Bibliographies thématiques / Beam-to-column joint

Littérature scientifique sur le sujet « Beam-to-column joint »

Auteur : Grafiati
Publié le 11 mars 2023

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Articles de revues sur le sujet "Beam-to-column joint"

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Vimal Arokiaraj, G., et G. Elangovan. « A Study on Self-Consolidate Concrete in Experimental Reinforced-Concrete Beam Column Structures with Alccofine and Steel Fiber ». Advances in Civil Engineering 2022 (31 octobre 2022) : 1–19. http://dx.doi.org/10.1155/2022/7874066.

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This paper discusses the concept of self-consolidating concrete mix with Alccofine-1203, superplasticizer, viscosity modification agent, crimped steel fiber on the RC beam column joint. Totally, eight reinforced-concrete (RC) column joints with M25 grade concrete were considered in this study. Out of eight RC beam column joints, two beam column joints served as Alccofine, two beam column joint specimens served as Alccofine 5%, two beam column joint specimens served as Alccofine-10%, and two beam column joint specimens served as Alccofine-15%. All the RC beam column joint specimens were tested under the compression until failure in the loading frame of 2000 kN capacity. The test results of Alccofine-10% showed the higher loading capacity than that of Alccofine-5% and Alccofine-15% in self-consolidating concrete RC beam column joints. The percentage of superplasticizer, viscosity modification agent, and crimped steel fiber is maintained. Nonlinear finite element analysis (FEA) to analyse the beam column joint through nonlinear finite element modelling (NLFEM) and the modelling results were compared from the experimental results. The results obtained through ANSYS modelling show good agreement with the experimented results. The deflection ductility of experimental results shows 1.57, and the predicted deflection ductility shows 1.59 in beam column joint with Alccofine-10%. ANSYS software is validated as appropriate software to predict the study parameters of self-consolidation concrete in beam column joints.
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Urbonas, Kestutis, et Alfonsas Daniūnas. « COMPONENT METHOD EXTENSION TO STEEL BEAM‐TO‐BEAM AND BEAM‐TO‐COLUMN KNEE JOINTS UNDER BENDING AND AXIAL FORCES ». JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 11, no 3 (30 septembre 2005) : 217–24. http://dx.doi.org/10.3846/13923730.2005.9636353.

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This paper presents an analysis of semi‐rigid beam‐to‐beam end‐plate bolted and beam‐to‐column end‐plate bolted knee joints that are subjected to bending and tension or compression axial force. Usually the influence of axial force on joint rigidity is neglected. According to EC3, the axial load, which is less than 10 % of plastic resistance of the connected member under axial force, may be disregarded in the design of joint. Actually the level of axial forces in joints of structures may be significant and has a significant influence on joint rigidity. One of the most popular practical method permitting the determination of rigidity and strength of joint is the so‐called component method. The extension of the component method for evaluating the influence of bending moment and axial force on the rigidity and strength of the joint are presented in the paper. The numerical results of calculations of rigidity and strength of beam-to-beam and beam-to-column knee joints are presented in this paper as well.
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Gombosuren, Dagvabazar, et Takeshi Maki. « Prediction of Joint Shear Deformation Index of RC Beam–Column Joints ». Buildings 10, no 10 (5 octobre 2020) : 176. http://dx.doi.org/10.3390/buildings10100176.

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In the analysis of reinforced concrete (RC) buildings, beam–column joints are regarded as rigid nodes. In fact, joint deformation may make a significant difference in the lateral response of RC buildings if joints are not properly designed and detailed. To consider joint flexibility, several types of joint models have been proposed. However, these models require complicated computations, consequently making them challenging to apply in engineering practice. This paper proposed a simple approach for predicting the contribution of the joint deformation to the total deformation of RC interior beam–column joints under critical structural deformations. To develop such a simple and accurate approach, experimental and analytical studies were performed on RC interior beam–column joints. In this study, eight half-scale joint specimens were tested under reversed cyclic loading, and 39 full–scale FE models were constructed, varying the selected key parameters. The experimental and analytical results showed that the “joint shear” is a useful index for the beam–column joints with high shear stress levels of vj>1.7 fc′ but is unsuitable for defining the failure of beam–column joints with medium or low shear stress levels of vj≈1.25–1.7fc′ and vj≈1.0fc′. Based on the results, three equations were developed to predict the joint shear deformation index (SDI) of RC interior beam–column connections corresponding to three different types of failure (i.e., joint failure before beam yielding, joint failure after beam yielding, and beam flexural failure). SDI predictions of the proposed equations correlate well with 50 test results of beam–column joints available from the literature.
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Guo, Rui, Dan Yang, Bin Jia et Deyun Tang. « Seismic Response of GFRP-RC Interior Beam-to-Column Joints under Cyclic Static Loads ». Buildings 12, no 11 (16 novembre 2022) : 1987. http://dx.doi.org/10.3390/buildings12111987.

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A total of nine specimens were constructed and tested under cyclic loads to investigate the differences in seismic behavior between glass fiber-reinforced polymer (GFRP)-reinforced concrete (RC) joints and RC beam-to-column joints. The experimental parameters included stirrup ratios, axial pressure ratios and concrete strength of the beam-to-column joints. The cyclic loading test results showed that the GFRP-RC beam-to-column joints can withstand significantly high lateral deformations without exhibiting brittle failure. Moreover, the RC beam-to-column joint exhibited significantly higher energy dissipation and residual displacement than the GFRP-RC beam-to-column joint by 50% and 60%, respectively. Finally, a shear capacity calculation method for the core zone of this kind of joint was proposed, which agreed well with the experimental results.
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Desta, Negasa, Kabtamu Getachew et Daba Geresu. « Numerical Investigation of Textile Reinforced Cement Structural Stay-in-Place Formwork Designed as Beam-Column Joint Shear Reinforcement ». Advances in Civil Engineering 2022 (30 juin 2022) : 1–24. http://dx.doi.org/10.1155/2022/4644433.

