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

to cyclic loading. It was concluded that an end-plate connection with a gap provided by placing an I-
Shaped element showed better performance than the standard connection.
Broderick and Thomson [37] compared the performance of eight beam-to-column with flush end-
plate under monotonic and cyclic loading conditions, with the design employed by Eurocode [7]. The
comparison showed the mode of failure was usually predicted accurately, but a tendency to overestimate
joint stiffness and underestimate joint moment capacity.
Sumner and Murray [38] performed six multiple row extended end-plate connection tests to
investigate the validity of the current design procedure for gravity, wind and low seismic loading. In
addition, the tests investigated the effects of standard and large inner pitch distances and the
connections utilized both A325 and 490 bolts. Good correlation between experimental and analytical
results was observed.
Sumner and Murray [39] investigated extended end-plate connections with four high strength bolts
per row instead of the traditional two-bolts per row. The eight-bolt extended, four bolts wide and three
rows extended, and four-bolt wide end-plate moment connections were investigated. Seven end-plate
connection tests were performed and a modified design procedure, similar to the procedure presented
by Borgsmiller [13] was proposed. It was concluded that the modified design procedure conservatively
predicts the strength of the two connections configuration.
Murray and Shoemaker [8] presented a guideline for the design and analysis of the flush and
extended and-plate moment connections. The guide included provisions for the design of four flush and
five extended end-plate connection configurations. The design provisions are limited to connections
subjected to gravity, wind and low-seismic forces; moderate and high seismic applications are not
included. A unified design procedure, based on the simplified methods presented by Borgsmiller [13] was
employed. It is based on yield line analysis for the determination of the end-plate thickness and the
modified Kennedy [5] method for determination of the bolt forces. A stiffness criterion for flush end-plate
moment connections was also included in this procedure.
Sumner [40] investigated the performance of eleven cyclically loaded extended end-plate bolted
connection. The experimental results demonstrate that a properly designed and detailed extended end-
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