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Journal articles on the topic 'End plate connection'

Author: Grafiati

Published: 3 June 2025

Last updated: 31 July 2025

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1

Hu, Jong Wan, and Jun Hyuk Ahn. "New Bolted End-Plate Connection Design." Advanced Materials Research 1025-1026 (September 2014): 878–84. http://dx.doi.org/10.4028/www.scientific.net/amr.1025-1026.878.

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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-pla

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2

Dalen, Karl Van, and Mark Van Dalen. "An experimental study of end plate shear connections." Canadian Journal of Civil Engineering 18, no. 5 (1991): 818–29. http://dx.doi.org/10.1139/l91-099.

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The shear behaviour of both conventional end plate connections and clipped end plate connections, in which the upper corner of the end plate was removed, was examined in a laboratory investigation of 29 full-scale test specimens. The study included connections of varying geometry, bolt diameter, and end plate depth. The majority of the connections failed in one of two modes: a failure of the bolt group component or a web-tear failure. For connections failing through the bolt group, the ratio of the shear capacity of the clipped connection to that of the conventional connection is the ratio of

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3

De'nan, Fatimah, Nor Salwani Hashim, and Nurul Ain Abd Wahab. "Optimizing Structural Connections: Finite Element Analysis of Extended End Plates and Bolt Dynamics." Electronic Journal of Structural Engineering 25, no. 2 (2025): 1–8. https://doi.org/10.56748/ejse.24665.

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This study analyzed the connection using finite element (FE) simulations and nonlinear analysis to determine its moment resistance and mode of failure. In this work, FEA (finite element analysis) is employed to analyze the triangular web profiled (TRIWP) steel section as a beam element and extended end plate connection. The connection model has been developed with different thicknesses of extended end plate, beam flange, and beam web, and these parameters were analyzed to determine the relationship between all three cases with the failure connections and moment-rotation curve. Furthermore, the

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4

Adey, B. T., G. Y. Grondin, and J. JR Cheng. "Cyclic loading of end plate moment connections." Canadian Journal of Civil Engineering 27, no. 4 (2000): 683–701. http://dx.doi.org/10.1139/l99-080.

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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

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5

Zhang, Shao Qin, and Lei Wu. "Numerical Analysis of the Influence of the Padding-Plate on the Extended End-Plate Connection." Applied Mechanics and Materials 578-579 (July 2014): 505–8. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.505.

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In the present paper, we investigate the effect of a padding-plate on the behavior of extended end-plate semi-rigid connections. The numerical simulations were carried out for a standard extended end-plate connection joint without padding-plate and two connection joints with 4mm and 6mm thick padding-plates. The existing experimental results verified the validity of the numerical model. The numerical results have shown that a thin padding-plate will more or less decline the carrying load capacity of the connection joint but greatly improve the connect ductility. Filling a thin padding-plate in

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6

Kriviak, Gary J., and D. J. Laurie Kennedy. "Standardized flexible end plate connections for steel beams." Canadian Journal of Civil Engineering 12, no. 4 (1985): 745–66. http://dx.doi.org/10.1139/l85-089.

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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

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7

Suswanto, Budi, Fikri Ghifari, Yuyun Tajunnisa, and Data Iranata. "Retrofitting Bolted Flange Plate (BFP) Connections Using Haunches and Extended End-Plates." Civil Engineering Journal 10, no. 8 (2024): 2450–70. http://dx.doi.org/10.28991/cej-2024-010-08-03.

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In Indonesia, one of the most common forms of connection is the Bolted Flange Plate (BFP) moment connection. Nevertheless, their current setups do not satisfy the strict requirements outlined in AISC 358-22. Therefore, this study uses advanced sub-assemblage numerical modeling simulations using ANSYS software to propose a novel way to integrate a half WF extended end-plate connection and trapezoidal haunch in order to fortify BFP moment connections, which does not meet the requirement required by AISC 358-22. Methodologically, the research entails comprehensive modeling and analysis of the pro

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8

Shek, Poi Ngian, M. Md Tahir, Cher Siang Tan, and Arizu Sulaiman. "Experimental Investigation of Retrofitted Extended End-Plate Connections." Applied Mechanics and Materials 284-287 (January 2013): 1330–33. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1330.