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This study investigates the feasibility and structural performance of textile reinforced cement (TRC) stay-in-place (SiP) formwork designed as shear reinforcement for beam-column joints under monotonic loading through the nonlinear finite element package ABAQUS. This was achieved by conducting numerical analysis on 24 beam-column joints using different parameters that affect the joints’ performance, including column axial load ratio, concrete compressive strength, beam tensile reinforcement ratio, joint shear reinforcement ratio, and thickness of TRC. The models were first calibrated to the results obtained from the experimental program of previous studies. The start of the yielding behavior of the composite beam-column (73 kN) corresponds well to the conventional beam-column joint (72 kN). A similar correlation can be observed at the ultimate load with only a 3.7% difference, 84 kN in the case of the composite beam-column joint and 81 kN in the case of the conventional beam-column joint. The findings of this investigation showed that a beam-column with a full steel stirrup and TRC SiP formwork as shear reinforcement at the joint exhibits similar yielding behavior, such that TRC SiP formwork can replace the full steel stirrup at the joint, as proved by comparison analysis. Furthermore, the numerical analysis results due to the effect of these essential parameters on the structural performance of the beam-column with TRC SiP formwork at the joint were also discussed.
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Hwang, Hyeon-Jong, et Chang-Soo Kim. « Simplified Plastic Hinge Model for Reinforced Concrete Beam–Column Joints with Eccentric Beams ». Applied Sciences 11, no 3 (1 février 2021) : 1303. http://dx.doi.org/10.3390/app11031303.

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In nonlinear analysis for performance-based design of reinforced concrete moment frames, a plastic hinge spring element is predominantly used in order to simply and accurately describe the inelastic behavior of beam–column joints, including strength degradation. Although current design codes and guidelines provide various beam–column joint models, the focus is on concentric beam–column joints. Therefore, more studies are required for eccentric beam–column joints, which are also common in practice. In the present study, to consider the effect of beam eccentricity on the behavior of beam–column joints, a simplified plastic hinge model was proposed using the effective joint width of current design codes. The proposed model was compared to the cyclic loading test results of beam–column joints with/without beam eccentricity. The comparison showed that the simplified plastic hinge model with the effective joint width of NZS 3101-2006 or Eurocode 8 is considered acceptable for design purpose.
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Li, Yunan, Xian Dong, Zhan Wang, Jiajun Li et Ke Qin. « Research on Mechanical Properties of Angle Beam-column Joint with Gusset plate ». E3S Web of Conferences 233 (2021) : 03031. http://dx.doi.org/10.1051/e3sconf/202123303031.

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There is wide use of beam-column joint with gusset plate angle connection in engineering, however, the mechanical properties of these joints are still lack of complete theoretical and experimental research. This kind of joint is often simplified as an articulated connection or other types of connections in the design. In this paper, experimental study and finite element analysis are carried out to study the flexural behavior of the beam-column joint with gusset plate angle connection. The finite element analysis is used to analyze the differences between the beam-column joint with gusset plate and other joints. The moments-rotation curves and failure modes of the three kinds of beam-column joints were obtained by the static test which were carried out. A more reasonable design of beam-column joint with angle plate of gusset plate is put forward through the research of this paper: the deformation of the column flange is restricted after adding the stiffener, which can avoid the premature yield of the column flange and making the joint have good energy dissipation capacity.
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James, Jerison Scariah, et Margrette Mary James. « Effect of Fibres on Beam Column Joint Failure ». Applied Mechanics and Materials 857 (novembre 2016) : 59–64. http://dx.doi.org/10.4028/www.scientific.net/amm.857.59.

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Concrete is one of the most resourceful and environmental friendly building materials. It can be cast to fit any structural shape from a cylindrical water storage tank to a rectangular beam, slabs and column in a high-rise building. In RC buildings, portions of columns that are common to beams at their intersections are called beam column joints. Beam-column joints have a crucial role in the structural integrity of the buildings. Review of literature indicates that numerous studies were conducted in the past to study the behaviour of beam-column joints with normal concrete. However, those recommendations are not intended for the fibre reinforced concrete. Some indicates that this material is an alternative to the confining reinforcement in the joint region. So the comparative study of the performance of different fibres in beam column joint has a greater importance and relevance in the field of RCC framed structures. This thesis aims to study the behaviour of beam column joint by evaluating the performance of fibre reinforced concrete. The incorporation of fibres in beam column joint is analysed in this study. The use of different types of fibres such as steel and polypropylene are evaluated.
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Purnomo, Joko, V. Octaviani, P. K. Chiaulina et Jimmy Chandra. « Evaluation of a Macro Lump Plasticity Model for Reinforced Concrete Beam-Column Joint under Cyclic Loading ». Civil Engineering Dimension 22, no 2 (6 octobre 2020) : 82–93. http://dx.doi.org/10.9744/ced.22.2.81-92.

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Lateral deformations of reinforced concrete (RC) frames under extreme seismic excitation are highly affected by the stiffness of their beam-column joints. Numerous models have been proposed to simulate the responses of RC beam-column joint under cyclic loading. Development of RC beam-column joint model based on macro modeling using spring elements becomes more popular because of its considerably simple application for seismic performance evaluation purposes. In this study, a simple modification to previously developed macro-spring element-based model for RC beam-column joint is done and is used to simulate the behavior of seven external and five internal RC joints under cyclic loading in SAP2000. The model consists of several spring elements to define column, beam, joint, and bond-slip responses according to its individual moment-rotation relationships. Overall, the analysis results show that the modified model can simulate well the cyclic behavior of RC beam-column joints when are compared to previously available experimental results
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Zhang, Xizhi, Jiashu Hao, Dongchao Duan, Shengbo Xu, Shaohua Zhang et Houxin Yu. « Experimental study on bolted and anchored beam-to-column joints of prefabricated concrete frames ». Advances in Structural Engineering 23, no 2 (29 août 2019) : 374–87. http://dx.doi.org/10.1177/1369433219872432.

