Relevant bibliographies by topics / Slotted-in steel plate connections

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  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers
  5. Reports

Academic literature on the topic 'Slotted-in steel plate connections'

Author: Grafiati
Published: 25 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Slotted-in steel plate connections"

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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 end distance is negligible. With the same thickness of the connections, the lower the thickness to dowel diameter, the larger the load-carrying capacity. The three typical yield modes and corresponding load-displacement curves of the connections are observed. By considering the rigid-plastic model, the theoretical equation for the connections is proposed and proven to fit well with the experimental results. It presents a better prediction for the load-carrying capacity of steel-to-laminated bamboo dowel connections with slotted-in steel plate.
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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 (December 1, 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 connections with slotted-in steel plates were tested in parallel-to-grain tension to investigate their load-carrying capacity and the load-slip performance of the connection. A three-dimensional finite-element model of the glued timber dowel connections with slotted-in steel plates was developed using existing FE software and verified using the holographic interferograms obtained during step-by-step loading as well as the test results.
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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 test results show ductile postpeak load-slip characteristics, indicating that a plastic design method can be applied to calculate the horizontal load-bearing capacity of this type of shear walls.
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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-carrying capacity of multiple shear steel-to-timber connections is presented, which showed good agreement with the results obtained in the experiment.
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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 (December 1, 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 between the two gusset plates, and there was considerable ductility prior to fracture. Most importantly, there was no reduction in the effective net area for the tested specimens, even with a weld length as little as 80% of the distance between the welds. Numerical analyses of the connections were carried out using an elastoplastic model and measured material properties. The studies showed that the restraint provided by the gusset plate at the slotted end effectively increases the load-carrying capacity of the tube as compared with that of the unrestrained portion of the member. In the analysis, fracture is assumed to have occurred when the equivalent plastic strain reaches a critical value. The test results are discussed in light of the requirements in the Canadian standard for design of steel structures.Key words: connections, steel, shear lag, finite element analysis, gusset plates, hollow structural section, tension, welds.
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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 connection.
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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 (July 1, 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 for rectangular hollow section members connected at corners using a single concentric gusset plate. The results of the numerical analysis show that the connection length and connection eccentricity are the only effective parameters in the shear lag, and the effect of gusset plate thickness is negligible because of the symmetric connection. The ultimate tensile capacity of the suggested connection in this study were compared to the typical RHS connection presented in the AISC and the similar double angle sections connected at both legs. The comparison indicates that tensile performance of the suggested connection in this study because of its lower connection eccentricity is much higher than the typical slotted connection and double angle connections. Therefore, a new equation is suggested based on the finite element analyses to modify the AISC equation for these connections.
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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 joint design were compared in the paper, and a parametric design was made. The results were systematically explained.
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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 wood splitting in the perpendicular-to-grain direction was fully restrained. Only slight cracks were observed in most specimens, except one that underwent bending failure in the beam member. Test results indicated an average increase of 78.7% in moment resistance and a 54.8% increase in ductility ratio for middle-storey connections, compared with conventional connections simply using slotted-in steel plates. Top-storey connections, without previous test results as comparison, also presented high moment-bearing capacity and reliable deformability. As a result, such connection may receive a broad application, especially in multi-storey heavy timber structures.
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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-plane buckling of gusset-brace assemblies. Tests showed that the gusset plate connections detailed for in-plane buckling of braces provided performance at par with those detailed for the out-of-plane deformation arrangement. A numerical comparative study on three types of connection arrangements has also been conducted, namely, a) out-of-plane buckling of braces using gusset plates, b) in-plane buckling of braces using knife plates, and c) direct connection of braces without using any gusset plates. Braces made of hollow steel sections having constant slenderness ratio and width-to-thickness ratio are used in all the numerical models. The main parameters compared are the energy dissipation capacity, displacement ductility, patterns of failure, and the sequence of yielding in the components. Both test and analysis results are used to quantify the performances of gusset plate connections in order to achieve an efficient and reliable concentrically braced frame systems.
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Dissertations / Theses on the topic "Slotted-in steel plate connections"

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Mahjoub, Musaab. "FE modeling of glulam beams with mechanical slotted-in steel plate connections." Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2021. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-105430.

