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Thematische Bibliographien / Slotted-in steel plate connections / Zeitschriftenartikel

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Zeitschriftenartikel zum Thema „Slotted-in steel plate connections“

Autor: Grafiati

Veröffentlicht am 25. Juni 2021

Zuletzt aktualisiert am 1. Februar 2022

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1

Cui, Zhaoyan, Liuhui Tu, Ming Xu, Zhongfan Chen, and Qingfeng Xu. "Experimental Investigation on the Load-Carrying Capacity of Steel-to-Laminated Bamboo Dowel Connection I: Single Fastener with Slotted-In Steel Plate under Tension." Advances in Civil Engineering 2021 (February 16, 2021): 1–10. http://dx.doi.org/10.1155/2021/6683589.

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The dowel-type connection is widely applied in timber and bamboo structures. It is ambiguous regarding the calculation method of engineered bamboo connections completely referred to the timber design codes. The steel-to-laminated bamboo dowel connections with slotted-in steel plate tests were conducted to investigate the mechanical performance under tension based on the ASTM-D5652-15. The effects of the thickness, dowel diameter, and end distance on the yield load, ultimate load, initial stiffness, and ductility of the connections were studied. The difference in the yield load for different en

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2

Shekhorkina, Svitlana, Alexander Kesariisky, Mykola Makhinko, Tetiana Nikiforova, and Oleksandr Savytskyi. "Experimental Investigation and FEM Modeling of Glued Timber Connections with Slotted-In Steel Plates." Slovak Journal of Civil Engineering 27, no. 4 (2019): 18–23. http://dx.doi.org/10.2478/sjce-2019-0027.

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Abstract The study is focused on the mechanical behavior and finite element method (FEM) modeling of glued timber dowel connections with slotted-in steel plates. Standard tests accompanied by a physical optics investigation method were used in order to obtain information about the mechanical properties and stress-strain behavior of glued timber dowel connections with slotted-in steel plates. As such a methodology provides information on the stress-strain state over the surface of a connection, it was used as a verification criterion for a 3D finite-element model. Small-scale glued timber dowel

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3

Girhammar, Ulf Arne, and Bo Källsner. "Tests and Analyses of Slotted-In Steel-Plate Connections in Composite Timber Shear Wall Panels." Advances in Civil Engineering 2017 (2017): 1–20. http://dx.doi.org/10.1155/2017/7259014.

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The authors present an experimental and analytical study of slotted-in connections for joining walls in the Masonite flexible building (MFB) system. These connections are used for splicing wall elements and for tying down uplifting forces and resisting horizontal shear forces in stabilizing walls. The connection plates are inserted in a perimeter slot in the PlyBoard™ panel (a composite laminated wood panel) and fixed mechanically with screw fasteners. The load-bearing capacity of the slotted-in connection is determined experimentally and derived analytically for different failure modes. The t

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4

Fan, Xin Hai, Sheng Dong Zhang, and Wen Jun Qu. "Load-Carrying Behaviour of Dowel-Type Timber Connections with Multiple Slotted-in Steel Plates." Applied Mechanics and Materials 94-96 (September 2011): 43–47. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.43.

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The multiple-shear dowel connection with slotted-in steel plates is one of the most efficient joints for large cross section timber structures. Experiments were performed on dowel-type timber connections with one, two and three slotted in steel plates under lateral loads parallel to the grain. Test variables include the number of steel plates, the spacing of the steel plates, and the dowel diameter. Results show that the load-carrying capacity of the dowel-type connection increased as the number and spacing of steel plates in the same thickness of timber specimens. Finally, a model of the load

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5

Cheng, J. J. Roger, G. L. Kulak, and Heng-Aik Khoo. "Strength of slotted tubular tension members." Canadian Journal of Civil Engineering 25, no. 6 (1998): 982–91. http://dx.doi.org/10.1139/l98-025.