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A new type of beam-to-column joint used in prefabricated concrete frames was proposed in this study. In this joint, the longitudinal bars at the top of the beam are anchored to the column using straight thread sleeves, and the bars at the bottom are welded to the steel fastener that is bolted to the column. Cyclic loading tests of three specimens, namely, two beam–column joints of this type and a cast-in-place beam–column joint, were conducted to study the seismic behavior and feasibility of this type of joint. The difference between the two prefabricated joints is the shape of the holes on the end plate. Failure modes of the specimens were observed and analyzed. The hysteretic curves, bearing capacities, stiffness degeneration, ductility, and energy-dissipating capacities of the specimens were compared and studied. Test results indicated that all beam–column joints exhibited beam hinge failure. No slippage was observed between the concrete and horizontal plates of the steel fasteners used in the new type of joint. The bearing capacity and initial stiffness of both prefabricated specimens compared with the cast-in-place ones were increased. The steel fastener could increase the distance between the plastic hinge and the side surface of the column while enlarging the length of the plastic hinge. The trend of energy dissipation and stiffness degeneration of the specimens were similar, and the ductility coefficient ranged from 2.7 to 4.91. The displacement angles of the joints exceeded 1/50 before the failure of the specimens. The mechanical behavior of both prefabricated joints was similar, but the joint with U-shaped holes on the end plate was convenient to create.
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Thèses sur le sujet "Beam-to-column joint"

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Unal, Mehmet. « Analytical Modeling Of Reinforced Concrete Beam-to-column Connections ». Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612230/index.pdf.

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Prior studies indicated that beam-to-column connections of reinforced concrete (RC) moment resisting frame structures experience considerable deformations under earthquake loading and these deformations have a major contribution to story drift of the building. In current analysis and design applications, however, the connection regions are generally modeled as rigid zones and the inelastic behavior of the joint is not taken into account. This assumption gives rise to an underestimation of the story drifts and hence to an improper assessment of the seismic performance of the structure. In order to implement the effect of these regions into the seismic design and analysis of buildings, a model that properly represents the seismic behavior of connection regions needs to be developed. In this study, a parametric model which predicts the joint shear strength versus strain relationship is generated by investigating the several prior experimental studies on RC beam-to-column connections subjected to cyclic loading and establishing an extensive database. Considering previous experimental research and employing statistical correlation method, parameters that significantly influence the joint behavior are determined and these parameters are combined together to form a joint model. This model is then verified by comparing the results obtained from the dynamic earthquake analysis by Perform 3D with the experimental ones. The main contribution of the developed model is taking into account parameters like the effect of eccentricity, column axial load, slab, wide beams and transverse beams on the seismic behavior of the connection region, besides the key parameters such as concrete compressive strength, reinforcement yield strength, joint width and joint transverse reinforcement ratio.
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Mazzarolo, Enrico. « Analysis and Development of an Innovative Prefabricated Beam-to-Column Joint ». Doctoral thesis, Università degli studi di Trento, 2012. https://hdl.handle.net/11572/367656.

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The use of pre-fabricated concrete components and their related coupling systems in seismic engineering constitutes a subject of wide and deep interest among researchers, practitioners and manufacturers all over the world, as demonstrated by a large number of studies conducted, among other Countries, especially in Japan, New Zealand and United States since the early ‘80s and, in relatively more recent times, in Italy. A key issue is given by the possibility to apply the typical benefits of the pre-fabrication not only to low rise industrial/commercial structures, but also to multi-storey frames for public and strategic buildings such as schools, hospitals and many others, as well as to high-rise residential premises built in areas characterized by a medium to high seismic intensity. On the basis of what stated above, an original structural system made by prefabricated composite steel truss-concrete beams and centrifuged high-strength concrete columns is presented in the following. Specifically designed joints are provided to couple the different structural components in order to guarantee an overall ease of construction with reduced tolerance problems and self-bearing capacity during temporary erection phases, with a consequent reduction in schedule and costs. The use of high performance concrete for columns allows for a high bearing capacity with limited overall dimensions and the consequent maximization of the commercial or saleable space. The original layout of the system proposed has led to the need to perform an intensive theoretical and experimental research activity. The finite element model of the structural system was calibrated upon both static and cyclic testing evidence carried out on full scale samples built in Italy and tested at the Tongji University-Shanghai, China. On the basis of the data collected, the tuned model was used to carry out further analyses and to deepen the specific knowledge on several further aspects, as specified in the following. Firstly, an estimation of the joint’s strength domain, suitable for everyday’s design was carried out based on a component-approach. Then, a structural optimization on the component used to guarantee hogging and sagging bending moment resistance to the joint, was carried out in order to achieve the minimization of the construction material employed. Furthermore, the estimation of the seismic performance of the joint, based on the evaluation of a purposely defined vulnerability parameter, supplied encouraging results with reference to the applicability of the investigated technology over most of the National territory. Finally an improved layout of the joint, with reference to confined concrete and the related possibility to achieve a suitable seismic response also at edge joints, is presented.
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Yang, Jie. « Structural behaviour of concrete-filled elliptical column to I-beam connections ». Thesis, University of Bradford, 2017. http://hdl.handle.net/10454/16022.

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Concrete-filled tubular (CFT) columns have been widely adopted in building structures owing to their superior structural performance, such as enhanced load bearing capacity, compared to hollow tubes. Circular, square and rectangular hollow sections are most commonly used in the past few decades. Elliptical hollow section (EHS) available recently is regarded as a new cross-section for the CFT columns due to its attractive appearance, optional orientation either on major axis or minor axis and improved structural efficiency. The state of the research in terms of elliptical columns, tubular joints between EHSs and connections with CFT columns, etc., are reviewed in this thesis, showing a lack of investigations on EHSs, especially on beam to elliptical column connections which are essential in framed structures. The structural behaviour of elliptical column to I-beam connections under bending is studied in this thesis to fill the research gap. Overall ten specimens with various joint assemblies were tested to failure to highlight the benefits of adopting concrete infill and stiffeners in the columns. A three-dimensional finite element model developed by using ABAQUS software is presented and verified against obtained experimental results, which shows acceptable accuracy and reliability in predicting failure modes of the connections and their moment capacities. Parametric studies were performed to access the main parameters that affecting the bending behaviour of the connections. A simple hand calculation method in terms of ultimate moment capacity is proposed according to experiments conducted for connections with concrete-filled columns.
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SILVA, RAQUEL ALVES CABRAL. « THEORETICAL AND EXPERIMENTAL ANALYSIS OF A COMPOSITE SEMI-RIGID BEAM-TO-COLUMN JOINT USING PERFOBOND SHEAR CONNECTORS ». PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2015. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=27553@1.

