| People always treat beam-to-column connections as fully rigid or pinned ones to simplify the calculation of the steel frames in traditional designs. In fact, most of beam-to-column connections will be either pinned or fully rigid ones. They belong to semi-rigid ones. Extensive studies show that the behaviors of steel frames such as the internal forces the horizontal deflection and the ultimate load-bearing capacity, which could not be neglected to design the steel frames. Therefore, in an exact analysis and design procedure, effect of connection flexibility on the behavior and strength of the frame must be taken into account.Behavior of beam-column end-plate connection were evaluated experimentally using 3 different extended end-plate connection tested to failure with monotonic loading. The moment-rotation relationship curve given. The tests reflected the influences of end-plate thickness and column stiffener on the behavior of connection, column stiffener is not considered contributive much to initial stiffness. Research method to analysis behavior of connection is presented on the basis of summarizing all the semi-rigid connection method at present. A trilinear representation is given. Ultimate flexural resistance of bolted end plate connections is derived, compared with the ultimate load-bearing capacity of its components, the minimum is what we need. Based on comparison between other two methods, computation method of initial stiffness of connections is derived by reasonable method. On the basis of analysis of experimentation and theory, the contrast between experimentation and theory to semi-rigid connection is completed. Calculational curves is compared with experimental curves, approximately reflects actual rotational behavior of end plate connections.
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