fully restrained moment connection
required shear strength Vu of a beam-to-column
is shown in Figure 7-41.
This connection is
connection shall be determined as a minimum
permitted by FEMA 302, provided it meets the
using the load combination 1.2D + 0.5L + 0.2S,
requirements of this paragraph for ordinary
plus the shear resulting from Mu as defined in
moment frames, and the further requirements of
Paragraph
7-5b(2)(a)
for
fully
restrained
Paragraph 7-5c for intermediate moment frames
connections, on each end of the beam.
For
or 7-5d for special moment frames.
partially restrained connections, Vu shall be
determined from the load combination above
(b)
Partially restrained connections
plus the shear resulting from the maximum end
shall be used, provided that the following
moments that the partially restrained connections
requirements are met:
are capable of resisting.
(d)
of
column-flange
1.
The strength requirements of
stiffener
plates.
Where
fully
restrained
Paragraph 7-5b(1) are met.
connections are made by means of welds of
beam flanges or beam-flange connection plates
2. The nominal bending strength of
the connection is at least equal to 0.5Mp of the
directly to column flanges, continuity or column-
flange stiffener plates shall be provided to
connected beams.
transmit beam-flange forces to the column web
or webs.
Such plates shall have a minimum
3.
The connections have been
thickness of one-half that of the beam flange or
demonstrated by cyclic tests to have adequate
beam-flange connection plate. The connections
rotation capacity at an interstory drift calculated
of the plates to the column flanges shall have a
from the design story drift, ) , as determined in
design strength equal to the design strength of
Section 5.3.8.1 of FEMA 302.
the contact area of the plate with the column
flange.
The connection of the plate to the
4.
The additional drift and lower
column web shall have a design shear strength
strength of the partially restrained connections is
equal to the lesser of the following:
considered in the design, including the effects on
overall frame stability.
1.
The design strength of the
connections of the plate to the column flanges, or
Partially restrained connections are described in
detail
in
Section
A2
of
AISC
"Design
7-94
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