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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO
COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
PROGRAMA DE EXCELENCIA ACADEMICA
Nos projetos de engenharia é comum desconsiderar-se o comportamento semirrígido das ligações, ou seja, as ligações são assumidas com as condições ideais de rigidez. A primeira condição ideal é aquela na qual há transferência total de momento fletor, assumindo-se que não existe rotação relativa entre os elementos ligados, estas ligações são as chamadas rígidas. Na segunda opção, a transferência de momento fletor é desconsiderada e a ligação é definida como rotulada ou simples. Entretanto, sabe-se que a maioria das ligações comporta-se como semirrígida e o problema é que ao se fazer essas simplificações em projeto, dois aspectos podem ser comprometidos: segurança estrutural e custo do projeto. Neste trabalho, uma ligação semirrígida mista é proposta e estudada com o objetivo de obter-se as suas características principais e necessárias para utilizá-la em projeto: curva momento-rotação, rigidez de serviço e momento fletor resistente. Com a ligação mista proposta, busca-se uma nova maneira de transferência de forças na região de momento negativo em uma viga semicontínua. Adotou-se para a transferência dos esforços, entre a laje de concreto e a viga de aço, conectores de cisalhamento do tipo Perfobond Rib. Este conector foi inicialmente utilizado em pontes e depois alguns estudos o viabilizaram para o uso em edificações. Para atingir os objetivos do trabalho, foram realizados dois ensaios em escala real das ligações propostas. Os testes experimentais foram feitos em modelos cruciformes invertidos e realizados no laboratório de estruturas e materiais da PUC-Rio. Os resultados experimentais foram comparados com dois modelos analíticos: o método proposto por Leon et al. em 1996 e o método presente no Anexo R da NBR 8800:2008.
In engineering design it is common to disregard the semi-rigid behavior of connections, i.e., connections are assumed to have the ideal conditions of rigidity. The first ideal condition is the one in which there is full transfer of bending moment, assuming that there is no relative rotation between the connected elements, this connection is defined rigid. In the second option, the transfer of bending moment is disregarded and the connection is defined simple. However, it is known that most connections have a semi-rigid behavior and the problem is that when making these simplifications in design, two aspects can be compromised: structural safety and project cost. In this work, a composite semi-rigid connection is studied in order to obtain its main and necessary features to use it in design: moment-rotation curve, service rigidity and bending moment capacity. With the proposed composite connection, a new way to transfer forces in the negative moment region on a semicontinous beam. Shear connectors like the Perfobond Rib were adopted for the transfer of efforts between the concrete slab and the steel beam. This connector was first used on bridges and since then some studies have made possible its use in buildings, showing its advantages over the more usual connectors. To achieve this work s objectives, two real scale tests of the proposed connections were conducted. Experimental tests were done in inverted cruciform models and carried out in the laboratory of structures and materials at PUC-Rio. Information on these tests was obtained, such as displacements, strains, and cracking of the slab. The experimental results were compared to two analytical models: the method proposed by Leon et al. in 1996 and the present method in Annex R of NBR 8800: 2008.
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Dissanayake, Udaya Indrajith. « The influence of the composite beam-to-steel column joint on the behaviour of composite beams in frames ». Thesis, University of Sheffield, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.389752.

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[Verfasser], Saenboon Amorntipsakul. « Generic Finite Element Model for Mechanically Consistent Scaling of Composite Beam-to-column Joint with Welded Connection / Saenboon Amorntipsakul ». Kassel : Universitätsbibliothek Kassel, 2013. http://d-nb.info/1041369263/34.

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Motamed, Jubin. « Monolithic beam to external column joints in reinforced concrete ». Thesis, University of Westminster, 2010. https://westminsterresearch.westminster.ac.uk/item/90727/monolithic-beam-to-external-column-joints-in-reinforced-concrete.

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The benefits of high strength concrete (HSC) in the construction of multi-storey buildings are commonly acknowledged. Past researchers have investigated the suitability of design codes for the use of HSC [1]. However, there are concerns about the shear behaviour of HSC beams and BCJ used in the construction of these buildings. HSC beams have equal or less shear resistance compared to normal strength concrete (NSC) beams [2], and the brittleness of HSC material could be unsuitable for BCJ as confinement stirrups may not be as effective as NSC in the column due to a smaller Poisson’s ratio. This research investigates the behaviour of HSC beams, BCJ and transfer beam column joints (TBCJ), and develop appropriate design modifications to improve their shear capacity. HSC beams were strengthened with horizontal web bars (HWB), while TBCJ were strengthened with central vertical bars (CVB). Finite element (FE) models were developed for these structures and the numerical results were compared with those of the published experimental results, concluding that good agreement had been achieved. Beam span/depth (a/d) ratio of 1.5≤a/d ≤3.02 and BCJ of beam to column depth ( db/dc ) ratio of 1.33 ≤ db/dc ≤3.1 were analysed. The FE models were compared with published test results and further ones were developed to carry out various parametric investigations. Struts and ties were mechanically modelled for beams with HWB and for TBCJ with CVB are used to recommend design equation modifications for the design of HSC beams with HWB and TBCJ with CVB. It was found that HWB and CVB are effective in beams and BCJ only with HSC as they have little influence when they were used with NSC. Using HWB in HSC beams and CVB in HSC TBCJ improved the shear capacity of these structures by 130% and 31% respectively. 1 - Regan, P. E., Kennedy -Reid I. L., Pullen, A. D., Smith, D. A. ‘The influence of aggregate type on the shear resistance of reinforced concrete’ – The Structural Engineer. 6 December 2005. p 27-32. 2 - Al-Hussaini, A. Motamed, J. ‘HSC beams with combination of links and horizontal web steel as alternative shear reinforcement’. 6th International Symposium on Utilization of High Strength/High Performance Concrete, Leipzig, June 2002. p 611- 619
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Rifai, Abdussalam Mahmud. « Behaviour of columns in sub-frames with semi-rigid joints ». Thesis, University of Sheffield, 1987. http://etheses.whiterose.ac.uk/3050/.