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The mechanical behavior of timber beams with a slotted-in steel plate is studied by creating anumerical model that can simulate the global bending behavior and the load carrying capacity aswell as the nonlinear plastic fastener force distribution. Experimental results from Material TestingInstitute (MPA), University of Stuttgart were compared with simulation results done at LinnaeusUniversity. The modeling of the timber beams and the mechanical connections is performed withshell, beam, and nonlinear connector elements. Three models were created, where the first modelwas a single-dowel double shear joint model to study the ability to use structural elements in themodeling of the test beams. It was used to simulate some of the basic failure modes in Eurocode5 (EC5). The second model was a beam model used to simulate the bending of a jointed timberbeam with a slotted-in steel plate, where only two connector elements are used to model the jointbehavior of each dowel group. It can be used to study the global deflection and the load carryingcapacity of the timber beams. The third model was a combined beam-shell model where the beamelements are used for the timber parts outside the connection area and the fasteners, while the shellelements are used for the slotted-in steel plate and the timber parts within the connection area.It uses two nonlinear connectors to connect each dowel to the wood and pure coupling to connectthe dowels to the slotted-in steel plate. This model can simulate same things as model two andalso the development of the elasto-plastic shear force distribution in all the dowels. All the modelswere created using parameterized Python scripts, which makes it possible to easily change differentinput parameters.Most of the modeling results show good agreement with both experimental results and with calculated load carrying capacity results for individual dowels according to EC5. The use of thesestructural elements (beam, shell, and connector elements) was found to result in much less computational time compared to the use of solid elements.
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Sarraj, Marwan. "The behaviour of steel fin plate connections in fire." Thesis, University of Sheffield, 2007. http://etheses.whiterose.ac.uk/3035/.

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Steel joints have always been considered as important parts of any structural steel building because they provide the strong links between the principal structural members. The properties and behaviour of joints in both steel and composite structures have been widely studied for some time. The focus has recently been on improving the design of structural frames by taking advantage of realistic connection moment-rotation response. This has necessitated the development of an effective and practicable methodology to describe steel connection behaviour, despite its inherent complexity. Although, the evaluation of steel connections' performance at ambient temperature has been a continuous research topic, the investigation of steel connections at elevated temperatures has only recently been tackled by researchers. However, the determination of the behaviour, available strength and stiffness of moment connections in fire conditions has been a dominant theme in these research works. Moreover, over a number of years the Component Method has been developed to describe the moment-rotation characteristics of end-plate connections, and the method is now included in Eurocode 3. To date, most of the research conducted on steel connections using the component method has focused on relatively stiff and strong connections - flush end-plates and extended end-plates. The modelling of more flexible ("pinned") connections using the Component Method has not received much attention, since the benefits arising from consideration of their behaviour in overall frame response are usually modest. However, in fire conditions connections are subject to complex force combinations of moment and tying forces, as well as vertical shear forces, and the real behaviour, even of nominally pinned connections, can have a significant effect on the overall response of the frame. To date very little information on the behaviour and the resistance of simple shear connections in fire conditions has been generated. Fin plate shear connections, which are economic to fabricate and easy to use in erection, are among these shear connections which are assumed to act as pins in normal service conditions In this research, the behaviour and robustness of simple fin plate beam-to-column connections has been investigated, under the conditions of catenary tension from highly deflected beams which occurs in fire. In addition, detailed investigations have been made on applying the component method approach to this connection at both ambient and elevated temperatures. ABAQUS software has been selected to create a very detailed 3D finite element model. This is a complex model accounting for material nonlinearity, large deformation and contact behaviour. The connection model has been analysed through the elastic and plastic ranges up to failure. Bolt shear and bending, plate and web bearing have been observed as failure modes. A comparison between available experimental data at ambient and elevated temperatures and FEA results shows that the model has a high level of accuracy. However, by implementing the FE model the opportunity was then available to explore the connection tying resistance and the application of the Component Method to the fin plate connection. An intensive investigation has been conducted to develop a representation of this connection type via a simplified component model, enabling prediction of the connection response at both ambient and elevated temperatures. The three main components of a fin-plate connection have been identified as plate bearing, bolt shearing and web-to-plate friction. These components have been described in detail at ambient and elevated temperatures via intensive parametric FE analyses, leading to a simplified component model of a fin plate connection. This model has been evaluated against FE models of complete fin plate joints. Eventually, a fin plate connection spring model is proposed and successfully evaluated for tying, rotation, and shear actions. The Component Model presented in this research offers an opportunity to explore complicated behaviour of fin plate shear joints, and can be incorporated into frame analysis in fire conditions.
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Kline, Donald Paul. "Performance of snug tight bolts in moment end-plate connections." Thesis, This resource online, 1989. http://scholar.lib.vt.edu/theses/available/etd-05092009-040552/.

