Standardized flexible end plate connections for steel beams

1985 ◽  
Vol 12 (4) ◽  
pp. 745-766 ◽  
Author(s):  
Gary J. Kriviak ◽  
D. J. Laurie Kennedy
Keyword(s):  
Computer Program ◽  
Empirical Relationship ◽  
Shear Capacity ◽  
Vertical Shear ◽  
Bottom Flange ◽  
Limit States ◽  
Interactive Computer Program ◽  
End Plate ◽  
Plate Connections ◽  
The Moment

A flexible end plate connection consists of a plate fastened to both sides of the web of a beam by fillet welds. Bolted field connections are used. The connection should transmit vertical shear and allow beam end rotations to occur without the development of significant moments. It is common practice to evaluate the shear capacity of these connections neglecting the presence of secondary forces, which can develop when the connection rotates.Existing analytical models of the moment–rotation behaviour correlate well with test results. These models consider both the flexural and membrane response of the connection in the upper tensile zone and use an empirical relationship to predict the force developed in the lower compression zone. In some tests undesirable impairment of connection flexiblity occurred when the bottom flange of the beam contacted the support.A limit states design model has been developed, which better predicts the moment–rotation characteristics of the connection and which also predicts the reduced vertical shear capacity of the connection due to secondary forces. Consideration of the secondary forces results in connections being designed with more consistent safety levels.An interactive computer program has been developed to design flexible end plate connections using this model. The program is attached to a data file containing the geometric properties of all standard steel flexural shapes available in North America. By specifying any of these shapes along with the desired material properties, loading conditions, connection geometry, and associated connection component costs, a designer can use the program to rapidly prepare customized connection designs or design tables. Key words: beams, connection, end plate, flexible, interactive computer program, joints, limit states design method, plastic deformation, shear strength, steel structures, structural analysis, structural design.

The rotational behaviour of clipped end plate connections

1988 ◽  
Vol 15 (1) ◽  
pp. 117-126 ◽  
Author(s):  
Karl Van Dalen ◽  
John MacIntyre
Keyword(s):  
Rotational Behaviour ◽  
Limit States ◽  
Modified Model ◽  
End Plate ◽  
Rotation Capacity ◽  
Plate Connections ◽  
The Moment ◽  
Rotation Behaviour ◽  
Key Words Beams ◽  
Good Agreement

The rotational behaviour of clipped end plate connections was studied by subjecting nine clipped and three conventional or “unclipped” specimens with varying connection geometry to combined shear and moment and obtaining the corresponding moment–rotation characteristics. It was found that the clipped end plate connections in this investigation had more than adequate rotation capacity to permit an interior beam connected to a supporting member by this type of connection to achieve its full plastic moment, provided the length-to-depth ratio of the beam does not exceed 20. For the range of rotations that would be experienced by clipped end plate connections in a practical structure, a model originally developed to predict the moment–rotation behaviour of conventional shear end plate connections was modified so as to be applicable to clipped end plate connections. Good agreement was obtained between the test values and those predicted by the modified model. No adverse effect on the rotational behaviour of the connections was observed to result from the asymmetry caused by clipping the end plate. Key words: beams, bolts, columns, connections, fillet welds, limit states design, moment, rotation, shear tests, steel construction.

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 Investigation of Retrofitted Extended End-Plate Connections

2013 ◽  
Vol 284-287 ◽  
pp. 1330-1333
Author(s):  
Poi Ngian Shek ◽  
M.Md. Tahir ◽  
Cher Siang Tan ◽  
Arizu Sulaiman
Keyword(s):  
Experimental Tests ◽  
Horizontal Shear ◽  
Initial Stiffness ◽  
Component Method ◽  
End Plate ◽  
Theoretical Predictions ◽  
Extended End Plate ◽  
Plate Connections ◽  
The Moment ◽  
Plate Connection