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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 propose

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9

Pan, Jianrong, Shizhe Chen, Zhan Wang, and Hui Lu. "Initial rotational stiffness of minor-axis flush end-plate connections." Advances in Mechanical Engineering 10, no. 1 (2018): 168781401774539. http://dx.doi.org/10.1177/1687814017745397.

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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

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10

Panjaitan, Arief, Purwandy Hasibuan, Rudiansyah Putra, Mochammad Afifuddin, Muhammad Fauzi, and Muhammad Haiqal. "Flexural strength of end-plate connection with several different bolt arrangements." Journal of Physics: Conference Series 2916, no. 1 (2024): 012019. https://doi.org/10.1088/1742-6596/2916/1/012019.

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Abstract An end-plate connection is one of the common connections implemented in beam-column joints. This connection used a combination of bolts and welds as the connectors, so it is also specified as a semi-rigid connection. In general, the end-plate connection is applied to withstand the bending moment and to enhance its bending capacity, the connection area of the end-plate is generally enlarged. So far, the studies carried out to obtain the contribution of bolt arrangements to flexural strength are very limited, so maximum flexural capacity has not yet been optimally achieved. This researc

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11

Huang, Zhaohui. "A connection element for modelling end-plate connections in fire." Journal of Constructional Steel Research 67, no. 5 (2011): 841–53. http://dx.doi.org/10.1016/j.jcsr.2010.12.009.

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12

Kukreti, A. R., T. M. Murray, and A. Abolmaali. "End-plate connection moment-rotation relationship." Journal of Constructional Steel Research 8 (January 1987): 137–57. http://dx.doi.org/10.1016/0143-974x(87)90057-5.

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13

Shi, Gang, Hao Fan, Yong Jiu Shi, and Yuan Qing Wang. "Finite Element Analysis of High-Type Large Capacity End-Plate Connections." Applied Mechanics and Materials 71-78 (July 2011): 3673–79. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3673.

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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 influen

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14

Dalen, Karl Van, and John MacIntyre. "The rotational behaviour of clipped end plate connections." Canadian Journal of Civil Engineering 15, no. 1 (1988): 117–26. http://dx.doi.org/10.1139/l88-013.

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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 rotati

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15

Curtis, Larry E., and Thomas M. Murray. "Column Flange Strength at Moment End-Plate Connections." Engineering Journal 26, no. 2 (1989): 41–50. http://dx.doi.org/10.62913/engj.v26i2.519.

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Current American Institute of Steel Construction (AISC) design recommendations for moment end plate connections are basically limited to the end-plate, bolts, and the compression region of the column side of the connection (AISC). Although specific design procedures for column flange strength at the tension regions of the connection have not been included in AISC design manuals, much research on this topic has been conducted in Europe and the United States. The purpose of this paper is to present design recommendations for required column flange strength at the tension region of the moment end

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16

Mäkinen, Jari, Keijo Fränti, Matti Korhonen, Joshua Fillion, and Markku Heinisuo. "End-Plate Connections in Bi-Axial Bending - Measurements." Key Engineering Materials 710 (September 2016): 275–80. http://dx.doi.org/10.4028/www.scientific.net/kem.710.275.

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In this paper we consider the measurements of bolted end-plate connections of tubular beams with cold-formed hollow rectangular aluminium sections. The motivation for these measurements originates from the fact that the aluminium standard (EN 1999-1-1) [1] does not cover the design of this very frequently used type of connection, where the bolts are located outside the edge-lines of the cross-section, i.e. corner bolts. Many tests and studies regarding this area have been conducted, but this paper brings value to the case where bi-axial bending is applied. The measurements have been carried ou

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17

Luo, Liang, Maohua Du, Jian Yuan, Jun Shi, Suhui Yu, and Yi Zhang. "Parametric Analysis and Stiffness Investigation of Extended End-Plate Connection." Materials 13, no. 22 (2020): 5133. http://dx.doi.org/10.3390/ma13225133.

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Extended end-plate (EP) bolted connections are widely used in steel structures as moment-resisting connections. Most of these connections are semi-rigid or in other words flexible. The paper aims to study the behavior of such connections under the effect of column top-side cyclic loading using the finite element (FE) method. For semi-rigid connections, it is very vital to determine the moment-rotation relationship as well as the connection stiffness. These beam-column connections have been parametrically studied, the effect of joint type, shear forces, diameter of bolt, thickness of end-plate,

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18

Ostrowski, Krzysztof, Jan Łaguna, and Aleksander Kozłowski. "Verification of prying effect in prestressed end-plate connection." Budownictwo i Architektura 12, no. 2 (2013): 251–58. http://dx.doi.org/10.35784/bud-arch.2148.