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An experimental program and associated numerical analysis were undertaken to study the shear-lag effect in round hollow structural section (HSS) tension members that are welded to gusset plates at their ends. The connection is made by slotting the tube longitudinally, inserting the gusset plate, and then placing longitudinal fillet welds at the tube-gusset interface. A total of nine specimens with three different tube sizes (HSS 102 × 6.4, HSS 102 × 4.8, and HSS 219 × 8.0) and various weld lengths were tested in the program. Most of the specimens failed by fracture of the tube somewhere betwee

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6

Lokaj, Antonín. "Round Timber Bolted Joints with Steel Plates under Static and Cyclic Loading." Key Engineering Materials 627 (September 2014): 29–32. http://dx.doi.org/10.4028/www.scientific.net/kem.627.29.

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Aim of this paper is in presentation of results of static and dynamic tests of round timber bolted connections with slotted – in steel plates. Round timber joints static tests in tension were made on pressure machine. Round timber joints multicyclic (fatigue) tests in tension were made on pulsator. Results of laboratory tests have been statistically evaluated and completed by graphical records of deformation response on loading. Samples of round timber bolt connections with slotted - in steel plates were tested for carrying capacity and deformation of a single tension – up to the failure of co

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7

Abedin, Mohammad, Nafiseh Kiani, Esmail Shahrokhinasab, and Sohrab Mokhtari. "Net Section Fracture Assessment of Welded Rectangular Hollow Structural Sections." Civil Engineering Journal 6, no. 7 (2020): 1243–54. http://dx.doi.org/10.28991/cej-2020-03091544.

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Rectangular Hollow Sections (RHS) because of their high resistance to tension, as well as compression, are commonly used as a bracing member with slotted gusset plate connections in steel structures. Since in this type of connection only part of the section contributes in transferring the tensile load to the gusset plate, shear lag failure may occur in the connection. The AISC specification decreases the effective section net area by a factor to consider the effect of shear lag for a limited connection configuration. This study investigates the effective parameters on the shear lag phenomenon

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8

Guo, Junting, and Zhan Shu. "Theoretical Evaluation of Moment Resistance for Bolted Timber Connections." MATEC Web of Conferences 303 (2019): 03003. http://dx.doi.org/10.1051/matecconf/201930303003.

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Timber construction is nowadays becoming more and more favorable due to multiple advantages. In this paper, the connection type and material of timber building were first highlighted. Then, the bolted joints with slotted-in steel plates were systematically tested and analyzed. A typical slotted-in bolted glulam connection was simulated using the software Abaqus. Furthermore, a few important design variables were measured and used to numerically estimate the embedment strength, the shear force per plane, and the ultimate moment capacity of the connections. At last, multiple configurations of jo

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9

Ma, Yu Rong, Xiao Bin Song, Tian Qi Xu, and Lie Luo. "Rotational Behavior of Bolted Glulam Beam-to-Column Connections Reinforced with Section Steel." Applied Mechanics and Materials 858 (November 2016): 15–21. http://dx.doi.org/10.4028/www.scientific.net/amm.858.15.

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Bolted connections with slotted-in steel plates are commonly used to connect beams and columns in heavy timber structures. While due to the low tensile strength of wood in the perpendicular-to-grain direction, these connections are usually not able to present satisfying rotational performance. In order to solve this problem, a relatively new type of bolted connection, reinforced with section steel, was designed and tested in this paper. Two groups of total six specimens were tested under monotonic loading to investigate their rotational behavior. Tests showed that the brittle failure mode of w

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10

Patra, Pratik, P. C. Ashwin Kumar, and Dipti Ranjan Sahoo. "Cyclic Performance of Braces with Different Support Connections in Special Concentrically Braced Frames." Key Engineering Materials 763 (February 2018): 694–701. http://dx.doi.org/10.4028/www.scientific.net/kem.763.694.

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Gusset plate connections between the steel braces and the supporting frame members play an important role in the performance of special concentrically braced frames (SCBFs) under earthquake loading conditions. Extensive studies have been conducted on SCBFs in which the gusset plate connections are designed to ensure the out-of-plane buckling of steel braces. However, research on the cyclic behavior of gusset plate connections allowing the in-plane buckling of braces is very limited. An experimental investigation has been carried out in this study to investigate the cyclic performance of the in

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Bypour, Maryam, Benyamin Kioumarsi, and Mahdi Kioumarsi. "Investigation of Failure Mechanism of Thin Steel Plate Shear Wall in RC Frame." Key Engineering Materials 803 (May 2019): 314–21. http://dx.doi.org/10.4028/www.scientific.net/kem.803.314.

