processes.
At least two tests of each
2. The design shear strength of the contact area
subassemblage
type
shall
be
performed
of the plate with the column web.
successfully to qualify a connection for use.
Continuity plates are not required if tested
Interpolation or extrapolation of test results for
connections demonstrate that the intended
different member sizes shall be justified by
inelastic rotation capacity can be achieved
rational
analysis
that
demonstrates
stress
without their use. Partial penetration welds of
distributions and magnitudes of internal stresses
the plates to the column flanges shall not be
consistent with tested assemblies, and which
used.
considers potentially adverse effects of larger
material and weld thickness and variations in
c.
Intermediate Moment Frames (IMFs).
material properties. Extrapolation of test results
Intermediate moment frames are expected to
shall be limited to similar combinations of
withstand moderate inelastic deformations when
member sizes. Connections shall be constructed
subjected to the forces resulting from the
using materials, configurations, processes, and
motions of the design earthquake in combination
quality control and assurance methods that match
with other loads. Intermediate moment frames
as closely as is feasible those of the tested
shall conform to the AISC Seismic Provisions,
connections. Tests that utilize beams with tested
Section 12, Requirements for Special Moment
Fy more than 10 percent lower than Fye shall not
Frames, except as follows:
be used.
(1) Beam-to-column connections. Beam-
(2) Connection flexural strength. The test
to-column connection design shall be based on
results
and
analysis
shall
demonstrate
a
cyclic
test
results
demonstrating
inelastic
connection flexural strength, determined at the
rotation capacity of at least 0.020 radian.
column face, at least equal to the nominal plastic
Inelastic rotation is defined as the total angle
moment, Mp, of the tested beam at the required
change between the column face at the
inelastic rotation.
connection and a line connecting the beam
inflection point to the column face, less that part
Exception: When beam flange buckling
of the angle change occurring prior to yield of
rather than connection strength limits the
the beam. Qualifying test results shall consist of
moment strength of the beam, and when
cyclic tests and shall be based on one of the
connections using a reduced beam flange are
following:
used, then the limit shall be 0.8Mp of the tested
beam. Figure 7-43 illustrates a fully restrained
(a)
Tests reported in research, or
moment connection with haunches provided at
documented tests performed for other projects,
the ends of the beam.
This connection is
which can be demonstrated to simulate project
designed such that the plastic hinge mechanism
conditions.
forms in the beam at the end of the haunch rather
(b) Tests conducted specifically for the
than at the column connection. If the beam size
project and representative of project member
is based on strength considerations, haunches
sizes,
material
strengths,
connection
may
configurations,
and
connection
7-97
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