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End-plate connections are very often used is steelwork, as tension and bending connections. As a result of deflection of end plate, additional forces, known as prying forces arise and consequently increase stresses in bolts. Eurocode 1993-1-8 do not distinguish end-plate connections prestressed by high strength bolts from non-prestressed. The aim of the paper is to perform the comparison of previous analytical models and code regulations for coefficient of prying forces to the experimental tests and modelling by finite element method. Results of the analysis show that the behaviour of prestres

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19

A.H. Salem, E.Y. Sayed-Ahmed, A.A. Elserwi, and R.S. Aziz. "Behaviour and Design of Steel I-Beam to Column End Plate Bolted Connections Based on Experimental and Numerical Investigations." Electronic Journal of Structural Engineering 20 (June 1, 2020): 83–101. http://dx.doi.org/10.56748/ejse.20250.

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Steel Beam to column rigid connections are required to transfer forces and moments. I-beam are commonly connected to columns using bolted end plates rigid connections, which are mainly subjected to bending moment and shear force. Behaviour of these connections have been extensively investigated. How-ever, besides being complicated, current methods of estimating bolt forces and plate thickness of the connec-tions do not consider the interaction between the bolt elongation and the plate deformation. An experimental investigation is performed on rigid beam to column bolted connections with flushe

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20

Ma, Hong Wei, and Michael C. H. Yam. "Experimental Study on a Beam-to-Column Connection Using Shape Memory Alloy." Advanced Materials Research 374-377 (October 2011): 2176–79. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2176.

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For ductile beam-to-column connectiosn in steel frame, beam local buckling is difficult and very costly to repair in any post-disaster reconstruction. Shape memory alloys (SMAs) in their austenite states have the ability to recover their original shape after experiencing large deformations. Steel connections retrofitted using SMAs can be endowed with intelligent characteristics. This paper investigates extended end-plate connections using long shank SMA bolts. The SMA connection is designed using a new methodology of avoiding beam local buckling and adopting the strong end-plate. The connectio

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21

Ioan, Birdean Calin, Cernescu Anghel, and Faur Nicolae. "Design Method for End-Plate Bolted Connections." IOP Conference Series: Materials Science and Engineering 1203, no. 2 (2021): 022062. http://dx.doi.org/10.1088/1757-899x/1203/2/022062.

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Abstract The design of buildings envelopes is more elaborate than it has ever been. Starting from the design method of nodal space frames made of one layer of structure and covered in glass, this paper presents e new type of end-plate beam to beam connection. Specific to this is the fact that both end-plates are welded inside of the tubes, having a minimum gap between them of 2 mm. This will reduce considerably the in-surface and welding-induced end plates tolerances which appear at classical end-plate connections. Through the pre-tensioning of the bolts, a continuous contact surface is assure

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22

Mourad, S., R. M. Korol, and A. Ghobarah. "Design of extended end-plate connections for hollow section columns." Canadian Journal of Civil Engineering 23, no. 1 (1996): 277–86. http://dx.doi.org/10.1139/l96-029.

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Extended end-plate connections have been widely used in moment-resisting steel frames with W-shape columns, due to their sufficient stiffness and moment capacity. In addition, such connections are easy to install and permit good quality control. Extended end-plate connections can also be employed in moment-resisting frames with hollow structural section columns by using high strength blind bolts. These bolts have been developed for installation from one side only where the rear side of the connection is inaccessible. In this study, a quantitative procedure for detailing and designing beam exte

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23

Gjukaj, Anita, Fidan Salihu, Ali Muriqi, and Petar Cvetanovski. "Numerical Behavior of Extended End-Plate Bolted Connection under Monotonic Loading." HighTech and Innovation Journal 4, no. 2 (2023): 294–308. http://dx.doi.org/10.28991/hij-2023-04-02-04.