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In this paper, the behavior of steel plate shear wall (SPSW) in the reinforced concrete frame (RCF) has been studied numerically. Three different connections have been proposed to connect SPSW to RCF. In the first connection, fish plates, while in the second one, combination of fish plates and studs transfer forces between SPSW and RCF. In the third connection, there is no direct connection between the infill plate and RCF, and additional steel frame has been used for connecting of the infill plate. The results demonstrate that, load carrying capacity increases in all the specimens comparing t

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He, Min Juan, Yi Zhao, and Ren Le Ma. "Lateral Resisting Experiment of Prestressed-Tube Bolted Connection for Post-and-Beam Timber Construction." Advanced Materials Research 778 (September 2013): 631–38. http://dx.doi.org/10.4028/www.scientific.net/amr.778.631.

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Connections are key elements and the weak points for timber structures. The most commonly used bolted timber connections with slotted in steel plate have low lateral stiffness and poor ductility in post-and-beam construction. This paper introduces the prestressed-tube bolted connection to alleviate this problem. To evaluate its lateral resisting performance, the failure mode, strength, lateral stiffness, ductility, hysteresis curve and equivalent viscous damping ratio of the ordinary and improved connections, as determined by the monotonic and reversed cyclic loading test, are compared. The re

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13

Wang, Shen Wei, and Cheng Jiang Wang. "Design Method on Shear Behavior of Single Tapping Screw Connections in Cold-Formed Thin-Wall Steel Structures." Applied Mechanics and Materials 351-352 (August 2013): 691–94. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.691.

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In order to investigate the design method of single tapping screw connections between steel plate and non-steel plate and the applicability of calculating the shear capacity of single tapping screw connections with sheet steel under 2mm according to Chinese code Technical code for design of cold-formed thin-wall steel structures(GB50018-2002),theoretical analysis was carried out on single tapping screw connections, which were distinguished by connection forms called steel plate-steel plate connections and steel plate-non-steel plate connections. The results show that: Chinese code GB50018-2002

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14

Sun, Xiaoluan, Yiheng Qu, Weiqing Liu, Weidong Lu, and Shenglin Yuan. "Rotational behavior and modeling of bolted glulam beam-to-column connections with slotted-in steel plate." Advances in Structural Engineering 23, no. 9 (2020): 1989–2000. http://dx.doi.org/10.1177/1369433220906223.

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In this article, the rotational behavior of typical bolted glulam beam-to-column connections with slotted-in steel plate was studied in the numerical method. In order to describe the complicated behavior of wood more closely, an elastic–plastic damage constitutive law combining the Hill yielding criterion and a modified Hashin failure criterion was embedded in the commercial ABAQUS software in the form of a VUMAT subroutine. Subsequently, a three-dimensional finite element model based on the constitutive law proposed was established, with the failure mode and moment–rotation curve compared to

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15

Acharya, Sandesh R., and K. S. Sivakumaran. "Finite Element Models for Thin-Walled Steel Member Connections." ISRN Civil Engineering 2012 (December 30, 2012): 1–7. http://dx.doi.org/10.5402/2012/197170.

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The behavior of connections associated with the thin-walled steel members is distinctly different from that of hot-rolled steel connections, primarily because of the flexibility of the plates. A typical cold-formed steel structural construction may entail such numerous connections. The incorporation of large number of such connections in an analysis and design, using sophisticated finite element models, is very tedious and time consuming and may present computational difficulties. The objective of this investigation is to create simplified, yet reasonably accurate, finite element models for th

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16

Wang, Ming Qian, Xiao Bin Song, and Xiang Lin Gu. "Numerical Simulation of Rotational Behavior of Bolted Glulam Beam-to-Column Connections with Slotted-In Steel Plates." Applied Mechanics and Materials 858 (November 2016): 22–28. http://dx.doi.org/10.4028/www.scientific.net/amm.858.22.