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Taib, Mariati. "The performance of steel framed structures with fin-plate connections in fire." Thesis, University of Sheffield, 2012. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.578020.

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The behaviour of joint in global frames subjected to fire is greatly affected by combination of forces and moments, originating from restraint to thermal expansion as well as large vertical deflection of structural members. In order to facilitate the design process of achieving robustness in simple beam-to-column connection, a componentbased model has been developed for fin-plate connections in this research. The new model represents the realistic behaviour of such connections under the influence of combined forces, together with the high rotations which can occur at the ends of beams, during building fires. The key aspect of the component method is that it characterises the force-displacement properties of each active component at any temperature, as a nonlinear "spring". The temperature-dependent characteristics of each individual component in each bolt row are defined, including the failure mechanism of the weakest component, based on experimental and analytical findings. Primary failure modes adopted for fin plate connections are bearing/block shear of the plates and bolt shear. A major additional complication is force reversal in components, which may occur simply because of temperature change, without any physical reversal of displacement. The Massing Rule has been adopted to incorporate the effect of permanent deformations at any temperature when force reversal occurs. To account for the bolt slip phases, force transitions between tensile and compressive quadrants take place only when positive contact between a bolt and the edge of its bolt hole is re-established. The results of high-temperature tests on the fin-plate connections have been used to verifY the model for isolated joints at ambient and elevated temperatures. The developed component model for the fin-plate connection has been extended for the application of moment-resisting beam splice connection, also known as the "column-tree" system. The component-based connection model has also been used to study joint behaviour in structural sub-frame analyses. Incorporating it into non-linear finite element software will enable engineers to generate the global structural interactions for steel and composite structures in fire scenarios, up to and including connection failure. The new connection element has been validated with reasonable agreement with the available experimental data, showing its capability of capturing the key features of the overall connection interaction in a realistic manner, based on the underlying mechanics, coupled with evidence from experimental data.
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Tempinson, Donald William. "Assessment of Stresses in Steel Bridge Gusset Plate Connections using Finite Element Analysis." Available to subscribers only, 2009. http://proquest.umi.com/pqdweb?did=1879993761&sid=5&Fmt=2&clientId=1509&RQT=309&VName=PQD.

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Prescott, A. T. "The performance of end-plate connections in steel structures and their influence on overall structural behaviour." Thesis, University of Hertfordshire, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.377587.

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Arthur, Godwin Addiah. "Investigation of The Failure Mechanism and Moment Capacity Prediction in a Ten Bolt Flush End Plate Moment Connection." University of Akron / OhioLINK, 2010. http://rave.ohiolink.edu/etdc/view?acc_num=akron1279715068.

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Hamodi, Sara, and Sadi Taha Fahandezh. "Analysis of Tension-Zone Resistance in Bolted Steel Connections : Component Method according to Eurocode3." Thesis, KTH, Stålbyggnad, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-213723.