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Extended end-plate connections, which act as joints providing resistance against moments between beams and columns, are commonly categorized as semi-rigid or partial-strength connections. The reason for their extensive application in steel frame constructions lies in their straightforward design, their ability to be reproduced easily, and the convenience they offer in the fabrication process. This research used the ABAQUS FE software to construct a three-dimensional finite element model (FEM) with the main objective of exploring how different geometric parameters impact the behavior of the ext

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Yang, Rongqian, and Xuejun Zhou. "Analysis of the Mechanical Behavior of Bolted Beam-Column Connections with Different Structural Forms." Advances in Civil Engineering 2019 (March 3, 2019): 1–11. http://dx.doi.org/10.1155/2019/1967253.

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In order to study the mechanical behavior of bolted beam-column connections, the accuracy and applicability of the finite element model were firstly validated according to the published experiments on end-plate connections using ABAQUS. Then, in order to discuss the mechanical behavior of connections, three semirigid connections which are convenient for prefabricated construction, including top-and-seat angle connections with web and ear plate, extended end-plate connection, and T-stub connection, were examined using numerical simulation analysis to study and compare their capacity, hysteretic

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25

Ramadan, T., and A. Ghobarah. "Behaviour of bolted link-column joints in eccentrically braced frames." Canadian Journal of Civil Engineering 22, no. 4 (1995): 745–54. http://dx.doi.org/10.1139/l95-085.

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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

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26

Ma, Hong Wei, and Chong Du Cho. "Application of Superelasticity of SMAs in Bolted End-Plate Connection." Key Engineering Materials 353-358 (September 2007): 3039–42. http://dx.doi.org/10.4028/www.scientific.net/kem.353-358.3039.

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Superelastic shape memory alloys (SMAs) can experience large strains up to 8~10% and restore residual strains just by removing the stress. By employing this unique characteristic of SMAs, a new beam-to-column connection is presented in this paper. The proposed SMA connection consists of an extended end-plate, eight long shank Nitinol SMA bolts, beam flange ribs, beam web stiffeners and continuity steel plates for reinforcing column flanges. In order to predict the behavior of SMA connection, 3-D solid finite element models are set up in ANSYS. The numerical results indicate that the local buck

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27

Zhao, Jian Li. "Model of the Initial Stiffness in Extended End-Plate Connection." Applied Mechanics and Materials 321-324 (June 2013): 1766–69. http://dx.doi.org/10.4028/www.scientific.net/amm.321-324.1766.

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Extend end-plat bolted connections are widely used in steel frames. The rotational stiffness has great influence on steel frame stiffness and deformation. The decrease of the frame lateral stiffness, due to connection rotational deformability, leads to the increase of the period of vibration and the frame sensitivity to second-order effects. This thesis divides the end plate into several parts equivalent to different Timoshenkos beams to determine their contribution to rotational stiffness of the connection. Then stiffness of all parts and bolts is given, and then the component method is used

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28

Shaheen, Mohamed A., Mohamed Ahmed Galal, Lee S. Cunningham, and Andrew S. J. Foster. "New Technique to Improve the Ductility of Steel Beam to Column Bolted Connections: A Numerical Investigation." CivilEng 2, no. 4 (2021): 929–42. http://dx.doi.org/10.3390/civileng2040050.

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A novel method to improve the robustness of steel end plate connections is presented in this paper. Existing commonly adopted techniques alter the stiffness of the beam or the end plate to improve the connection’s robustness. In this study, the robustness is enhanced by improving the contribution of the bolts to the rotational capacity of connections; the higher the bolts’ elongation, the higher the rotational capacity that can be achieved. However, the brittleness of the bolt material, combined with its small length, results in negligible elongation. Alternatively, the load path between the e

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29

Suciu, Mircea, Raluca Nerișanu, and Delia Drăgan. "Behaviour Analysis of a Cross-Girder to Tie-Girder Connection at a Road Bridge Structure." Ovidius University Annals of Constanta - Series Civil Engineering 22, no. 1 (2020): 33–40. http://dx.doi.org/10.2478/ouacsce-2020-0004.

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Abstract This paper presents several theoretical issues regarding the behaviour and calculus of the connections made with end plates and bolts, including the cover plate for the tensile stress flange. An example for calculating the hybrid connection solution is also provided, when end plates are joined together with bolts and an additional cover plate over the joint area, at the elongated flange of the girder, a solution applied for a bridge for which the feasibility study was performed.