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This paper presents the results of a numerical study on rotational behavior of bolted glulam beam-to-column connections. Since wood often exhibited complex failure behavior under different loading states, a three dimensional anisotropic damage analysis model of wood was initially developed based on continuum damage mechanics theory for progressive failure analysis of wood. The damage model basically consisted of two ingredients: the failure criterion proposed by Sandhaas was chosen to capture the damage onset; three independent damage variables were adopted to control the ductile and brittle d

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17

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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18

Schaumann, Peter, and Thomas Kirsch. "Protected Steel and Composite Connections." Journal of Structural Fire Engineering 6, no. 1 (2015): 41–48. http://dx.doi.org/10.1260/2040-2317.6.1.41.

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Actual developments in numerical simulations of the structural behaviour in fire situation are focussed on taking into consideration the interaction of all structural members in a global approach. Therefore it is necessary to simulate the load bearing behaviour of connections. With this motivation, the authors conducted experiments and thermal FE-simulations on two different connection types. In this paper, the accompanying mechanical FE-simulations of both investigated connection types will be described. The joints are defined as an end plate connection in a steel structure and a fin plate co

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19

Lokaj, Antonín, and Kristýna Klajmonová. "Reinforced Round Timber Bolted Joints under Cyclic Loading." Advanced Materials Research 1020 (October 2014): 199–203. http://dx.doi.org/10.4028/www.scientific.net/amr.1020.199.

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Aim of this article is in presentation of results of dynamic tests of reinforced round timber bolted connections with slotted – in steel plates. Multicyclic dynamic (fatigue) tests in tension were made with round timber joints on pulsator. Results of laboratory tests have been statistically evaluated and completed with graphical records of carrying capacity of connections in tension corresponding to number of loading cycles.

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20

Xu, Ming, Zhaoyan Cui, Frank Lam, Qingfeng Xu, and Zhongfan Chen. "Splitting load-carrying capacity of steel-to-laminated bamboo dowel connections with slotted-in steel plates." Journal of Building Engineering 42 (October 2021): 102805. http://dx.doi.org/10.1016/j.jobe.2021.102805.

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Lokaj, Antonin, and Kristýna Klajmonová. "Carrying Capacity of Round Timber Bolted Joints with Steel Plates under Cyclic Loading." Advanced Materials Research 838-841 (November 2013): 634–38. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.634.

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Aim of this article is in presentation of results of dynamic tests of round timber bolted connections with slotted in steel plates. Multicyclic dynamic (fatigue) tests in tension were made with round timber joints on pulsator INSTRON in laboratory of ITAM CAS Prague. Results of laboratory tests have been statistically evaluated and completed with graphical records of deformation response to loading.

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Wang, Yuan Qing, Liang Zong, and Yong Jiu Shi. "Parametric Analysis on Flexural Capacity of Flange-Plate Connections Considering Prying Force." Advanced Materials Research 163-167 (December 2010): 3–10. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.3.

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Within construction industry developing rapidly in domestic, long span buildings and high-rise buildings emerge in endlessly. Steel tubular structures are increasingly widely used for its unique advantages. Thanks to the situation, flange-plate connections become more and more popular as an important solution of splicing steel tubular structures. The connections provide easy and fast installation，nice shape, simple constitution for tubular structures without the need for welding. Typical loading situations include axial tension force and moment for flange-plate connections. The loading capacit

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Jafari, Rahman, Nader KA Attari, Ali Nikkhoo, and Saeid Alizadeh. "Simplified method for modeling reinforced concrete column–steel beam connections with tube plate." Advances in Structural Engineering 23, no. 11 (2020): 2292–304. http://dx.doi.org/10.1177/1369433220906224.

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In this article, the cyclic behavior of reinforced concrete column–steel beam connections is investigated. In this research, an experimental and numerical study is conducted on the performance assessment of the through-beam connections with two detailing. The model details consist of the tube plate and steel doubler plate for the joints. The results show that the steel doubler plate increases the yielding capacity and initial stiffness of the connection but has no effect on the maximum capacity of the connection. Results show that using tube plate alone could have a good performance and there

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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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Hashemi, Ashkan, Pouyan Zarnani, Farhad Mohammadi Darani, Armin Valadbeigi, George Charles Clifton, and Pierre Quenneville. "Damage Avoidance Self-Centering Steel Moment Resisting Frames (MRFs) Using Innovative Resilient Slip Friction Joints (RSFJs)." Key Engineering Materials 763 (February 2018): 726–34. http://dx.doi.org/10.4028/www.scientific.net/kem.763.726.