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In order to predict the behaviour of bolted steel connections, different methods can be applied to calculate the design tension resistance. In this thesis, the tension resistance is evaluated in the context of the so called Component Method according to Eurocode 3 part 1-8. The design approach establishes a unified procedure of modelling steel joints. Each joint configuration is decomposed into its basic components depending on loading type. In order to design the resistance of components subjected to tensile forces, a simple substitute model, the so-called Tstub flange is adopted. The Component Method is rather complicated to apply for all joint configurations. Therefore, the aim of this thesis is to create a brief and facilitated handbook covering the most common types of connections Kadesjös’ engineers deal with. The topic to be studied is rather comprehensive. Thus, this work is only focusing on the resistance calculation of components located in tension zone of HEA-sections in order to go deeper into the equivalent T-stub approach. To get a complete view about the designing procedure, general information about the Component Method are gathered by a literature study. Thereafter, the technical rules for calculation introduced in codes and standards were used to generate a general solution algorithm for two different connection configurations. The calculations have been performed using Mathcad, and the obtained results from a parametric analysis for particular profiles in each example are then summarised in tables and diagrams using Microsoft Excel.
Att förutse skruvförbands beteende kan kräva tillämpning av diverse metoder. Metoderna används för att kalkylera den dimensionerande lastkapaciteten. I denna avhandling värderas lastkapaciteten i enlighet med den så kallade Komponentmetoden från del 1-8 i Eurokod 3. Denna dimensioneringsmetod fastslår en enhetlig procedur när det gäller modelleringen av stålförband. Varje förbandstyp bryts ner till sina baskomponenter med avseende på belastningstypen. För att beräkna den dimensionerande lastkapaciteten för dragbelastade komponenter används en förenklad substitutionsmodell en så kallad T-knut. Komponentmetoden är något komplicerad att tillämpa för alla former av skruvförband. Därmed är den huvudsakliga ambitionen med arbetet att skapa en kortfattad handbok vars syfte är att täcka de vanligaste typerna av skruvförband som Kadesjös konstruktörer använder sig av. Ämnet som kommer att studeras är relativt omfattande, således bestämdes det att i huvudsak sätta fokus på bärförmågan hos komponenter i dragzonen för HEA-profiler och därav dyka djupare i den ekvivalenta T-knutmetodiken. För att få en helhetsbild av dimensioneringsprocessen samlades allmän information om komponentmetoden genom litteraturstudier. Därefter användes dimensioneringsreglerna, presenterade i koder och standarder, för beräkning av lastkapacitet. Dessa utnyttjades för att generera en lösningsalgoritm för två skilda förband. Beräkningen genomfördes med hjälp av beräkningsprogrammet Mathcad. De erhållna resultaten, från en parametrisk analys för särskilda profiler i varje exempel, sammanfattades i form av tabeller och diagram med hjälp av Microsoft Excel.
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Walimbe, Anmol. "Investigation of Shear Lag and Eccentric Weld Demands on Top Chord Knife Connections in Open Web Steel Joist Girders." University of Cincinnati / OhioLINK, 2021. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1623165008367418.

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Schumacher, Ann. "Connection of infill panels in steel plate shear walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/mq21206.pdf.

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Book chapters on the topic "Slotted-in steel plate connections"

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Sumner, Emmett A., Timothy W. Mays, and Thomas M. Murray. "‘Heavy’ moment end-plate connections subjected to seismic loading." In Behaviour of Steel Structures in Seismic Areas, 735–40. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-100.

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Broderick, B. M., and A. W. Thomson. "Cyclic testing of flush end-plate semi-rigid steel connections." In Behaviour of Steel Structures in Seismic Areas, 135–40. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-20.

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Ádány, S., L. Calado, and L. Dunai. "Experimental studies on cyclic behaviour modes of base-plate connections." In Behaviour of Steel Structures in Seismic Areas, 97–104. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-15.

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Mays, T. W., E. A. Sumner, R. H. Plaut, and T. M. Murray. "Seismic design of sixteen-bolt extended stiffened moment end-plate connections." In Behaviour of Steel Structures in Seismic Areas, 727–33. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-99.

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Tucki, P., and E. Hotała. "Innovative bolted end-plate connections for high web I-beams." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 370–77. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-47.

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Brust, F. W., P. Dong, and T. Kilinski. "Welded plate and T-stub tests and impact on structural behavior of moment frame connections." In Behaviour of Steel Structures in Seismic Areas, 141–46. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-21.