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30

Shek, Poi Ngian, M. Md Tahir, Cher Siang Tan, and Ahmad Beng Hong Kueh. "Experimental Investigation of End-Plate Connection with Cruciform Column Section." Advanced Materials Research 250-253 (May 2011): 3730–33. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.3730.

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This paper presents an experimental investigation on typical end-plate connection with reduced beam-to-end plate welding, connected to cruciform column (CCUB) section. The study aims to reduce the cost of fabrication and materials. Two tests were conducted to study the behavior of the proposed connections and evaluate the failure modes, moment resistance, initial stiffness and rotational capacity of the connections. The experimental results indicated that the failure mechanisms for the tested specimens begin with the end-plate yielding followed by bolt slippage that was limited to the tension

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31

Lee. "Evaluation of the Energy Dissipation Capacity of an Unstiffened Extended End-plate Connection." Journal of Korean Society of Steel Construction 27, no. 2 (2015): 243. http://dx.doi.org/10.7781/kjoss.2015.27.2.243.

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Sheet, Ikhlas S., and Umarani Gunasekaran. "Seismic Performance of Moment End-Plate Connections to CFT Column under Cyclic Loading." Advanced Materials Research 680 (April 2013): 205–10. http://dx.doi.org/10.4028/www.scientific.net/amr.680.205.

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An experimental program under cyclic load is performed on two half-scale interior moment end-plate connections to concrete filled tubular (CFT) columns. Flat and curved stiffened extended end-plates were welded to the steel beams in the shop, and bolted on the site to the square and circular CFT column tubes respectively, using steel rods passing through the column. The experimental results demonstrated that both circular and rectangular end-plate connections showed similar performance in a ductile manner and the stiffener elements were effective to form the plastic hinges away from the weldin

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Liu, Hong Wei, and Jun Li. "Initial Stiffness Analysis of Steel Portal Frame End-Plate Connections Based on Finite Element Method." Advanced Materials Research 446-449 (January 2012): 867–70. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.867.

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Steel portal frame is easy to build,but the connection styles of end-plate have greater influence on the structure. In this paper, The formula about initial stiffness of end-plate connections has been given.The essay uses ANSYS to analyze the initial stiffness of end-plate connections. Several factors have also been analyzed about the stiffness.The conclusion is that the form of end-plate, thickness, bolt diameter all affect the structural deflections.But these reasons couldn’t change the integral moment of the structure.

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Konin, D. V., A. R. Olurombi, and N. A. Tuvaev. "EXPERIMENTAL INVESTIGATION OF END-PLATE 4-WAY BEAMS TO COLUMN CONNECTION." STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS 313, no. 2 (2024): 63–71. http://dx.doi.org/10.37538/0039-2383.2024.2.63.71.

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The paper considers the 4-way end-plate I-beams to the I-column connections. Сonsidered joints do not have additional members such as stiffeners and haunches. Numerical models of such «lightweight» end-plate connections are analyzed and the results of experimental studies are presented. It was found that the end-plates adjacent to the column wall have a reinforcing effect, the deformability and stiffness of the 4-way end-plate joints were evaluated, and the need to take into account the real stiffness of such joints in analysis of building frame was noted.

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35

Eom, Tae-Sung, Seung-Ree Cho, and Jong-Jin Lim. "Behavior of end plate connection for steel angles." Engineering Structures 252 (February 2022): 113714. http://dx.doi.org/10.1016/j.engstruct.2021.113714.

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36

Chasten, Cameron P., Le‐Wu Lu, and George C. Driscoll. "Prying and Shear in End‐Plate Connection Design." Journal of Structural Engineering 118, no. 5 (1992): 1295–311. http://dx.doi.org/10.1061/(asce)0733-9445(1992)118:5(1295).

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37

Cao, Xian Lei, Tao Zhang, and Cui Ling Ma. "Research on the End-Plate Thickness of Extended End-Plate Connection in Plastic Hinge Theory." Key Engineering Materials 467-469 (February 2011): 1170–74. http://dx.doi.org/10.4028/www.scientific.net/kem.467-469.1170.

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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 s

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Haghollahi, Abbas, and Reza Jannesar. "Cyclic Behavior of Bolted Extended End-Plate Moment Connections with Different Sizes of End Plate and Bolt Stiffened by a Rib Plate." Civil Engineering Journal 4, no. 1 (2018): 200. http://dx.doi.org/10.28991/cej-030979.

