Numerical Study of Panel Zone in a Moment Connection without Continuity Plates

2020 ◽  
pp. 1-19 ◽  
Author(s):  
Alireza Rezaeian ◽  
Ebrahim Jahanbakhti ◽  
Nader Fanaie
Keyword(s):  
Numerical Study ◽  
Panel Zone ◽  
Moment Connection ◽  
Continuity Plates

scholarly journals Cyclic Performance of End-Plate Biaxial Moment Connection with HSS Columns

Metals ◽  
2020 ◽  
Vol 10 (11) ◽  
pp. 1556
Author(s):  
Eduardo Nuñez ◽  
Roberto Lichtemberg ◽  
Ricardo Herrera
Keyword(s):  
Seismic Performance ◽  
Failure Modes ◽  
Numerical Study ◽  
Ductile Failure ◽  
Dissipated Energy ◽  
Moment Frames ◽  
End Plate ◽  
Panel Zone ◽  
Moment Connection ◽  
Hollow Structural Section

This paper presents a numerical study on the seismic performance of end-plate moment connection between I-beam to HSS (hollow structural section) column stiffened by outer diaphragms (EP-HSS). In previous experimental research, this moment connection showed a satisfactory performance according to requirements established in Seismic provisions. However, one type of joint was studied and bidirectional and axial loads were not considered. In this since, several configurations representative of 2D interior joints and 3D interior and exterior joints in a steel building were modeled and subjected to unidirectional or bidirectional cyclic displacements according to protocol in seismic provisions. Firstly, a similar joint configuration was calibrated from experimental data, obtaining an acceptable adjustment. The assessment of seismic performance was based on hysteretic curves, failure mechanisms, stiffness, dissipated energy, and equivalent damping. The results obtained showed a ductile failure modes for 2D and 3D joint configurations with EP-HSS moment connection. The axial load has no significant effect on the moment connection. However, it affects the column strength due to the increase of the stresses in the column wall. Compared with 2D joints, 3D joints reached higher deformations even when a similar number of beams is used. The external diaphragms to the column panel zone provided rigidity in the joints and no degradation of slope for each loop in load/reload segment for elastic loop; therefore, curves without pinching were observed. All inelastic deformation is concentrated mainly in the beams. A moment resistance above 80% of the capacity of the beam at a drift of 4% is achieved in all joints. From the results reached, the use of EP-HSS moment connection with hollow structural section columns is a reliable alternative in seismic zones when steel moment frames are employed.

Experimental Investigation of Reduced Beam Section Moment Connections without Continuity Plates

2004 ◽  
Vol 20 (4) ◽  
pp. 1185-1209 ◽  
Author(s):  
Chris P. Pantelides ◽  
Yasuteru Okahashi ◽  
Lawrence D. Reaveley
Keyword(s):  
Steel Buildings ◽  
Moment Frames ◽  
Moment Connections ◽  
Steel Moment Frame ◽  
Reduced Beam Section ◽  
Panel Zone ◽  
Moment Connection ◽  
Beam Section ◽  
Rbs Connections ◽  
Continuity Plates

The AISC 2002 Seismic Provisions for Structural Steel Buildings recommend that usage and sizing of beam flange continuity plates across the column web shall be based on tests. The Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings ( FEMA-350) state that unless project-specific testing is performed to demonstrate that continuity plates are not required, moment-resisting connections should be provided with continuity plates when the thickness of the column flange is below a minimum value. One of the preferred moment connections for seismic-resistant steel frames is the reduced beam section (RBS) moment connection, which has performed well under cyclic loads in laboratory testing. To demonstrate the effectiveness of the RBS moment connection without continuity plates in the panel zone, a series of four full-scale tests of exterior beam-column connections was carried out. All materials were A572 Grade 50 steel; the beams were W30×132, two of the assemblies used W14×283 columns, and the other two used W18×211 columns. The beams were welded to the columns using complete joint-penetration welds. All four tests demonstrated that the RBS connections without continuity plates developed a total interstory drift angle greater than 0.04 radians and met the requirements for special moment frames.