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Nguyen, Tran-Hieu, and Anh-Tuan Vu. "Building Information Modeling Based Optimization of Steel Single-Plate Shear Connections Using Differential Evolution Algorithm." In Lecture Notes in Civil Engineering, 1199–204. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-0802-8_192.

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Wang, Yu, ZhaoBo Zhang, and Hong Hai. "Experimental research and finite element analysis on fire resistance of joints of end-plate connections in steel structure." In Advances in Energy Science and Equipment Engineering II, 1217–20. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2017. http://dx.doi.org/10.1201/9781315116174-71.

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Milewski, P., and M. Broniewicz. "Effective weld lengths of RHS overlapped K connections with the transverse gusset plates." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 335–41. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-42.

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Pham, Dinh-Hai, and Chung-Che Chou. "Test of a Full-Scale Two-Story Steel X-BRBF: Strong-Axis Instability of Buckling Restrained Brace Associated with Out-of-Plane Bending of Gusset Connections." In Lecture Notes in Civil Engineering, 375–80. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5144-4_32.

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Conference papers on the topic "Slotted-in steel plate connections"

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Alipour, Azadeh. "Gusset Plate Connections in Concentrically Braced Steel Structures." In Structures Congress 2009. Reston, VA: American Society of Civil Engineers, 2009. http://dx.doi.org/10.1061/41031(341)134.

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R. Y., Xiao, Gong Z. W., and Chin C. S. "Nonlinear Numerical Simulation of Flush End-Plate Connections in Fire." In 4th International Conference on Steel & Composite Structures. Singapore: Research Publishing Services, 2010. http://dx.doi.org/10.3850/978-981-08-6218-3_ss-fr041.

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Hu, Guanyu, and Michael D. Engelhardt. "Behavior of Steel Single-Plate Beam End Framing Connections in Fire." In Structures Congress 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41130(369)141.

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Lee, Jae Hyun, Sun Hee Kim, Bu Kyu Kim, Kyong Soo Yom, and Sung Mo Choi. "Proposal of Strength Formula and Type Development of Composite Mega Column to Beam Connections with T-shaped Stiffener." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7016.

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As buildings are becoming larger, demand for mega-sized composite columns (over 1-meter diameter) is increased. We have developed and commercialized welded built-up CFT column (ACT Column I) since 2005 which are structurally stable and economical using cold-formed steel with rib. However, there has a limit in size of cross section (618 X 618mm) by a fabrication facilities. And due to charateristics of closed cross section, there has a limit to construction of connection of moment frame. Composite mega column (ACT Column II) has same concept of forming closed cross section. But in order to enlarge cross sectional size, thick plate is inserted between cold-formed steels. Since composite mega column can control thickness and width of thick plate, steel or composite beams can be directly attached to the connection. In this study, we propose strength formula of composite mega column to beam connections with T-shaped stiffener as internal diaphragm and verified through finite element analysis and simple tensile experiment.
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Albareda-Valls, Albert, Caio Cesar Milan, Jordi Maristany Carreras, and David Garcia Carrera. "Analysis of slab-column connections in CFT sections without continuity of the tube." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7152.

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When dealing with concrete-filled tube columns and RC slabs, it is usual to interrupt steel tubes in slab-column connections if the column is mainly compressed. Contractors do prefer to solve these connections with independent tubes, although innerreinforcements may be continuous through the slab. In these cases, both tubes from the upper and lower levels do have base plate connections, with a set of anchor bolts. This procedure saves a lot of time of global works, by making everything easier at the same time, as tubular profiles do not intersect the formwork.However, this reasonable design for slab-column joints suggest at least some questions about the strength of the concrete at the area of connection, where the tube has been interrupted. On the one hand, the load is transferred through concrete in the slab thickness, since there is no continuity of the tube; on the other hand, concrete at that point becomes triaxially confined due to the restriction to lateral deformation.This study analyses the validity of this connection method and the differences observed depending on the relative location of the column (corner, façade –lateral- or central pillars). Needless to say that the relative location of the column leads to differentconfinement patterns in concrete.
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Abolmaali, Ali, and Hadi Razavi. "Web-Based Finite Element Mesh Generator for Testing Behavior of Steel Building Connections in Virtual Environment." In ASME 2002 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/detc2002/cie-34467.