A series of retrofitted extended end-plate connections have been tested experimentally and evaluated using the component method specified in Eurocode 3. The component method decomposed the end-plate connection into several components, including the tension zone, compression zone, vertical and horizontal shear zone that occurred at the bolt, end-plate, beam and column. Based on the theoretical model, the moment resistance and the initial stiffness of a connection can be predicted. Four experimental tests on the retrofitted extended end-plate connections have been conducted to verify the proposed design method. From the experiment tests, all moment resistance of the connections showed good agreement with theoretical predictions, which establish a reliable foundation to predict the moment resistance of the retrofitted end-plate connection. All initial stiffnesses calculated from theoretical predictions do not represent the actual behaviour of tested connection. All tested connections can be classified as partial strength based on EC 3: Part 1.8, in condition the welding capacity is at least 50% higher than the capacity calculated from the component method.

scholarly journals FINITE ELEMENT ANALYSIS OF PUNCHING SHEAR-UNBALANCED MOMENT INTERACTIONS AT EDGE COLUMN-FLAT PLATE CONNECTIONS

2021 ◽  
pp. 1-10
Author(s):  
I Ketut Sudarsana ◽  
I Gede Gegiranang Wiryadi ◽  
I Gede Adi Susila
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Flat Plate ◽  
Free Edge ◽  
Shear Capacity ◽  
Punching Shear ◽  
Element Analysis ◽  
Concrete Damage ◽  
Plate Connections ◽  
The Moment

The unbalance moments at the edge connections of flat plate structures induced by lateral forces (i.e. an earthquake) may not always act in parallel directions of the building axes. Most research studied the unbalanced moments in one direction, a few of them in biaxial directions, and none of them in incline directions. This paper presents the results of a nonlinear finite element analysis on punching shear capacity at edge column-slab connections subjected to three directions of the unbalanced moments namely perpendicular, incline 45°, and parallel to the slab free edge in combination with the shear force. A 3-D numerical analysis of ten isolated edge column-plate connections was conducted by applying an appropriate element size, mesh, and calibrated material parameters of the concrete damage plasticity (CDP) model in ABAQUS. the connections were subjected to ten variations of the moment to shear (M/V) ratios. The results show that the punching shear capacity decreases exponentially for the unbalanced moment acting perpendicular and parallel to the slab free edge, and linearly for unbalanced moment incline 45° as the increase in M/V ratio. The M-V interaction at the edge connections depends on the unbalanced moment directions which are slightly different from the ACI 318 code.

scholarly journals Numerical model of beem-to-column joint finite stifness

Vestnik MGSU ◽  
2019 ◽  
pp. 179-187
Author(s):  
Ruslan I. Bagautdinov ◽  
Zaur S. Daurov ◽  
Yuriy P. Komarov ◽  
Nikolaiy N. Mostovskiy
Keyword(s):  
Numerical Modeling ◽  
Design Procedure ◽  
Steel Structures ◽  
End Plate ◽  
Seat Angle ◽  
Secant Stiffness ◽  
Extended End Plate ◽  
Plate Connections ◽  
The Moment ◽  
Steel Joints

Introduction. One of the greatest accents in the steel structures researches is the optimization of the design model. It is possible to reduce the cost of steel structures, optimize moment distribution and dynamic characteristics of the frame using the finite secant stiffness, which can be obtained by the described in the paper numerical modeling method. There are a lot of perspectives for the engineer in the field of numerical modeling. Most of them are possible to implement in the design procedure nowadays, but it is important to develop methods and standards for numerical modeling, in order to obtain convenient tools and reliable results. In order to study this issue in more depth, the “moment - turn” curve was studied, maximum stress values were determined, and rigidity and strength characteristics were prepared for each type of joint for structural analysis. Materials and methods. In the program Ansys was modelling three types of steel joints: end-plate connections, double web-angle connections and top and seat angle connections. Results. For three types of joints was obtained ultimate moment, location of destruction and moment-rotation curve. For extended end-plate connections was comparison of the obtained curve with experimental data. Conclusions. Three types of steel joints were modeled in the paper. The numerical modeling results show good correlation with the experimental ones. The data about the behavior of the joints were extracted and analyzed. As result, “moment-angle of rotation” curves were obtained. Finite secant stiffness of the joints for considering steel structures was obtained in the analysis. The resulting finite secant stiffness can be used in the steel frames design procedure.

