Cover-Plate and Flange-Plate Steel Moment-Resisting Connections

Kim, T.; Whittaker, Andrew S.; Gilani, Amir S. J.; Bertero, Vitelmo V.; Takhirov, Shakhzod

doi:10.1061/(asce)0733-9445(2002)128:4(474)

Cited by 67 publications

(47 citation statements)

References 2 publications

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“…To compare between the behavior of the different configurations analyzed in this research, a rupture index was used and computed for different cases; this same methodology and approach was used by others [13,[15][16][17][18]. The rupture index (RI) is defined as:…”

Section: Rupture Indexmentioning

confidence: 99%

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Evaluation of Welded Flange Plate Connections Between Steel Beams and Box Columns

Gholami¹,

Tehranizadeh²,

Deylami³

2013

Volume 9 Number 1

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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...

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Section: Rupture Indexmentioning

confidence: 99%

“…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]. …”

mentioning

confidence: 99%

Evaluation of Welded Flange Plate Connections Between Steel Beams and Box Columns

Gholami¹,

Tehranizadeh²,

Deylami³

2013

Volume 9 Number 1

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“…Therefore, like several studies reported in the literature (Kim et al, 2000;Ricles et al, 2003;Fell et al, 2010), the equivalent plastic strain has been used in this study for detection of potential points of ductile crack initiation. The equivalent plastic strain is the second invariant of the plastic strain tensor and is named PEEQ in the ABAQUS software.…”

Section: Procedures Of Simulation Of Crack Initiationmentioning

confidence: 94%

Reinforcing fillet welds preventing cracks in partial joint penetration welds

Ajaei

Ghassemieh

2015

Int J Steel Struct

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In this paper, effectiveness of reinforcing fillet welds in preventing cracking in roots of partial joint penetration welds is investigated. The method used for this investigation includes finite element modeling and a micromechanical model of crack initiation. Base plate connections of three wide flange sections with various fillet weld dimensions are modeled. A novel method is proposed for idealization of the partial penetration weld geometry. The accuracy of the finite element model and the cracking initiation prediction method are verified based on test results. It is observed that, for each column section, utilizing fillet welds larger than a certain size shifts the crack initiation location from the partial penetration weld root to the column flange, which delays cracking considerably. The aforementioned minimum size of the reinforcing fillet welds depends mainly on thickness of the column flange, and also on the depth of the cross section.

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“…Since the 1994 Northridge earthquake caused early brittle fractures in the welded parts of moment connections. However, SAC Joint Venture has conducted experiments and research on moment connections (Kim et al, 2002). As such, it was observed that inelastic behavior in a moment connection was classified into: A yielding fracture in the welding area and reduced strength.…”

Section: Existing Analytical Modelsmentioning

confidence: 99%

“…Thus, various American engineering institutions conducted experimental research on the behavior of steel moment connection and developing analytical modeling techniques and new design methods (Kim et al, 2002).…”

Section: Introductionmentioning

confidence: 99%

Seismic Response Evaluation of Moment Resistant Frame with Built-Up Column Section

Ebrahimi¹

2010

American Journal of Engineering and Applied Sciences

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Problem statement: Moment Resisting Frame (MRF) is widely used as lateral resisting systems when sufficient ductility and deformability are to be met. Response of these structures is strictly dependent upon behavior of their joints, whereas the analysis of steel moment resisting frames generally has been performed without considering the accurate connection behavior. Approach: In this study Finite Element (FE) models had been developed to obtain the moment-rotation relations of theoretically fixed connection types which were widely utilized in Iran. Using moment-rotation relation obtained from FE analysis, 2D global structural model of MR buildings were developed afterwards to evaluate the behavior of the structures globally. Nonlinear static and dynamic analyses were carried out subsequently to investigate the structural behavior of MRFs having built-up column sections. Results: The results proved considerable effects of beam column connection behavior on nonlinear response of structures. Conclusion/Recommendations: It was recommended to consider the effects of connection properties in analysis and design of the MRF.

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Cover-Plate and Flange-Plate Steel Moment-Resisting Connections

Cited by 67 publications

References 2 publications

Evaluation of Welded Flange Plate Connections Between Steel Beams and Box Columns

Evaluation of Welded Flange Plate Connections Between Steel Beams and Box Columns

Reinforcing fillet welds preventing cracks in partial joint penetration welds

Seismic Response Evaluation of Moment Resistant Frame with Built-Up Column Section

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