Joint behavior and design procedure of a through plate connection for steel beam to hollow or concrete‐filled tubular columns

2020 ◽  
Vol 29 (7) ◽  
Author(s):  
Mohammad Mehdi Ahmadi ◽  
Seyed Rasoul Mirghaderi
Keyword(s):  
Design Procedure ◽  
Steel Beam ◽  
Tubular Columns ◽  
Plate Connection ◽  
Joint Behavior

Structural Behaviour of Blind Bolted Connection to Concrete-Filled Steel Tubular Columns

2010 ◽  
Vol 163-167 ◽  
pp. 591-595
Author(s):  
Jing Feng Wang ◽  
Xin Yi Chen ◽  
Lin Hai Han
Keyword(s):  
Analysis Model ◽  
Bolted Connections ◽  
Structural Behaviour ◽  
Tubular Columns ◽  
End Plate ◽  
Moment Resisting ◽  
Strength And Stiffness ◽  
Plate Connections ◽  
The Moment ◽  
Plate Connection

This paper studies structural behaviour of the blind bolted connections to concrete-filled steel tubular columns by a serial of experimental programs, which conducted involving eight sub-assemblages of cruciform beam-to-column joints subjected to monotonic loading and cyclic loading. The moment-rotation hysteretic relationships and failure models of the end plate connections have been measured and analyzed. A simplified analysis model for the blind bolted connections is proposed based on the component method. It is concluded that the blind bolted end plate connection has reasonable strength and stiffness, whilst the rotation capacity of the connection satisfies the ductility requirements for earthquake-resistance in most aseismic regions. This typed joint has excellent seismic performance, so it can be used in the moment-resisting composite frame.

New Bolted End-Plate Connection Design

2014 ◽  
Vol 1025-1026 ◽  
pp. 878-884
Author(s):  
Jong Wan Hu ◽  
Jun Hyuk Ahn
Keyword(s):  
Design Procedure ◽  
High Strength ◽  
Limit States ◽  
Moment Connections ◽  
End Plate ◽  
Plastic Strength ◽  
Plate Connections ◽  
Plate Connection ◽  
Connection Design

This paper is principally performed to survey end-plate connection are described in the next part based on ideal limit states. The determination of end-plate based on the full plastic strength of the steel beam in accordance with 2001 AISC-LRFD manual and AISC/ANSI 358-05 Specifications. The bolted connections considered herein were performed to include the end-plate component of moment connections. This study is intended to investigate economic design for end-plate connections. In addition, the proposed end-plate model is evaluated by comparing the required factored bolt strength. The end-plates using 8 high strength bolts with wider gages demonstrated this design. The equations belonging to the step-by-step design procedure are described based on complete proving of design. Finally, new design methodology is applied to end-plate connections suggested in this study.

Experimental Study on Strength of Connections to Concrete Filled Tubular in Fire

2011 ◽  
Vol 299-300 ◽  
pp. 743-746
Author(s):  
Hong Jun Sun ◽  
Li Hong Zhao
Keyword(s):  
Experimental Study ◽  
Fire Protection ◽  
Failure Modes ◽  
Steel Beams ◽  
Steel Beam ◽  
Catenary Action ◽  
Tubular Columns ◽  
In Fire ◽  
Sufficient Strength ◽  
Very High

Concrete filled tubular columns are widely used all over the world, due to their significant advantages, including attractive appearance, structural efficiency, reduced column footing, fast construction and high fire resistance without external fire protection. An experimental study has been carried out on the performance of joints between steel beams and concrete filled tubular columns in simple construction under fire conditions. The failure modes of the test specimens were always in the joint regions. Therefore, if the joints are appropriately designed and protected so that they possess sufficient strength, it is possible for the steel beam to develop catenary action and survive very high temperatures even without fire protection.

Simple design procedure for concrete filled steel tubular columns in fire

2018 ◽  
Vol 155 ◽  
pp. 144-156 ◽  
Author(s):  
Kingsley U. Ukanwa ◽  
G. Charles Clifton ◽  
James B.P. Lim ◽  
Stephen J. Hicks ◽  
Umesh Sharma ◽  
...  
Keyword(s):  
Design Procedure ◽  
Simple Design ◽  
Tubular Columns ◽  
In Fire

Behaviour of bolted link-column joints in eccentrically braced frames

1995 ◽  
Vol 22 (4) ◽  
pp. 745-754 ◽  
Author(s):  
T. Ramadan ◽  
A. Ghobarah
Keyword(s):  
Shear Force ◽  
Design Procedure ◽  
Experimental Program ◽  
Braced Frames ◽  
Eccentrically Braced Frames ◽  
End Plate ◽  
Column Joint ◽  
Extended End Plate ◽  
Plate Connections ◽  
Plate Connection

Current seismic provisions require that shear links in eccentrically braced frames be fully welded to the column flanges at the link-column joint. Since field welding may have its disadvantages, the use of bolted extended end-plate connection is examined. An experimental program is conducted to assess the response of extended end-plate connections of link-column joints in eccentrically braced frames. Six link-column joint specimens are tested using a cyclic load that represents the severe load reversals that the frame may be subjected to during strong earthquakes. The specimens are selected on the basis of different connection designs. Measurements of forces, strains, and displacements are made. Interaction curves relating the shear force and moment acting on links with semirigid connections are developed. The slip tendency and energy dissipation capacity of the different specimens are compared. On the basis of the test results, a design procedure is developed for the bolted extended end-plate link-column connection. It is concluded that bolted extended end-plate connections can be used for link-column joints of eccentrically braced frames. In properly designed connections bolt slippage was not measured even at high shear forces that are characteristic of link-column joint. Existing guidelines for the design of extended end-plate link-column joints are modified to account for the variable shear force and moment associated with links of different lengths. Key words: steel, frame, eccentric, braced, bolted, end plate, link, connection.

