A comparative study on yield line mechanisms for four bolted extended end-plated connection

2021 ◽  
Vol 7 (2) ◽  
pp. 93
Author(s):  
Yasin Onuralp Özkılıç
Keyword(s):  
Experimental Data ◽  
Numerical Analysis ◽  
Plate Thickness ◽  
Economic Feasibility ◽  
Moment Connections ◽  
Yield Line ◽  
End Plate ◽  
Moment Resisting ◽  
Plate Connections ◽  
Line Patterns

Extended end-plated connections are preferred in moment resisting frames due to their advantages such as no required in-situ welding, accurate fabrication and economic feasibility compared to flange welded moment connections. The capacity of the extended end-plated connections depends on bolt configurations, end-plate thickness, bolt diameter and their material properties excluding column part. The thickness of end-plate can be computed using yield line mechanisms. Different yield line patterns are available in the literature and some of these are adopted in seismic codes to estimate the thickness of end-plate. In this study, the accuracy of different yield line patterns is compared using collected experimental data and numerical analysis. A parametric numerical analysis was conducted utilizing the finite element tool, ABAQUS. The results of experimental data and parametric study were evaluated for both unstiffened and stiffened four bolted extended end-plated connections. The results revealed that the capacity of the end-plate connections significantly depends on the yield line mechanism. Therefore, selecting an accurate yield line mechanism is essential in order not to overestimate the thickness of the end-plate. More importantly is that these yield line mechanisms can be directly implemented to AISC 358 and Turkish Building Earthquake Code 2018 (TBEC-2018).

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.

scholarly journals Numerical testing of steel beam-to-column bolted extended end-plate connection with haunches

2019 ◽  
Vol 29 ◽  
pp. 02008
Author(s):  
Dominiq Jakab ◽  
Aurel Stratan ◽  
Dan Dubina
Keyword(s):  
Material Model ◽  
Tensile Tests ◽  
End Plate ◽  
Numerical Testing ◽  
Experimental Campaign ◽  
Moment Resisting ◽  
Extended End Plate ◽  
Plate Connections ◽  
Plate Connection ◽  
Steel Joints

During the European research project entitled EQUALJOINTS (European pre-Qualified steel JOINTS) [1], which recently concluded, the matter of providing a set of pre-qualification procedures for moment resisting beam-to-column connections which are currently used in Europe has been addressed. During the experimental campaign 24 specimens with bolted extended end-plate connections with haunches were tested. The current paper presents the numerical model which has been developed such that numerical testing may be performed to further investigate specific details. In what concerns the material, an isotropic material model has been calibrated and used based on tensile tests of coupons extracted from the specimens to model the actual plastic behaviour. Moreover, the imperfections of the beam have been taken into account using a bucking analysis to model as accurate as possible the specimens tested. The interaction between parts has been modelled using contacts with different interaction laws. The model used for the bolt has been calibrated such that the preloading and failure replicate the behaviour of the actual bolts used in the experiments.

Structural Fire Performance of Innovative Moment-Resisting Connection Joining Steel Beams to HSS Columns

2014 ◽  
Vol 5 (4) ◽  
pp. 331-352
Author(s):  
Osama Salem ◽  
George Hadjisophocleous ◽  
Ehab Zalok
Keyword(s):  
Large Scale ◽  
Plate Thickness ◽  
Steel Beams ◽  
Fire Performance ◽  
Structural Fire ◽  
End Plate ◽  
Moment Connection ◽  
Moment Resisting ◽  
Regular Configuration ◽  
Extended End Plate

In this paper, experimental results of the structural fire behaviour of four large-scale steel frame test assemblies are presented. Test assemblies were made of HSS beams and columns connected together using an innovative extended end-plate moment connection configuration. Two different parameters were investigated, the connection end plate thickness and the degree of beam axial restraint. The fire performance of this beam-to-column configuration was compared to the behaviour of a commonly-used connection configuration with similar parameters and fire testing conditions. The newly-developed connection configuration behaved in a more flexible manner at elevated temperature than the regular configuration. In addition to improved constructability and pleasant appearance, the new connection configuration exhibits greater moment-carrying capacity and enhanced fire resistance characteristics.