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This study presents development of a Web-based Finite Element Method (FEM) module, which creates model-virtual experimentations (MVE) for double web angle, top and seat angle, flush end-plate, and extended end-plate connections. The MVE mimics the real test set-up for monotonic and cyclic types of experiments in a Web-based virtual environment to be used for conducting virtual experiments to obtain load-deformation characteristics of the aforementioned connections being developed by the authors. The MVE’s library contains three dimensional isoparametric elements with and without internal nodes to eliminate shear errors. The MVE module and its output will contain graphical and visualization capability, and it will be accessible to researchers and students on the web. The Web-based client applications are developed such that it will access the MVE program running on a centralized server. The user is capable of changing parameters of visualization such as connection’s geometric variables or test beam and columns dimensions for real time recreation of MVE.
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Roncari, Andrea, Blériot V. Feujofack, and K. Cristiano Loss. "Modal Response Spectrum Analysis of Cross-Laminated Mid-Rise Timber Buildings Equipped with Multiple Shear Slotted-In Steel Plates Connections." In 1st Croatian Conference on Earthquake Engineering. University of Zagreb Faculty of Civil Engineering, 2021. http://dx.doi.org/10.5592/co/1crocee.2021.25.

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Varma, Amit H., Saahastaranshu R. Bhardwaj, and Sanjeev R. Malushte. "Design of SC Walls and Connections in Nuclear Facilities." In 2016 24th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/icone24-60962.

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Steel-plate composite (SC) walls and associated connections can be designed based on the provisions of Appendix N9 to AISC N690s1. AISC N690s1 is Supplement No. 1 to AISC N690-12 specification for safety related steel structures in nuclear facilities and was published in October 2015. AISC is currently in the process of developing a design guide to further enable the use of this specification. This design guide will explore the provisions of this specification in detail and discuss different possible design methodologies. SC wall details at the beginning of the design process are based on typical plant layouts, shielding requirements and prevalent practices. The spacing of tie bars and steel anchors in SC wall needs to ensure the faceplate does not undergo buckling before steel yielding. The steel anchor additionally need to be spaced to ensure that (i) interfacial shear failure does not occur before out-of-plane shear failure, and (ii) the yield strength of the faceplates is developed over the development length. The tie bars need to have sufficient tensile strength to prevent splitting failure of SC walls. The elastic analysis of the SC walls is performed using a finite element analysis. The analysis needs to consider cracked transformed stiffnesses and equivalent material properties. The analysis will be conducted for operating thermal and accident thermal load combinations. The individual demands and the combination of demands need to be compared with the available strengths. The SC walls need to be adequately detailed for openings, meet construction and fabrication tolerances, and satisfy the Quality Assurance and Quality Control requirements. The designed SC walls needs to be safe for impactive and impulsive loads. SC wall panel may need to be (i) anchored to basemat, (ii) connected to another SC wall panel, or (iii) connected to RC slab. The SC connections can be designed as full strength connection or over strength connections. The connection needs to have a well-defined force transfer mechanism. The connection required strength is determined from the design demands of SC walls and the connection design philosophy. The available strength is determined from the individual strengths of connectors participating in the force transfer mechanism.
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Stroetmann, Richard Maria, and Lars Sieber. "Toughness of old mild steels." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7029.

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For the rehabilitation of steel structures from the 19th and the early 20th century the brittle fracture behaviour is essential for the structural safety. The methods of the assessment used in EN 1993-1-10 were predominantly developed for welded structures made of current steel grades with more or less high toughness. The check by limitation of the plate thickness is not suitable for old mild steel structures with riveted and bolted connections. Notch effects and residual stresses are quite different to those ones of welded structures. The material properties of old mild steels are characterised by larger scatters, particularly due to the inhomogeneous distribution of tramp elements and higher contents of non-metallic inclusions. In this paper, experimental and analytical studies of the brittle fracture behaviour of mild steels as well as aging effects of structural elements with holes for riveted and bolted connections are presented.
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Hsu, T. M., Jaime Buitrago, Arthur Herman, and Peter C. McKeighan. "Fatigue Performance of Friction Welded Studs." In ASME 2005 24th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2005. http://dx.doi.org/10.1115/omae2005-67209.