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This paper presents a numerical study on the behavior of prequalified Bolted Extended End Plate (BEEP) moment connections when are affected by cyclic loading. Specimens were six four-bolt extended end-plate connections consist of H-shaped columns and I-shaped beams with different geometry as well as different end-plate size and bolt diameter; three of them were stiffened by a triangular rib plate welded to the top and bottom of the beam flanges, and others remained unstiffened. They were modeled in ABAQUS software and their cyclic behavior was evaluated using finite element analysis. Responses

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Moestopo, M., D. Kusumastuti, and S. Wibowo. "Numerical Study on Connections of Replaceable Shear Link with Inserted Pins." IOP Conference Series: Earth and Environmental Science 1065, no. 1 (2022): 012040. http://dx.doi.org/10.1088/1755-1315/1065/1/012040.

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Abstract The link end plate of replaceable shear link in eccentrically braced frames has been modified with the ‘inserted-pins’ to ensure the high seismic performance and to reduce the number of bolts in its slip-critical connections. The maximum shear force in the connection is resisted by the pins, while the bolts resist the bending moment at the link-ends. Numerical work has been conducted using a non-linear ABAQUS program to study the deformation as well as the stress distribution of the shear-link and its connection elements: end plates, bolts, pins, and beam-outside the link. The results

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Li, Shufeng, Qingning Li, Haotian Jiang, Hao Zhang, and Lizhong Zhang. "Experimental Research on Seismic Performance of a New-Type of R/C Beam-Column Joints with End Plates." Shock and Vibration 2017 (2017): 1–11. http://dx.doi.org/10.1155/2017/3823469.

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This paper presents a new-type of fabricated beam-column connections with end plates. The joint details are as follows: the concrete beams are connected to column by end plates and six high strength long bolts passing through the core area. In addition, in order to increase the stiffness and shear strength, stirrups are replaced by the steel plate hoop in the core zone. To examine the fail behavior of the fabricated beam-column connection specimens, a quasi-static test is conducted for nine full-scale models to obtain the hysteresis curves, skeleton curves, ductility, energy dissipation capaci

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Li, Xiao, Jun Peng Li, and Bin Li. "Performance Analysis of Reinforced Dog-Bone Connection in Steel Frame." Applied Mechanics and Materials 501-504 (January 2014): 782–86. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.782.

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Based on the concept of strong connection and weak member, mechanical behaviors of the new reinforced dog-bone connections are compared. To new reinforced dog-bone connections, weakening flange at a certain distance away from the beam end and increasing weld area in the beam end. This improved connection can make the plastic hinge be far from the beam-column connection with stronger bearing capacity and better ductility. A nonlinear finite element analysis of the three forms of connections such as dog-bone connection, cover-plate reinforced dog-bone connection, and flange reinforced dog-bone c

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Hsiao, J. Kent, Janice J. Chambers, and William J. Schultz. "Stress Singularity Effect on Beam Flanges in Moment Connections." Advances in Structural Engineering 8, no. 2 (2005): 143–56. http://dx.doi.org/10.1260/1369433054038010.

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The ductility capacity of the directly welded flange connection was found to be insufficient after the 1994 Northridge earthquake. The Enlarged End Section (EES) connection which considers the stress singularity effect on beam flanges can be utilized as a means to improve the performance of welded moment connections. The corner of a steel plate contains stress singularities (unbounded stresses) when the corner is bounded by free-free edges and when the angle of the corner is larger than 180°. Also, the corner of a steel plate contains stress singularities when the corner is bounded by fixed-fr

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Willibald, S., J. A. Packer, and G. Martinez-Saucedo. "Behaviour of gusset plate connections to ends of round and elliptical hollow structural section members." Canadian Journal of Civil Engineering 33, no. 4 (2006): 373–83. http://dx.doi.org/10.1139/l05-052.

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Gusset plate connections to the ends of hollow structural section (HSS) members are regularly used in steel-framed buildings and roof trusses. Recent research on this connection type has indicated that current design recommendations for preventing tensile failure induced by shear lag may be overly conservative. This paper presents an experimental study on 13 gusset plate end connections to circular and elliptical HSS members under quasi-static tension and compression loadings. Current design proposals found in research studies and in design guides and specifications are compared with the exper

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Ekhlasi, Farzan, Hamid Saberi, and Vahid Saberi. "Evaluation of Cycle Performance of End-Plate Bolt Connections Based on Connection parameters." International Journal of Innovations in Engineering and Science 5, no. 8 (2020): 23. http://dx.doi.org/10.46335/ijies.2020.5.8.4.