Comparison of Simplified and Advanced Design of Steel Structures in Fire

2018 ◽  
Vol 1147 ◽  
pp. 24-29
Author(s):  
Jerneja Kolšek ◽  
Andrej Rebec
Keyword(s):  
Critical Temperature ◽  
Fire Resistance ◽  
Steel Structures ◽  
Steel Beam ◽  
Steel Girder ◽  
Structural Fire ◽  
Simplified Procedures ◽  
Plate Connection ◽  
In Fire ◽  
Structural Fire Resistance

This paper presents the possible deviations between “realistic” (performance-based) calculations of fire resistance of steel structures and corresponding calculations made by one of the often used simplified (prescriptive) procedures of EN 1993-1-2 i.e. the method of critical temperature (MCT). The comparison is done for a case of an assembly consisting of a steel beam and a steel girder connected to each other by a bolted fin-plate connection. For such structure the MCT method suggests that the structural fire resistance is 50 minutes. However, the realistic fire resistance calculated by an advanced performance-based procedure is evaluated to 44 minutes. Although the discrepancy between the results of both methods is not significant in the presented case, this finding implies that MCT can be on the unsafe side for some cases. More future debates and clarifications are therefore encouraged regarding the actual limits of the applicability of the simplified procedures.

Rigid framing connections for tubular columns

1977 ◽  
Vol 4 (2) ◽  
pp. 134-144 ◽  
Author(s):  
Y.-M. Giroux ◽  
A. Picard
Keyword(s):  
Brittle Fracture ◽  
Inelastic Deformation ◽  
Present Report ◽  
Design Procedure ◽  
Experimental Program ◽  
Tubular Columns ◽  
First Case ◽  
Flange Beams ◽  
Rigid Joints ◽  
Hollow Structural Sections

This paper presents the design and development of rigid framing connections between wide flange beams and tubular columns for the case where the beam flange is substantially narrower than the column face. The present report is a sequel to a previous paper dealing with a connection in which the beam flange and the column face are of equal width.In the connection proposed here the transfer of flange stress from the beam to the sides of the column is effected by means of coped strap angles while transfer of shear to the column face is done through welded double angles.The experimental program comprised 15 specimens, including 2 standard rigid joints introduced to give a comparison basis for the [Formula: see text] (moment–rotation) curves.The results indicate that, in the case of a beam flange narrower than the column face, both special attention to the geometrical design of the strap angles and provision of a web connection (not required in the first case) are necessary to ensure that brittle fracture will not take place in the strap angles. A connection is then obtained which can develop the plastic moment MP and sustain appreciable inelastic deformation and is therefore suitable for plastically-designed frames.The rigidity of the connection, slightly less than that of a standard joint to a wide flange column, makes it a 'nearly rigid' connection.Exploratory analysis of the effect of that relative loss of rigidity on the sway behaviour of multi-story frames shows that, while this influence should not be critical for frames of the height that would normally be possible with the currently-available hollow structural sections, it may be significant enough to warrant investigation of P-Δ effects.A design procedure is proposed in the Appendix.

Seismic Behavior of the Joints of Rectangular Steel Tubular Columns Filled with Steel-Reinforced Concrete and H-Shaped Steel Beam in Different Beam Strengths

2014 ◽  
Vol 578-579 ◽  
pp. 301-304
Author(s):  
Pi Yuan Xu ◽  
Shao Jie Zhu ◽  
Ya Feng Xu
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
Seismic Performance ◽  
Seismic Energy ◽  
Steel Beam ◽  
Restoring Force ◽  
Element Analysis ◽  
Steel Reinforced Concrete ◽  
Tubular Columns ◽  
Force Curves

In this paper, the finite element analysis software ABAQUS is used to study the seismic performance of the joints of rectangular steel tubular columns filled with steel-reinforced concrete and H-shaped steel beam in different beam strengths, which are under the same axial compression ratio of 0.2. By the finite element simulation, we can get the load-displacement curves and skeleton curves from the end of H-shaped steel beam. According to the curves and dates, the seismic performance of the joints is analyzed. The shape of each restoring force curves presents for full square spindle, reflecting that the beam-column structure can effectively absorb the seismic energy; with the enhancement of H-shaped steel beam’s strength, the ultimate bearing capacity of the structure is gradually increasing, however, the stiffness and overall stability of the components become worse by degrees; the change of ductility property about the joints is not obvious, showing good seismic performance.

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