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Early in the life of the Genesis spar, cracking developed at the welded connections between the riser guide supports and the hull wall plate. The cracking was caused by the movements of the top-tensioned risers within the steel guide frames in the moon pool of the structure. The remedial action taken to minimize the riser movements and its effects on the hull involved the use of novel rubber bumpers, which were installed in lieu of the steel guides. The bumpers around the periphery of the moon pool were fastened to the hull wall via threaded studs that were friction welded to the hull wall plate underwater. This paper describes a testing program specifically designed to qualify the fatigue performance of the stud-plate friction welds. Results verify the use of the F2 S-N curve from British Standard 7608 with a single slope for the design of the friction-welded connections subjected to axial load. It was also found that the fatigue performance of friction welds is sensitive to the stud preload. One unique feature of the fatigue failure mode of the connection, when the load is transferred through the stud into the plate, is that cracking takes place along the semi-circular heat-affected zone (HAZ) of the bond-line between the stud and the plate, and not through the hull plate thickness. As a result, failure of a stud connection does not compromise the structural integrity of the spar hull.
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Reports on the topic "Slotted-in steel plate connections"

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Chen, Zixuan, Jun Dong, Mengling Wang, Yang Peng, and Yuner Huang. NON-LINEAR FINITE ELEMENT ANALYSIS OF STAINLESS STEEL SLIP-RESISTANT CONNECTIONS WITH PARTICLES EMBEDDED IN CONNECTED PLATES. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.131.

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HYSTERETIC PERFORMANCE OF WEAK-AXIS CONNECTION WITH I-SHAPED PLATES IN STEEL FRAME. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.1.

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This paper elucidates numerically the behavior of weak-axis moment connections proposed by welding I-shaped plates in the H-section column to increase connection strength and ductility in steel frame. After validating the numerical methods through comparing the results of numerical analysis and experiments, the effectiveness of the proposed weak-axis connection were examined through comparing to the traditional weak-axis connection. The proposed weak-axis connection could move the highest stresses away from the start-stop points of a weld, and thus preventing the premature brittle fracture of the beam flange welds. The plastic hinge formed away from the beam-column interface, while the local buckling occurred in the weld access holes region in the traditional weak-axis connection. The proposed weak-axis connections can be classified as rigid in a strong-bracing system, and be classified as semi-rigid in weak-supported or unsupported system. And then a series of parametric studies was conducted to better understand the behavior of proposed weak-axis moment connections. The force-displacement relationships, location of the plastic hinge, Mises index (MI), triaxiality index (TI) and rupture index (RI) distributions at the beam flange welds were reported in detail. According to the numerical analysis, the design variables of I-shaped plates and widened flange plate are suggested, along with a design procedure.
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STRESS RESPONSE AND INITIAL STIFFNESS OF SIDE PLATE CONNECTIONS TO WCFT COLUMNS. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.9.

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To study the mechanism of load transfer in double-side-plate connections between I-beams and wall-type concrete-filled steel tubular columns, a pseudo-static experiment and finite element analysis were conducted for two full-scaled specimens. The results revealed that the primary load was transmitted along an S-shaped path in the side plate, and the primary strain occurred in an X-shaped region between the left and right steel beam flanges. The shear force in the steel beam web was transmitted first to the side plate centre and then to the joint area, where the side plate, steel tube web, and concrete all resisted the internal force. Based on principal component methods, a calculation formula was established for initial rotational stiffness that comprehensively considers the influence of the tensions, compression, and shear deformation of the cover plate, side plate, and web. Comparing this formula with an existing model showed that the proposed formula is suitable for new types of side plate joints. Moreover, it can accurately calculate the initial rotational stiffness of the joint, thus providing a reliable basis for future engineering design.
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