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The behaviour of limited subassemblages with flexible beans and semi-rigid beam to column connections was studied using a computer program in which the finite element method was employed in a non-linear analysis which accounts for the presence of semi-rigid connections and the inelastic behaviour of frames. The program accounts for many other factors such as initial imperfections and residual stresses. The theoretical background to the present computer program has been presented along with the program layout. The program was used to simulate some of the experimental results obtained from tests on rigidly and flexibly connected frames with different combinations of beam and column loads. The analytical results were found to compare reasonably well with the experimental results. The program was also used to simulate a series of I-shaped subassemblages that were tested at the University of Sheffield. Comparisons were made between the analytical and experimental results characterized by the maximum loads, load-deflection curves and load- moment curves. Good agreement was obtained between the analytical and the experimental load-deflection curves for all of the cases considered. The general trends of the measured and calculated load- moment curves for most cases were found to be comparable. The recommendations given in B35950 for the design of columns in simple construction were applied to all cases in the last series and were found unconservative in the cases of balanced loading and conservative in the cases of unbalanced loads. A limited parametric study was conducted to study the effects of semi-rigid joints, bean flexibility and type of loading. In this study, an I-shaped subassemblage was analysed for different load types and different types of beam to column connections. A substantial effect was recognized due to the presence of semi-rigid connections whether or not a beam load was applied. Beam flexibility was also seen to affect the carrying capacity of the subassemblage under the action of column load only although this effect was less noticeable than that of the connection flexibility. The presence of beam load was found to result in an unexpected interaction curve which relates the total force in the column to the moment that is transmitted to the column's end. An almost linear relationship with negative gradient seems to exist between the column and beam loads. It is pointed out that all the findings of the present study are based on the range of cases considered in the parametric study but it is suggested that they serve as indicators to the behaviour of any the subassemblage under axial load oniy or axial load combined with beam loads. A few recommendations for future work are presented.
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Bernardi, Martina. « Industrial steel storage racks subjected to static and seismic actions : an experimental and numerical study ». Doctoral thesis, Università degli studi di Trento, 2021. http://hdl.handle.net/11572/322402.

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Industrial steel storage racks are pre-engineered lightweight structures commonly used to store goods from supermarkets to big warehouses. These systems are framed structures, usually made of cold-formed steel profiles and characterised by non-standard details. Their performance is quite complex and the prediction of their global response is more difficult than for the traditional steel frames. This difficulty is due to the racks’ main features: the use of cold-formed thin-walled steel sections which are sensitive to different buckling modes, the presence of regular perforation patterns on the uprights, the highly non-linear behaviour of joints, the influence of the structural imperfections and the significant frame sensitivity to second order effects. The behaviour of racks becomes even more complex when seismic or accidental events induce significant horizontal forces acting on the structures. The complexity and variability that characterise racks make it difficult to identify general design solutions. Hence, racks design is traditionally carried out by using the “design by testing” approach, which requires the experimental characterisation of the main structural components, of the joints and the sub-assemblies. The complexity of the racks also affects their numerical modelling, which results in complex analyses that must take into account all the aforementioned features. The work presented in this thesis focuses on the study of a typical steel pallet rack, identified as case study. The research aims to contribute to building up a comprehensive knowledge of the response of both the main rack components and of the whole structure. The main rack components were first individually studied. The behaviour of the uprights, of the base-plate joints and of the beam-to-column joints was experimentally investigated. The experimental data were then taken as reference for the calibration of FE models that enabled exploring each component’s performance. These models were then incorporated into the whole rack model. The response of the uprights was first investigated through stub column tests. The non-negligible interaction between axial force and bending moment of the upright response was then experimentally and numerically analysed to define the M-N domains. In addition, the rules provided by different European standards for the design of isolated members subjected to combined axial load and bending moment were considered and critically compared, identifying the main critical issues of the different design approaches. Although the contribution of joints on the rack global response is of paramount importance, to date, the knowledge is quite limited. In particular, the experimental studies of the behaviour of base-plate joints are still rather modest, especially for the cyclic range. Therefore, an experimental campaign on the rack base-plate joints was carried out: three levels of axial load were considered and the response in both the down-aisle and the cross-aisle direction was investigated under monotonic and cyclic loadings. Similarly, the beam-to-column joint was tested both monotonically and cyclically, taking into account its non-symmetric behaviour. Numerical models for both joint types were developed and validated enabling the characterisation of joints in the monotonic and cyclic range. This in-depth knowledge of the response of individual components facilitated the evaluation of the global rack behaviour. As a final stage of the research, full-scale tests of four-level two-bay racks were performed taking advantage of an innovative full-scale testing set-up and, on the basis of the experimental outcomes, the racks’ global behaviour was numerically investigated. Critical standards issues and needs for future research were further identified.
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Leong, Mun-Foo. « MOMENT-ROTATION CHARACTERISTICS OF BEAM-TO-COLUMN CONNECTIONS ». Thesis, The University of Arizona, 1985. http://hdl.handle.net/10150/275028.

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Livres sur le sujet "Beam-to-column joint"

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1936-, Chen Wai-Fah, dir. Steel beam-to-column building connections. London : Elsevier Applied Science, 1988.

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Joint model to simulate inelastic shear behavior of poorly detailed exterior and interior beam-column connections reinforeced with deformed bars under seismic excitations. Mumbai : Bhabha Atomic Research Centre, 2009.