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Higher seismic performance can be achieved by localizing the inelastic deformation in the connections (fuses) and minimizing the residual drift that are often a determining factor in whether a structure can be repaired or re-occupied after an earthquake. This paper introduces the self-centering damage avoidance steel Moment Resisting Frames (MRFs) using innovative Resilient Slip Friction Joints (RSFJs). The RSFJ provides self-centering and energy dissipation in one compact package requiring no post-event maintenance. In this concept, the beam is connected to the column through a pinned joint a

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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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Lin, Xiaoshan, and Mahmud Ashraf. "Pressure–impulse response of semi-rigidly connected steel plates under blast loading." International Journal of Protective Structures 8, no. 1 (2016): 25–57. http://dx.doi.org/10.1177/2041419616663274.

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In this study, a three-dimensional finite element model is developed to investigate the pressure–impulse response of the steel plates with semi-rigid connections under blast loads. The strain rate effect on the material properties is considered, and a number of spring elements are used for simulating the plate to support connections. Once verified, the developed finite element model is then used to investigate the effects of a series of parameters on the blast resistance and energy absorption capability of the steel plates, including the effects of connection rigidity, plate thickness, impulse

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Tan, Kang Hai, and Bo Yang. "Behaviour of Different Types of Steel Connections in Steel Frames against Progressive Collapse." Advanced Materials Research 374-377 (October 2011): 1330–41. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.1330.

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Firstly, this paper presents an overview of DoD code [1] against progressive collapse and points out the shortcomings of the current design approaches. After that, seven experimental tests of common types of bolted steel beam-column joints under a middle-column removal scenario are presented. This study provides the behaviour and failure modes of different types of connections, including their resistances and rotational capacities in catenary action. The test results indicate that the web cleat connection has the best performance in the development of catenary action. The flush end plate, fin

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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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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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Fonseca, Elza MM, Lino Silva, and Pedro AS Leite. "Numerical model to predict the effect of wood density in wood–steel–wood connections with and without passive protection under fire." Journal of Fire Sciences 38, no. 2 (2020): 122–35. http://dx.doi.org/10.1177/0734904119884706.

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The main objective of this work is to present a numerical model to predict the effect of wood density in unprotected wood connections with an internal steel plate (wood–steel–wood), when comparing with the same connections using passive protection with gypsum plasterboard, submitted to fire conditions. Wood–steel–wood connections are made of four wood members, two on each side, with an internal steel plate that connects the pieces using steel dowel fasteners. First, analytical methodologies according to Eurocode 5 part 1-1 were used to design the connections at room temperature. After that, to

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Torres-Rodas, Pablo, Farzin Zareian, and Amit Kanvinde. "Seismic Demands in Column Base Connections of Steel Moment Frames." Earthquake Spectra 34, no. 3 (2018): 1383–403. http://dx.doi.org/10.1193/062317eqs127m.

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Methods for the seismic design of base connections in steel moment frames are well-developed and routinely utilized by practicing engineers. However, design loads for these connections are not verified by rigorous analysis. This knowledge gap is addressed through nonlinear time history simulations using design-level seismic excitation that interrogate demands in column base connections in 2-, 4-, 8-, and 12-story steel moment frames, featuring base connections that reflect current U.S. practice. The results indicate that: (1) for exposed base plate connections, lower bound (rather than peak) e

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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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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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Wang, Xi Yu, Yong Feng Luo, Xu Hong Qiang, and Xiao Liu. "Review on High Strength Steel Bolted End-Plate Connections." Applied Mechanics and Materials 744-746 (March 2015): 265–73. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.265.

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Past three decades have seen the rapid development of high strength steel (HSS) in its application in structural engineering. However, so far the mechanical performance of a HSS beam-to-column connection has not been systematically studied, especially for bolted end-plate connections, the commonly employed beam-to-column connections in steel structures, which could restrict the application of HSS. Therefore, this paper aims to represent the basic methods, current achievements, recent applications, and the existing problems that lie in the way. In doing so, this paper is composed of three parts

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Bučmys, Ž., and A. Daniūnas. "Rectangular Gusset Plate Behaviour in Cold-Formed I-Type Steel Connections." Archives of Civil Engineering 63, no. 2 (2017): 3–21. http://dx.doi.org/10.1515/ace-2017-0013.