Finite Element Analysis of High-Type Large Capacity End-Plate Connections

2011 ◽  
Vol 71-78 ◽  
pp. 3673-3679
Author(s):  
Gang Shi ◽  
Hao Fan ◽  
Yong Jiu Shi ◽  
Yuan Qing Wang
Keyword(s):  
Finite Element ◽  
Shear Force ◽  
Plate Thickness ◽  
Tension Force ◽  
Initial Stiffness ◽  
Static Behavior ◽  
Large Capacity ◽  
High Type ◽  
End Plate ◽  
Plate Connections

Compared to the traditional configurations, beam-column end-plate connections with two bolt rows located at the external side of the beam tension flange, i.e. high-type large capacity end-plate connections, could stand greater loading. However, seldom research on the static behavior of high-type end-plate connections has been done in China while specification in America has provided corresponding design approaches. In this paper, detailed verified finite element model will be employed to analyze the static behavior of 7 high-type end-plate connections with different configurations. The influence of parameters such as end-plate thickness, bolt layout, end-plate configuration and stiffener geometry has been investigated. The simulation results demonstrate that (1) when the maximum transferred tension force by a single bolt reaches 0.8P, the tension force of the bolts does not satisfy the assumption of linear distribution but depends on the boundary conditions of the bolts; (2) the shear force in the connection is transferred by the contact surface of the end plate and the shear force directly transferred by the bolts is tiny and extremely uneven; (3) considering the effect of the connection configurations, whether the end plate at the compression side is extended or not has little effect on the static behavior of the connection but the geometry of the end-plate stiffener and the distance from the bolt axis to the beam web have great contribution to the initial stiffness of the connection; (4) at ultimate state even the bolts located near the beam axis have significant contribution to the loading capacity of the connection. Then, a model of the bolt transferred tension force distribution has been proposed. What’s more, based on the observation of the stress contour of the tension part of the end plate, a yield line model has been proposed. All these results are important to propose a design approach for the high-type end-plate connection. Introduction

scholarly journals Analysis of the Behaviour of Semi Rigid Steel End Plate Connections

2018 ◽  
Vol 149 ◽  
pp. 02058
Author(s):  
A. Bahaz ◽  
S. Amara ◽  
J.P. Jaspart ◽  
J.F. Demonceau
Keyword(s):  
Finite Element ◽  
Plate Thickness ◽  
Three Dimensional ◽  
Element Model ◽  
Rotational Behaviour ◽  
Building Structures ◽  
Element Analysis ◽  
End Plate ◽  
Plate Connections ◽  
Three Dimensional Finite Element

The analysis of steel-framed building structures with full strength beam to column joints is quite standard nowadays. Buildings utilizing such framing systems are widely used in design practice. However, there is a growing recognition of significant benefits in designing joints as partial strength/semi-rigid. The design of joints within this partial strength/semi-rigid approach is becoming more and more popular. This requires the knowledge of the full nonlinear moment-rotation behaviour of the joint, which is also a design parameter. The rotational behaviour of steel semi rigid connections can be studied using the finite element method for the following three reasons: i) such models are inexpensive; ii) they allow the understanding of local effects, which are difficult to measure accurately physically, and iii) they can be used to generate extensive parametric studies. This paper presents a three-dimensional finite element model using ABAQUS software in order to identify the effect of different parameters on the behaviour of semi rigid steel beam to column end plate connections. Contact and sliding between different elements, bolt pretension and geometric and material non-linearity are included in this model. A parametric study is conducted using a model of two end-plate configurations: flush and extended end plates. The studied parameters were as follows: bolts type, end plate thickness and column web stiffener. Then, the model was calibrated and validated with experimental results taken from the literature and with the model proposed by Eurocode3. The procedure for determining the moment–rotation curve using finite element analysis is also given together with a brief explanation of how the design moment resistance and the initial rotational stiffness of the joint are obtained.