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Chapitres de livres sur le sujet "Beam-to-column joint"

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Son, M. P., G. G. Kashevarova et A. D. Zemlyanukhin. « Development of Flexible Joint for Beam-to-Column Abutment ». Dans Proceedings of the 5th International Conference on Construction, Architecture and Technosphere Safety, 55–64. Cham : Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-030-91145-4_6.

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Peng, Chengwei, et Wenlong Lv. « Experimental Study on Mechanical Properties of the Damaged Hoop Head Mortise-Tenon Joint ». Dans Advances in Frontier Research on Engineering Structures, 397–407. Singapore : Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-8657-4_35.

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AbstractDamage is a common condition in ancient timber structures, whose influence on the mechanical properties of structures cannot be ignored. To study the mechanical properties of damaged hoop head mortise-tenon joint, four specimens with shrinkage gauge, including one intact joint specimen and three artificial simulated damaged joint specimens, are designed, and fabricated in this paper by regarding the global damage degree and column axial force as the variation of parameters. The failure mode, hysteresis curve, skeleton curve, ductility, and energy dissipation capacity of the specimens are studied by low-cyclic reversed loading tests. The results show that the failure pattern is randomly manifested as parallel-to-grain tensile cracking failure or vertical splitting failure of the beam tenon. When the global damage degree increases, the two types of damage are more likely to appear simultaneously. The global damage degree has a significant influence on the ultimate bending moment and energy dissipation capacity of hoop head mortise-tenon joints, and 2.4% of the global damage degree can lead to a significant decrease in both. The column axial force can affect the ultimate bending moment, ductility, and energy dissipation capacity of hoop head mortise-tenon joints. When the column axial force increases, the ultimate bending moment and energy dissipation capacity will increase, while the ductility will decrease.
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Ye, Dongchen, Yiyi Chen, Gang Zhao et Qingjun Shi. « Study on an Innovative H-Beam to SHS-Column Joint with Cast Column-Link in Steel Frames ». Dans Lecture Notes in Civil Engineering, 1367–77. Singapore : Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8079-6_128.

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Kasar, Arnav Anuj, Rupen Goswami, S. D. Bharti et M. K. Shrimali. « Influence of Joint Panel Zone on Seismic Behaviour of Beam-to-Column Connections ». Dans Advances in Structural Engineering, 933–43. New Delhi : Springer India, 2014. http://dx.doi.org/10.1007/978-81-322-2193-7_73.

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Ghowsi, Ahmad Fayeq, M. Adil Dar et A. R. Dar. « Behaviour of RC Beam-Column Joint Subjected to Opening Moments : Test and Numerical Validation ». Dans RILEM Bookseries, 273–84. Cham : Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-51485-3_18.

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Swapnil, B., et T. Palanisamy. « Intelligent Modeling for Shear Strength of RC Exterior Beam-Column Joint Subjected to Seismic Loading ». Dans Lecture Notes in Civil Engineering, 39–53. Cham : Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-12011-4_4.

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Chen, Peng, Fangxin Hu, Jianrong Pan et Zhan Wang. « Seismic Performance of Steel Beam-To-Column Joint with Replaceable Buckling-Restrained Energy Dissipation Fuses ». Dans Lecture Notes in Civil Engineering, 820–27. Cham : Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-03811-2_90.

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Fleury, F., O. Merabet et J. M. Reynouard. « Steel-concrete bond model : Finite element analysis of a beam-column joint subjected to cyclic alternate loading ». Dans European Seismic Design Practice, 395–402. London : Routledge, 2022. http://dx.doi.org/10.1201/9780203756492-60.

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Purwanto, Edy, P. Amarta Adri, S. A. Kristiawan, Senot Sangadji et S. Halwan Alfisa. « Strengthening of Non-engineered Building Beam-Column Joint to Increase Seismic Performance with Variation of Steel Plate Width ». Dans Proceedings of the 5th International Conference on Rehabilitation and Maintenance in Civil Engineering, 215–24. Singapore : Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-9348-9_19.

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Dujmović, Darko, Boris Androić et Ivan Lukačević. « Beam to Column Joints ». Dans Composite Structures According to Eurocode 4, 883–85. D-69451 Weinheim, Germany : Wiley-VCH Verlag GmbH, 2015. http://dx.doi.org/10.1002/9783433604908.ch26.

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Actes de conférences sur le sujet "Beam-to-column joint"

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Streppone, Simona, et Magdalini Titirla. « Finite element modelling of RC beam-to-column joint ». Dans INTERNATIONAL CONFERENCE OF NUMERICAL ANALYSIS AND APPLIED MATHEMATICS ICNAAM 2020. AIP Publishing, 2022. http://dx.doi.org/10.1063/5.0085615.

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Jayanthi, V. « Performance Evaluation of RCC Beam Column Joint with Aramid Fibre ». Dans Sustainable Materials and Smart Practices. Materials Research Forum LLC, 2022. http://dx.doi.org/10.21741/9781644901953-2.

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Abstract-In reinforced concrete structure beam, the beam column joints are more crucial zones which are most susceptible to failure during earthquake excitation. It is very important to design the joint to dissipate the large amount of energy to the neighbouring elements without loss of strength and ductility. Several retrofitting methods are employed to strengthen the beam column joint. The effective method one among is Fibre Reinforced Polymer (FRP) composites. In this paper, the deflection of beam column joint wrapped with aramid fibre has been calculated and it is compared with Ansys software solution. From the results, the deflection of the joint is decreased when aramid fibre is used.
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Istrefi, Florim. « Classification of framed systems based on beam-to-column joint performance ». Dans University for Business and Technology International Conference. Pristina, Kosovo : University for Business and Technology, 2017. http://dx.doi.org/10.33107/ubt-ic.2017.56.

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Sabariman, Bambang, et Mochamad Firmansyah Sofianto. « Study of crack patterns in beam column joint due to upwards anchoring beam effect ». Dans GREEN PROCESS, MATERIAL, AND ENERGY : A SUSTAINABLE SOLUTION FOR CLIMATE CHANGE : Proceedings of the 3rd International Conference on Engineering, Technology, and Industrial Application (ICETIA 2016). Author(s), 2017. http://dx.doi.org/10.1063/1.4985500.