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Abstract Cold-formed structure connections utilizing gusset plates are usually semi-rigid. This paper investigates the behaviours of rectangular gusset plates in cold-formed connections of elements whose columns and beams are made with lipped back-to-back C-sections. Methods of calculating strength and stiffness are necessary for such semi-rigid joints. The main task of this paper is to determine a method capable of calculating these characteristics. The proposed analytical method could then be easily adapted to the component method that is described in part 1993-1-8 of the Eurocode. This meth

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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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Haghollahi, Abbas, and Hassan Ahmadi. "Cyclic Behavior of Steel Beam-to-Column Moment Connections Using Different Sizes of Flange Plates and Reinforced by a Single Rib Plate." Civil Engineering Journal 4, no. 1 (2018): 138. http://dx.doi.org/10.28991/cej-030975.

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This paper presents a numerical study on the behavior of connection between steel I-beam and H-column when are affected by cyclic loading. The connection used the flange plates to connect the beam flanges to the column flange. They were welded to the top and bottom flange plates and created a welded flange plate (WFP) connection. Specimens were six models of WFP connections with different beam geometry and flange plate sizes which were modeled and their cyclic behavior were investigated using finite element analysis in ABAQUS program. Three of them were reinforced by a vertical triangular top

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Kawano, Akihiko, Qiyun Qiao, Shintaro Matsuo, and Toshihiko Ninakawa. "A Study on Connections of Concrete Filled Steel Tubes by Using Built-in Steel Bars." Advanced Materials Research 374-377 (October 2011): 1704–23. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.1704.

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From 2006, authors started a series of experimental and analytical studies to establish a design method for a new connection system of concrete filled steel tube (CFT) by using built-in reinforcing steel bars (CFTR). Among the series, a pullout test of the built-in steel bars from the CFTRs has been early performed, which is orientated as a fundamental study for the connections of CFTR [1]. In the pullout test study, it is clarified that the influence of tube shapes (square and circular), the stress transfer capacities of bond by steel bars, ring bands in steel tubes and anchor plates of steel

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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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Wang, Wei, Chang Hao Zhang, Guan Feng Wang, and Juan Zhang. "Welding Residual Stress of Flange-Plate Steel Reinforced Connections." Advanced Materials Research 446-449 (January 2012): 3495–98. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3495.

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The welding joint method is usually applied in the reinforcing process of the steel moment frame connections. The welding parameters are chosen and discussed and the finite element analysis is employed to analyze the completely penetration joint weld between the flange plates and the column flange. The three-dimensional thermo-structure simulation is conducted. Furthermore, the influence of the residual stresses on the the loading capacity of the reinforced connection is discussed. The temperature field during the welding process and the residual stresses distribution are given. The existence

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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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Cheng, Bo, and Zhenyu Wu. "Finite Element Analysis on Tensile Stiffness of Cold-Formed Steel Bolted Connections." Open Civil Engineering Journal 9, no. 1 (2015): 724–35. http://dx.doi.org/10.2174/1874149501509010724.

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This paper presents a finite element analysis on the tensile stiffness of steel bolted connections which are fabricated from thin-walled cold-formed steel strips and their members. This type of bolted connection is usually used to assemble the diagonal bracing member in the light steel structure. Unlike the architectural steel structure, thin walled steel bolted connection cannot be simplified into a hinge joint due to the weak tensile stiffness of connection. The calculation of tensile stiffness of bolted connection is necessary to accurately evaluate the effectiveness of bracing system in th

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Gholizadeh, M., and Y. Yadollahi. "Comparing Steel Plate Shear Wall Behavior with Simple and Corrugated Plates." Applied Mechanics and Materials 147 (December 2011): 80–85. http://dx.doi.org/10.4028/www.scientific.net/amm.147.80.

