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... 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 Fig. 1, has been investigated. This type of connection is mainly fabricated on 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. In this study, two full-scale specimens with welded flange plate connection were tested to evaluate ...
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... validated models were used to evaluate the PEEQ distribution in the test specimens. Fig. 10 presents the PEEQ contours in the finite element models BD53 and BD33. The key observations from Fig. 10 are 1) finite element models exhibited behavior as observed in the test specimens in the way of forming plastic hinge in the beam at the nose of flange plates, 2) The maximum PEEQ value of BD53 is substantially larger than that of ...
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... validated models were used to evaluate the PEEQ distribution in the test specimens. Fig. 10 presents the PEEQ contours in the finite element models BD53 and BD33. The key observations from Fig. 10 are 1) finite element models exhibited behavior as observed in the test specimens in the way of forming plastic hinge in the beam at the nose of flange plates, 2) The maximum PEEQ value of BD53 is substantially larger than that of BD33. This result indicates that a deeper beam results in a higher plastic strain at the plastic hinge region. ...
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In the current Eurocode 3-1-5 [10] for local buckling, the resistance curve used to represent the reduction factor of plated elements due to local failure is based on the so-called "Winter-curve", which was derived using a semi-empirical approach by George Winter in 1947. This design curve reproduces the mean reduction values achieved in the experi...
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Citations
... Maranian et al. [5] reviewed the research and testing carried out on these connections for the SAC Joint Venture and suggested that the WFP connection should not be classified as prequalified method in FEMA 350 for special moment frames. Deylami et al [6] presented analytical and experimental study on the cyclic behavior of these connections between a steel beam and a welded box column by evaluating the effect of beam depth on the seismic response of flange plate connection. Their test results indicated that a deeper beam can lead to a greater potential for fracture in the groove weld joining the beam web to the beam flange at the plastic hinge region. ...
... Welded flange plate connections are also popular in Iran while its configuration and fabricating processes are different from those of FEMA350 which can cause different behavior. According to the tenth code of Iranian national building regulations [15], WFP connections are allowed to be used only in intermediate moment frames, but in the studies conducted presented in [6][7][8]13],WFP connections achieved the AISC seismic provision requirements for special moment frames, as well. Considering these conflicts, in this study, we attempted to examine the usability of WFP connections in special and intermediate moment frames. ...
This paper presents a numerical study on the behavior of connection between steel I-beam and H-column when are affected by cyclic loading. The connection used the flange plates to connect the beam flanges to the column flange. They were welded to the top and bottom flange plates and created a welded flange plate (WFP) connection. Specimens were six models of WFP connections with different beam geometry and flange plate sizes which were modeled and their cyclic behavior were investigated using finite element analysis in ABAQUS program. Three of them were reinforced by a vertical triangular top and bottom rib plates, and others remained unreinforced. The results showed that reinforcement with a vertical triangular rib plate attached to the top and bottom flange plates can improve cyclic behavior of WFP connections. By using a rib plate, the equivalent plastic strain was increased and showed better plastic hinge formation compared to those with no vertical rib plate. Those models with IPB beam sections had the best cyclic behavior compared to those with IPE beam sections and satisfied the acceptance criteria of AISC seismic provisions for intermediate and special moment frames. We concluded that those WFP connections which did not satisfy the criteria of AISC seismic provisions for special moment frames, can be upgraded by a vertical triangular rib plate in order to be used in special moment frames.