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Xu, Ling, and Shuai Liu. "Study on the End-Plate and Angle of Semi-Rigid Connection in the Steel Frame of Beam-Column." Applied Mechanics and Materials 94-96 (September 2011): 872–76. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.872.

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Based on the investigation of end plate and angle of semi-rigid connection in the steel frame of beam-column, an analysis of two connection type damage phenomenons, stiffness, bearing capacity and ductility, and then with the experimental results concluded above, the similarity and differences between the two semi-rigid connections can be extensively discussed. And with that， it can naturally be concluded that the end-plate connection is a good load capacity and ductility properties of semi-rigid connection type. These for, the conclusion can provide test basis for the ideal steel structure se

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Birdean, Calin-Ioan, Ioan Both, Ioan Mărginean, and Anghel Cernescu. "Understanding In-Line Connections Behavior from Experimental and Numerical Analyses on Rectangular and Circular Hollow Section Elements." Mathematics 11, no. 15 (2023): 3416. http://dx.doi.org/10.3390/math11153416.

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Depending on the connection type, especially semi-rigid connections, the analyses of building structures offer accurate results function of the rigidity and ductility. The present paper analyzes the in-line connection of rectangular and circular hollow sections, categorized as semi-rigid connections, suitable for an architectural design of invisible joints. For such connection the standards do not cover an explicit design method. Experimental bending tests were performed on rectangular and circular hollow sections having the end plate fixed inside the profile and bolted by four and one high-st

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Özkılıç, Yasin Onuralp. "A comparative study on yield line mechanisms for four bolted extended end-plated connection." Challenge Journal of Structural Mechanics 7, no. 2 (2021): 93. http://dx.doi.org/10.20528/cjsmec.2021.02.005.

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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 thick

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Ambiado, Eduardo, Alvaro Lopez, and Juan C. Vielma. "Numerical Evaluation of Prequalified End-Plate Connections Used in a Framed Steel Industrial Structure." Metals 11, no. 2 (2021): 243. http://dx.doi.org/10.3390/met11020243.

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The design of end-plate connections for steel structures is more loosely specified in Chilean regulations than in American regulations. Nevertheless, eight-bolt extended stiffened (8ES) end-plate connections have not derived benefit from extensive past research, and therefore, their normative recommendations are quite constraining. In this study, both the prequalification and qualification limits are evaluated, and the linear and nonlinear analyses of a connection from a case study focused on a typical industrial structure, characterized by its reduced dimensions, are carried out. For the desi

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Sun, G., L. I. Mironova, and Ch Liu. "Bending rigidity of bolt end-plate connections of joint beam to column." Building and Reconstruction 1, no. 1 (2025): 26–39. https://doi.org/10.33979/2073-7416-2025-117-1-26-39.

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The end-plate connections are most often used as a connection of beam to column and between beams that perceive a moment. Taking into account the difference in the strength of the end plate and the strength of high-strength bolts, which will lead to three different types of failure mechanisms, it is necessary to study the strength and stiffness of such joints using the component method. The most important parameters in this method are the calculated width of the bearing elements for bending and the stiffness coefficient. Determining the ratio of the strength of the connection elements to the f

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Widyaningrum, Putri Ayu, and Sekar Mentari. "DESIGN OF STEEL STRUCTURE ELEMENTARY SCHOOL BUILDING SDN 05 PAGI IN CIBUBUR." Journal of Development and Integrated Engineering 2, no. 2 (2022): 91–98. http://dx.doi.org/10.17509/jodie.v2i2.59562.

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Abstract—The compressive strength of concrete can be used to increase the strength of steel beams, especially in the positive moment region. From the composite action that occurs it is expected to reduce the size of the steel profile to be used. This thesis compiles a plan using Composite Steel Beams and End Plate Connections, using the SAP2000v23 program for static calculations, and calculation of beam and column dimensions as well as connection and base plate planning. To analyze the dimensions of the required WF Steel Profiles for Columns, Composite Beams, beam-column connections, main beam

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