Cyclic loading of end plate moment connections

2000 ◽  
Vol 27 (4) ◽  
pp. 683-701 ◽  
Author(s):  
B T Adey ◽  
G Y Grondin ◽  
J JR Cheng
Keyword(s):  
Cyclic Loading ◽  
Arc Welding ◽  
Plate Thickness ◽  
Welding Process ◽  
Design Parameters ◽  
Prediction Equations ◽  
Moment Connections ◽  
End Plate ◽  
Extended End Plate ◽  
Arc Welding Process

An experimental investigation of 15 cyclically loaded extended end plate connections was undertaken to assess the significance of some design parameters. The parameters investigated were beam size, bolt layout, end plate thickness, use of extension stiffeners, welding process, and weld preparation. Eleven of the 15 full-scale test specimens were designed to confine failure to the end plate and four were designed to develop the plastic moment capacity of the beam. Of the beam sizes tested (W360×51, W460×97, and W610×125) the W460×97 beam connections provided the most ductility. The relaxed bolt configuration provided more energy dissipation and connection ductility. The use of extension stiffeners improved the ability of the end plates to dissipate energy and increased the connection rotation at yield. An increase in end plate thickness results in an increase in the connection flexural strength. No significant difference in behaviour was observed between the connections fabricated using the shielded metal arc welding process and those fabricated using the flux-cored arc welding process. Bolt bending and loss of preload were observed in all the test specimens. End plate thickness prediction equations proposed by various researchers were evaluated by comparing predicted plate thickness with plate thickness used for the test specimens. New prediction equations that use yield lines in close agreement with those observed in the test specimens are proposed. The proposed prediction equations are able to predict the thickness of the end plate to within 13%. The proposed prediction equations are applicable to stiffened and unstiffened end plate moment connections with various bolt layouts. Extended end plate moment connections showed good potential for use in seismic zones.Key words: cyclic loading, energy absorption, extended end plates, moment connections, steel, yield line.

Research on the End-Plate Thickness of Extended End-Plate Connection in Plastic Hinge Theory

2011 ◽  
Vol 467-469 ◽  
pp. 1170-1174
Author(s):  
Xian Lei Cao ◽  
Tao Zhang ◽  
Cui Ling Ma
Keyword(s):  
Design Process ◽  
Plastic Hinge ◽  
Plate Thickness ◽  
Steel Frames ◽  
End Plate ◽  
Extended End Plate ◽  
Plate Connections ◽  
Plate Connection ◽  
Small Deformations ◽  
Plastic Theory

The extended end-plate connections widely used in steel frames, at home and abroad，many countries have given varieties of different methods to determine end-plate thickness. This paper, uses the plastic theory to analyze the end-plate thickness of the figure 7.2.9a in CECS 102：2002 specification, adopts small deformations of geometric relations and the equal principle of work both inside and outside, the prying force issue is considered according to whether deformation bolts do work, and finally discuss the design process of the end-plate thickness. Contrasting present norms, this method can significantly reduce end-plate thickness.

scholarly journals Error Analysis Method of Geometrically Incomplete Similarity of End-Plate Connection Based on Linear Regression

2020 ◽  
Vol 10 (14) ◽  
pp. 4812 ◽  
Author(s):  
Dongzhuo Zhao ◽  
Zhan Wang ◽  
Jianrong Pan ◽  
Peng Wang
Keyword(s):  
Linear Regression ◽  
Similarity Theory ◽  
Linear Regression Analysis ◽  
Plate Thickness ◽  
Steel Structure ◽  
Geometric Similarity ◽  
End Plate ◽  
Incomplete Similarity ◽  
Plate Connections ◽  
Plate Connection

Due to the limitations of processing errors, test conditions and other factors, geometric similarity errors in scale tests of steel structure joints are difficult to avoid, but the research on this error is little known. Based on the similarity theory and the basic idea of the component method, this paper deduces the similar macro conditions of beam–column end-plate connections and derives the main influencing factors of geometric similarity of these types of structures. Aiming at the factor of the thickness of the end-plate, the formation mechanism of the geometrically incomplete similarity error of this type of node was studied. Through the establishment of accurate finite element models for parameterized analysis, the influence of end plate thickness on incomplete similarity error is analyzed. Based on this model and linear regression analysis methods, the prediction formulas of geometric incomplete similarity errors of beam–column end-plate connections have been established, which can significantly reduce similar errors due to end plate thickness. This article aims to propose a method for simulating the distribution of incompletely similar errors and provide a reference for the research of similar problems.

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