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This study elucidates the behavior of flange plate connection between a steel beam and a welded box column. Four finite element models simulating an exterior connection were prepared and analyzed. On the basis of finite element results, two flange plate connection details which are the reinforcing plate length and plate-to-flange fillet weld geometry were improved. Then, two full-scale specimens with flange plate connections were tested using a standard connection requalification test protocol. The flange plate connections of test specimens achieved the AISC seismic provision requirements for special moment frames. Kim et al. [9,10] tested two full-scale moment connections to US box columns fabricated using pre-Northridge connection details. Test results revealed that both specimens failed by brittle fracture of complete joint penetration (CJP) welds between the beam flange and the column during a story drift angle of less than 1% rad, which resulted in no plastic rotation in the connections. KeywordsChen et al. [8] tested six large scale specimens of steel beam-to-box column connections. One of the test specimens was the unreinforced connection using pre-Northridge details, and other test specimens were the reinforced connections using rib plates or wing plates. The unreinforced connection was failed by fracture in the heat affected zone (HAZ) of the beam bottom flange during 2.3% story drift angel cycle.In the present study the behavior of a moment resisting connection, shown in Figure 1, has been investigated. This type of connection is mainly fabricated on site similar to a welded flange plate (WFP), which is considered as a prequalified connection in accordance with FEMA [11].The shapes of the top and bottom flange plates are different due to the field construction of the connection at the site. The geometry of these plates is considered in a manner that site welding in a horizontal position is possible for connecting flange plates to beam and column. The WFP connections using rectangular and trapezoidal shapes of flange plates connecting to the H shape columns have already been tested [12,13]. Evaluation of Welded Flange Plate Connections between Steel Beams and Box ColumnsA special welding sequence should be followed to join the continuity plates to the box column plate. As shown in Figure 2, after groove welds are performed to join the continuity plates to three plates of box column, the fourth plate should cuts into three segments. As shown in Figure 2, first, middle segment put into the place and CJP groove welds of continuity plates to this segment will be done. Finally, three segments will weld to each other.This study analytically and experimentally investigates the behavior of the WFP connections. On the base of finite element results, an improved WFP connection was proposed. Then, two full-scale specimens with flange plate connections were tested using a standard connection prequalification test protocol. The results of the specimen's hysteretic behavior were obtained and compared to the...