Numerical Study on Energy Dissipation and Hysteretic Behavior of Plate-Reinforced Connections

2011 ◽  
Vol 94-96 ◽  
pp. 668-673
Author(s):  
Yan Wang ◽  
Li Ya Zhang ◽  
Shuang Feng ◽  
Xiang Gao
Keyword(s):  
Energy Dissipation ◽  
Numerical Study ◽  
Plastic Hinge ◽  
Hysteretic Behavior ◽  
Cover Plate ◽  
Finite Element Software ◽  
Panel Zone ◽  
Beam Depth ◽  
Flange Thickness ◽  
Reinforced Plate

14 models of plate-reinforced connections are analyzed by finite element software ANSYS. Failure mode, hysteretic behavior, ductility and energy dissipation capacity are comparatively studied. Results show that plastic hinge formed at the end of the reinforced plate, hysteretic cruves are full and the connections have good ductility. With the increase in length and thickness of the reinforced plate, bearing capacity increases while hysteretic behavior and ductility factor decrease. If the reinforced plate is longer than the length that design requires, brittle failure occurs in the panel zone. The recommended length of the reinforced plate is defined as 0.5-0.8 times of beam depth, the thickness of flange-plate is 1.2-1.4 times of flange thickness and the thickness of cover-plate is 0.7-1.2 times of flange thickness.

scholarly journals Reinforcement of steel beam-to-double column moment connection using side plates

2021 ◽  
Vol 1 (1) ◽  
Author(s):  
Yousef Zandi ◽  
Afram Keivani
Keyword(s):  
Three Dimensional ◽  
Nonlinear Behavior ◽  
Steel Structures ◽  
Cover Plate ◽  
Moment Frames ◽  
Side Plate ◽  
Panel Zone ◽  
Moment Connection ◽  
The Common ◽  
Three Dimensional Finite Element

One of the disadvantages of conventional steel structures in Iran is the common way of I-shaped beam to double column fixed connection that do not perform well against seismic loads. This article uses the side plate to modify and optimize the connection. Using this new geometry, the beam-to-column direct connection is eliminated, and there is no longer any concern about the brittle fracture of penetration weld of the beam-to-column connection and the weakness of panel zone that occur in the common fixed connections. In addition, by eliminating the direct transfer of beam flange force to the double column connection plate, the problem of deformation, complexity or buckling of the cover plate of the column is spontaneously removed. In this paper, in order to investigate the nonlinear behavior of beam-to-double column connection system, a number of three-dimensional finite element models under the effect of cyclic loading have been analyzed. The results show that the beam-to-double column connection using the side plates has good strength and ductility and can be used in special moment frames for seismic areas.

I-beam to square hollow column blind bolted moment connection: Experimental and numerical study

2018 ◽  
Vol 148 ◽  
pp. 383-398 ◽  
Author(s):  
Mahmood Md. Tahir ◽  
Hossein Mohammadhosseini ◽  
Shek Poi Ngian ◽  
Mahmud Kori Effendi
Keyword(s):  
Numerical Study ◽  
Moment Connection

scholarly journals Cyclic Behavior of Hollow Section Beam–Column Moment Connection: Experimental and Numerical Study

Metals ◽  
2020 ◽  
Vol 10 (12) ◽  
pp. 1608
Author(s):  
Eduardo Nuñez ◽  
Nwar Boainy ◽  
Freddy González ◽  
Ronald Torres ◽  
Ricardo Picón ◽  
...  
Keyword(s):  
Numerical Model ◽  
Large Scale ◽  
Numerical Study ◽  
Local Buckling ◽  
Cyclic Behavior ◽  
Steel Buildings ◽  
Moment Connections ◽  
Hollow Section ◽  
Moment Connection ◽  
Ductile Behavior