A Trilinear Model for M - θ Curves of Semi-Rigid End-Plate Connections

2013 ◽  
Vol 651 ◽  
pp. 143-147 ◽  
Author(s):  
Tao Wang ◽  
Zhan Wang ◽  
Jun Jie Feng
Keyword(s):  
Calculation Method ◽  
Ease Of Use ◽  
Actual Structure ◽  
End Plate ◽  
Trilinear Model ◽  
Rigid Connection ◽  
Plate Connections ◽  
The Moment ◽  
Simplified Calculation ◽  
Relationship Of

The moment behavior of beam-column connections should be considered in advanced steel space frame analysis. A trilinear model and calculation method were presented. Based on the comparison with the FEM results, it has been proved that the M-θ relationship of semi-rigid end-plate connections can be accurately estimated by this simplified calculation method and satisfy the requirement of structural design. This calculation method is simple and ease of use, it benefits application of this kind of joint in actual structure engineering and provides the basis and reference for design of the semi-rigid connection.

scholarly journals Initial rotational stiffness of minor-axis flush end-plate connections

2018 ◽  
Vol 10 (1) ◽  
pp. 168781401774539
Author(s):  
Jianrong Pan ◽  
Shizhe Chen ◽  
Zhan Wang ◽  
Hui Lu
Keyword(s):  
Finite Element ◽  
Minor Axis ◽  
Bottom Flange ◽  
Rotational Stiffness ◽  
Bending Deformation ◽  
End Plate ◽  
Out Of Plane ◽  
Plane Bending ◽  
Plate Connections ◽  
Plate Connection

The semi-rigid performance of minor-axis connections is important in the study of overall framework. Experiments were conducted on minor-axis flush end-plate connections under a monotonic load. Numerical simulations were carried out using the finite-element package ABAQUS and compared with the experimental results. The initial rotational stiffness of the connection was calculated using the equivalent T-stub in tension and EC3 component method, and the calculated veracity is discussed. The results show that under the action of a negative bending moment, the failure modes of the minor-axis flush end-plate connection are the out-of-plane bending deformation of the end-plate, local buckling of the bottom flange of the beam, and bending deformation of the bolts. The minor-axis flush end-plate connection is a typical semi-rigid connection. However, the deformations of the flush end-plate could not be accurately calculated using the equivalent T-stub in the tension of EC3 methods. The initial rotational stiffness calculated using the method was much larger than that obtained using the experiment and finite-element analysis. The equivalent simulation is not appropriate if the out-of-plane bending stiffness of the flush end-plate is not obtained accurately.

A study on composite end-plate connections with flexible tensile reinforcements and shear connectors

2010 ◽  
Vol 37 (11) ◽  
pp. 1437-1450 ◽  
Author(s):  
Aaron J. Wang
Keyword(s):  
Element Model ◽  
Structural Behaviour ◽  
Flexural Members ◽  
Shear Connectors ◽  
End Plate ◽  
Dimensional Finite Element ◽  
Ductile Shear ◽  
Plate Connections ◽  
The Moment

A comprehensive parametric study is presented in this paper, which examines numerically the structural behaviour of composite end-plate connections with different material properties and geometrical configurations adopting a two-dimensional finite element model. The study is closely related to the determination of the moment capacities of composite structural flexural members that are partially continuous at the supports. Both ductile and non-ductile shear connectors are covered to investigate the effect of flexibility of the shear connectors on the overall structural behaviour of composite end-plate connections. Moreover, the effect of the elongation limits of tensile reinforcement is also studied. It is concluded that steel beam sizes have significant effects on the structural behaviour of composite end-plate connections with non-ductile shear connectors or the tensile reinforcement with normal ductility.

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