ON THE EFFECTS OF CIRCULAR BOLT PATTERNS ON THE ...

Kennedy and Hafez [6] investigated the moment-rotation capacity of eight end-plate connections that
are designed to transfer shear. The purpose of this research was to establish an analytical method to
predict the behavior of the connection up to, at least, the point where the end rotation causes the bottom
flange of the beam to touch the flange of the column. The developed numerical method had good
agreement (less than 11 percent error) with experimental data for a practical range of end-plate
thicknesses, gage distance between bolt holes, and connection depth.
Aggarwal and Coates [26] conducted tests on fifteen four-bolt extended un-stiffened end-plate
moment connections. Eight specimens were tested monotonically while the other seven were subjected
to cyclic loading. It was shown that the Australian and British standards design procedure produce
conservative end-plate and bolt strength for the test loading. In addition, the results of their research
reveal that the margin of safety for the end-plate to beam flange welds dramatically decreased from the
static test to the dynamic loading.
Murray [22] presented an overview of the past literature and design methods for both flush and
extended end-plate configuration, including exterior columns limit state. This design procedure also
includes the design method for eight-tension-bolt, stiffened moment end-plates that are capable of
resisting the full moment capacity of most available hot-rolled beam shapes. Design procedures, based
on analytical and experimental research in the United State were presented in AISC/ASD design manual
[27].
Murray [28] presented an overview of the design procedure for the four-bolt un-stiffened, four-bolt
wide un-stiffened and eight-bolt extended stiffened end-plate moment connection. The end-plate design
procedures were based on the work of Krishnamurthy [25], Ghassemieh et al. [29], and Murray and
Kukreti [30].
Ghobareh et al. [31][32] studied the performance of a series of experimental tests on the end-plate
connections under cyclic loading. They concluded that properly designed, detailed and fabricated
extended end-plate connections can be considered suitable for moment resisting frames in areas of high
seismic intensity. In addition, they did not recommend the use of an un-stiffened column at the
connection in the high seismic zone regions.
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