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Experimental and numerical studies conducted in the past three decades have demonstrated that a steel plate shear wall is an effective and economical lateral load resisting system against both wind and earthquake forces. The system consists of infill steel plates connected to boundary beams and columns over the full height of the framed bay. The infill plates can be stiffened or unstiffened and the beam-to-column connections can be rigid or shear connections. A properly designed steel plate shear wall has superior ductility, high initial stiffness, stable hysteresis loops, and good energy abso

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Aminuddin, Kiagus, Anis Saggaff, Mahmood Md Tahir, et al. "Analytical and Experimental Investigation on Slip-in Gusset Plate Connection for Double C-channel Sections of Cold-formed Steel." Open Civil Engineering Journal 13, no. 1 (2019): 210–17. http://dx.doi.org/10.2174/1874149501913010210.

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Background: Beam-column connections are one of the most important parts of each building, which influence local/global behaviour of structures under vertical and lateral loads. From a practical point of view, a desirable connection is one that can be implemented conveniently in the construction site. For this reason, the connection with the gusset plate and bolts is one of the most commonly used connections to join structural members together. The application of this type of connection with cold-formed steels has not gotten enough attention in the literature and needs more investigation. Objec

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Lee, Kang Min, Liu Yi Chen, and Rui Li. "Cyclic Testing of Welded Free Flange Type and Welded Flange Plate Type Weak-Axis Steel Moment Connections." Applied Mechanics and Materials 204-208 (October 2012): 2922–31. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2922.

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Moment resisting frames are most frequently used in seismic design systems for steel buildings. Following the Northridge and Kobe earthquakes there have been many studies examining the strong axis steel moment connections. In particular, these efforts have been supported by the government in the US. In Korea on the other hand, researches on the seismic behaviours of weak-axis moment connections are difficult to fine even though these connection details have been frequently used as seismic details of local MRF. As a result, the objective of this research is to provide information on the seismic

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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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Tajeuna, Thérèse A. D., Frédéric Légeron, Sébastien Langlois, Pierre Labossière, and Marc Demers. "Experimental investigation of multi-material aluminum-to-steel and glass fiber reinforced polymer-to-steel bonded and bolted–bonded connections." Canadian Journal of Civil Engineering 43, no. 7 (2016): 657–66. http://dx.doi.org/10.1139/cjce-2015-0285.

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Through an experimental study, this paper describes the behavior of single-lap bonded and bolted–bonded connections for configurations with minimum geometric parameters proposed in design references. Two types of multi-material connections are considered: glass fiber reinforced polymer (GFRP)–steel and aluminum–steel. At first, the behavior of bonded connections using methacrylate and epoxy adhesives is evaluated. Then, the contribution of adhesive in bolted connections is investigated. Test results show that on bonded joints, failures mostly occur at the substrate to adhesive interface. Sandi

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Zhang, Lei, Honghao Li, and Wei Wang. "Retrofit Strategies against Progressive Collapse of Steel Gravity Frames." Applied Sciences 10, no. 13 (2020): 4600. http://dx.doi.org/10.3390/app10134600.

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Two retrofit strategies, aiming at increasing the collapse resistance of simple connections by adding seat angles and steel plates with long-slotted holes, are proposed in order to address the vulnerability of steel gravity frames under column loss scenarios. A high-fidelity, detailed, finite element model for a planar composite frame is developed and calibrated against experimental data and is used to conduct numerical analysis to explore the effectiveness of the proposed retrofit strategies. The simulation results show that the planar composite frame with enhanced connections exhibits signif

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Zhang, Yan Xia, Lu Yao Wang, and Fan Yang. "Experimental Study on Improved Beam-to-Column Connections of Steel Moment Frame." Advanced Materials Research 243-249 (May 2011): 1335–39. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1335.

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Five different full-scale improved beam-to-column connections in steel moment frame were tested to study the failure process, failure mode, strength and plastic deformation capacity. The speciments consisted of one Welded-Bolted Widen Flange-Dog Bone Connection(SP1-1), one Welded Widen Flange-Dog Bone Connection(SP1-2),one T-Widen Flange Connection(SP2),one Beam Strengthen-Flange Splice Plate Reduced Connection(Reduced depth=0)(SP3-1),one Beam Strengthen-Flange Splice Plate Reduced Connection(Reduced depth=50mm)(SP3-2). The test showed that the five connections effectively moved the plastic hi

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