Steel buildings with tubular columns showed a satisfactory performance during the Honshu (2011) earthquake, unlike steel buildings in the 1994 Northridge and 1995 Kobe earthquakes, where welded moment connections showed damage in their joints. In this research, a lateral joint using a hollow structural section (HSS)-beam and HSS-column subjected to cyclic displacement was performed. Three large-scale specimens were tested and a numerical model was calibrated, reaching a good adjustment. Later, several configurations of beams and columns were evaluated using finite element (FE) models from the numerical model previously calibrated. A flexural resistance higher 0.80 Mp at 0.04 [rad] was obtained for all cases studied. The ductility factor in the 3 specimens was lower than 2.5, therefore a non-ductile behavior was controlled in the connection. This aspect is very important although a 0.8 Mp at 0.04 [rad] was achieved. Finally, the typical welded moment connection can be improved using the bolted moment connection, which allows the concentration of inelastic incursion in the beam compared with the welded solution. However, a non-ductile behavior derived from local buckling in flanges of a tubular beam can affect the seismic performance.

scholarly journals Numerical Study on Cyclic Response of End-Plate Biaxial Moment Connection in Box Columns

Metals ◽  
2020 ◽  
Vol 10 (4) ◽  
pp. 523 ◽  
Author(s):  
Marco Gallegos ◽  
Eduardo Nuñez ◽  
Ricardo Herrera
Keyword(s):  
Failure Mechanism ◽  
Axial Load ◽  
Numerical Study ◽  
Seismic Action ◽  
Moment Frames ◽  
Cyclic Response ◽  
Tubular Columns ◽  
Moment Connection ◽  
Endplate Connection ◽  
Box Columns

The 2008 Wenchuan-China earthquake showed the importance of considering the bidirectional seismic action as a cause of failure in column hinge mechanisms. Subsequently, the large 2011 Tohoku-Japan earthquake revealed that Special Moment Frames buildings, made of tubular columns (Hollow Structural Section or Built-up Box Section) and rigid connections with I-beams, did not suffer serious damage. However, only the ConXtech® ConXL™ moment connection has been prequalified according to the (American Institute of Construction) AISC Seismic Provisions for use with tubular columns and the rest of connections do not consider biaxial resistance. The research reported herein investigated the cyclic response of box-columns joints, connected to I beams using the four-bolt extended endplate connection, subjected to bidirectional bending and axial load on the column. To conduct the study, complex nonlinear finite element models (FEMs) of several I beam to box column joint configurations were constructed and analyzed under cyclic loading using the ANSYS software. The results reveal that the failure is concentrated in the beams of all joint configurations except for the columns with axial load equal to 75% of the column capacity, where a combined failure mechanism is achieved. The energy dissipation capacity of joints with a greater number of beams is lower than joints with fewer beams. The bidirectional effect of the seismic action and the level of axial load must be considered to avoid the formation of a column-hinge fragile failure mechanism also the behavior exhibited by 3D joints is more realistic than 2D joints according to real structures.

scholarly journals Numerical Investigation of Blast Performance of Plate-Reinforced Moment-Resisting Connection Using Large Concrete Filled Tubular Section

2020 ◽  
Vol 10 (11) ◽  
pp. 3700
Author(s):  
Jinwon Shin ◽  
Seong-Hoon Hwang ◽  
Jinkyu Kim
Keyword(s):  
Finite Element ◽  
Failure Modes ◽  
Numerical Study ◽  
Blast Resistance ◽  
Finite Element Code ◽  
Moment Connection ◽  
Moment Resisting ◽  
Cft Column ◽  
Improvised Explosive ◽  
Blast Performance

This paper presents a numerical study to investigate the blast performance of a plate-reinforced moment-resisting connection using a large concrete filled tubular (CFT) column with dimensions of 1000 × 1000 mm and a thickness of 40 mm. A steel H-section with dimensions of 700 × 300 × 13 × 24 mm is used for beam. The plate-reinforced large CFT connection is analyzed numerically using a finite element code to evaluate its blast resistance. The methodology of modeling the connection is validated based on a past experimental study and verified using an alternate finite element code. Five improvised explosive devices (IED) are considered as blast loadings. The blast resistance of the proposed connection against the IED attacks is investigated based on the design criteria specified in the U.S. government document, UFC 3-340-02, and in comparison to that of a widely used through-diaphragm moment connection. Local failure modes in the vicinity of the connections are also examined. Recommendation is provided for design practice.

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