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Kunii, Michihiro, Daisuke Tsukishima et Mareki Kuraoka. « Study on improvement of strength of Beam-column Joints at railway RC rigid-framed viaducts ». Dans IABSE Congress, New York, New York 2019 : The Evolving Metropolis. Zurich, Switzerland : International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0683.

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<p>In Japan, in order to make the city centering around the station, we are developing the underpass of the station as a commercial facility. Therefore, a structure that enlarges the column span and reduces the cross-sectional height of the beam to widen the under-elevated space is desired. However, while the amount of reinforcing bars increases, the beam-column joints become smaller, so that the reinforcing bars are overcrowded in the beam column joints. In addition, since the fixing length of the reinforcing bars is insufficient, or the strength of the beam-column joint cannot be sufficiently secured, problems such as not having a sufficient proof stress on the joint portion which should originally be stronger than the beam and column member. In this report, we developed a fixing method of reinforcing bars of column beams which improves the proof strength of beam-column joint and also simple reinforcing bars even in the case of small beam-column joint, and applied to station construction work, we report on them.</p>
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Bradford, Mark Andrew. « Deconstructable Flush End Plate Beam-to-Column Composite Joints : Component- Based Modelling ». Dans 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia : Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7296.

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Within a paradigm of designing building structures for their end-of-life deconstruction, thispaper addresses flush end plate beam-to-column composite joints that may be dis-assembledand reused elsewhere. The joints consist of steel beams bolted to steel columns, and these aremade composite over the joint with precast concrete slabs attached to the top flange of thesteel beams with post-tensioned high strength bolted shear connectors installed in clearanceholes. Joints of this type experience partial shear connection, and accordingly their designneeds to incorporate this effect. Experimental work reported elsewhere by the authors showsthat a structural system of this type may indeed be deconstructed, even when loaded beyondthe serviceability limit state, and that the moment-rotation response is both robust andductile. A numerical modelling using ABAQUS software is introduced in the paper, and theresults of this are used identify the parameters most influential in the structural response,and to propose equations for the initial stiffness, moment capacity and rotation capacity of ajoint. These equations are consistent with the component-based representation of theEurocode 4 and draft Australian AS2327 composite structures standard.
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Khonsari, S. V., G. L. England, M. Shahsavar-Gargari et S. M. H. Parvinnia. « Response of a Novel Beam-to-Column Connection to Monotonic and Cyclic Flexural Loading ». Dans ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57685.

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A new beam-to-column joint with high rotational as well as shear deformation capacity was devised. This high rotational ‘capacity’ is required to fulfill the great ‘demand’ for rotation arising during earthquakes, severe waves and current loads, etc. Due to its ability to contain damage during an overload, it leaves the connected elements intact. This, together with its replaceability can reduce the cost of post-event repair substantially. Its bending as well as shear performance under “monotonic” loading had already been assessed experimentally (OMAE’02-28864, OMAE’03-37292, OMAE’04-51494 & OMAE’05-67361) and proved well superior to that of conventional joints. In order to study its performance under “cyclic” flexural loading experimentally, new bending tests were conducted on mild steel specimens of the connection. These tests clearly showed the ability of the devised joint to withstand adequate number of cycles in bending and dissipate energy through well-shaped hysteresis loops. This would result in large amount of energy being dissipated in each cycle. Such very ductile response of this connection in bending is expected to be exploited in various circumstances in offshore as well as onshore structures to give rise to a ductile overall behavior of the structure. In particular, it can be utilized for the repair and retrofitting of the aging offshore platforms which need to be treated in a non-destructive manner.
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Hassanshahi, Omid, Taksiah A. Majid, Tze Liang Lau, Ali Yousefi et R. M. K. Tahara. « Seismic performance of the typical RC beam–column joint subjected to repeated earthquakes ». Dans PROCEEDINGS OF THE INTERNATIONAL CONFERENCE OF GLOBAL NETWORK FOR INNOVATIVE TECHNOLOGY AND AWAM INTERNATIONAL CONFERENCE IN CIVIL ENGINEERING (IGNITE-AICCE’17) : Sustainable Technology And Practice For Infrastructure and Community Resilience. Author(s), 2017. http://dx.doi.org/10.1063/1.5005755.

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TAN, Kang Hai, et KANG CHEN. « BEHAVIOUR OF STEEL AND COMPOSITE BEAM-COLUMN JOINTS SUBJECTED TO QUASI-STATIC AND IMPACT LOADS ». Dans 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia : Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7140.

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The behaviour of steel and composite beam-column joints was investigated in this paper. A test programme on typical beam-column joints subjected to quasi-static and impact loads was presented. A comparison of different connections was conducted and composite slab effect was investigated. Based on the test results, a component-based modelling approach was proposed and validated. Basic nonlinear springs of beam-column joint models were developed. Mechanical properties of the nonlinear springs were defined based on either current design codes or models proposed by previous researchers. Good agreement with test results was achieved by the component-based models.
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Nakaue, Shinya, et Yasushi Nishimura. « Improvement of bearing performance on exterior steel beam-reinforced concrete column joints with steel column ». Dans 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia : Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7077.

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To improve the bearing failure behavior of the exterior steel beam-reinforced concrete column joints composed of reinforced concrete columns, joint details using steel column was proposed. Steel column was attached to the lower flanges at right angles to the steel flange. The objective of this study is to clarify the effectiveness of proposed joint details experimentally and theoretically. To clarify the influence of steel column on the bearing failure of the joint, seven T-shaped subassemblages were tested under reversed cyclic loading. All specimens had the same cross sections of the steel beam. The experimental variables were the embedded length of the steel column, whether there is the end plate at the tip of the embedded steel column, and, the arrangement of transverse reinforcement ratio surrounding the steel column. The following remarks can be drawn from the test results. 1) In case of the specimen with a short embedded length of the steel column, the punching shear failure on the upper surface of the steel beam flange was remarkable when the maximum strength was reached. However, in the specimen with long embedded length of steel column, it was not observed the punching shear failure. 2) The maximum strength increased with the embedded length of the steel column. Further, the maximum strength of the specimen with the embedded length of three times of the steel column depths is subjected to bending yield strength of the steel column. 3) It was shown that the transverse reinforcement to surround the steel column and the end plate were necessary to improve the bearing failure of the joint.
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Rapports d'organisations sur le sujet "Beam-to-column joint"

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Nema, Arpit, et Jose Restrep. Low Seismic Damage Columns for Accelerated Bridge Construction. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, décembre 2020. http://dx.doi.org/10.55461/zisp3722.

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This report describes the design, construction, and shaking table response and computation simulation of a Low Seismic-Damage Bridge Bent built using Accelerated Bridge Construction methods. The proposed bent combines precast post-tensioned columns with precast foundation and bent cap to simplify off- and on-site construction burdens and minimize earthquake-induced damage and associated repair costs. Each column consists of reinforced concrete cast inside a cylindrical steel shell, which acts as the formwork, and the confining and shear reinforcement. The column steel shell is engineered to facilitate the formation of a rocking interface for concentrating the deformation demands in the columns, thereby reducing earthquake-induced damage. The precast foundation and bent cap have corrugated-metal-duct lined sockets, where the columns will be placed and grouted on-site to form the column–beam joints. Large inelastic deformation demands in the structure are concentrated at the column–beam interfaces, which are designed to accommodate these demands with minimal structural damage. Longitudinal post-tensioned high-strength steel threaded bars, designed to respond elastically, ensure re-centering behavior. Internal mild steel reinforcing bars, debonded from the concrete at the interfaces, provide energy dissipation and impact mitigation.
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Chen, Xuesen, et Gang Shi. EXPERIMENTAL STUDY OF COVER-PLATE BEAM-TO-COLUMN JOINTS IN HIGH-STRENGTH STEEL FRAMES. The Hong Kong Institute of Steel Construction, décembre 2018. http://dx.doi.org/10.18057/icass2018.p.039.

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Liu, Muming, et Gang Shi. CYCLIC LOADING TESTS OF DUPLEX STAINLESS STEEL BEAM-TO-COLUMN JOINTS WITH WUF-W CONNECTION. The Hong Kong Institute of Steel Construction, décembre 2018. http://dx.doi.org/10.18057/icass2018.p.050.

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Dan, Gan, Yan Feng, Cheng Rui et Zhou Xuhong. CYCLIC TESTS OF CONCRETE-FILLED U-SHAPED STEEL BEAM TO CONCRETE-FILLED SQUARE STEEL TUBE COLUMN JOINTS. The Hong Kong Institute of Steel Construction, décembre 2018. http://dx.doi.org/10.18057/icass2018.p.031.

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Gao, Jun-Dong, Huan-Xin Yuan et Xin-Xi Du. NUMERICAL STUDY ON STRUCTURAL BEHAVIOUR OF STAINLESS STEEL BEAM-TO-COLUMN JOINTS WITH DOUBLE EXTENDED END-PLATE CONNECTIONS. The Hong Kong Institute of Steel Construction, décembre 2018. http://dx.doi.org/10.18057/icass2018.p.157.

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STUDY ON THE STATIC BEHAVIOR OF COLD-FORMED STEEL FABRICATED BEAM-COLUMN JOINT. The Hong Kong Institute of Steel Construction, août 2022. http://dx.doi.org/10.18057/icass2020.p.310.

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This paper presents a new built-up beam-column joint with a spacer employed between channel sections under monotonic loading to study its static behavior. A validated finite element model was used to simulate the cold-formed steel (CFS) joint's moment-rotation behavior and failure mode by utilizing ABAQUS. It accounts for both material and geometrical nonlinearity. The model was further adopted to investigate the influence of bolt arrangement, spacing of intermediate connecting plates, diaphragms and various beam-column stiffness ratios on the joint behavior. The results indicate that the bolt arrangement and spacing of intermediate connecting plates have little influence on the joint performance. The internal vertical diaphragm can be adopted for the built-up beam-column joint, and diaphragm thickness should not be less than spacer thickness. The critical beam-to-column stiffness ratio is determined to be 0.38.
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ANALYSIS AND DESIGN OF AXIALLY LOADED SQUARE CFST COLUMN TO RC BEAM JOINTS STIFFENED BY DIAGONAL RIBS. The Hong Kong Institute of Steel Construction, mars 2023. http://dx.doi.org/10.18057/ijasc.2023.19.1.6.

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This work proposes a partially through-beam joint system to connect square concrete-filled steel tubular (CFST) columns and reinforced concrete (RC) beams. In the system, the holes in the steel tube allow longitudinal beam reinforcements to be continuous through the joint zone to achieve direct load-transfer of the beam, and the square steel tube with holes is strengthened by welding diagonal ribs located at the corners of the steel tube. Finite element (FE) analyses on joints with RC beams were carried out based on verified models. The analysis results showed that diagonal ribs welded to the joint tube confined the concrete in the joint zone efficiently and made up for the reduction in axial load capacity caused by the holes of the steel tube, so the joint system can meet the requirements of strong-joint weak-component under axial compression with ease. Finally, mechanics-based models and axial strength equations of joints were proposed, and the predicted results agreed well with the FE results. These results proved that the square CFST column to RC beam joints stiffened by diagonal ribs were feasible and can be applied in engineering practice based on reasonable design.
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CHARACTERISATION OF THE BEHAVIOUR OF BEAM-TO-COLUMN STEEL JOINTS UP TO FAILURE. The Hong Kong Institute of Steel Construction, septembre 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.5.

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The design of steel joints is currently dealt with in Eurocode 3 through the well-known “component method”. In particular, Part 1-8 of this standard provides guidance on how to apply the method to a wide range of joint configurations allowing to assess the latter’s initial rotational stiffness and resistance. Nonetheless, whenever a global structural plastic analysis is contemplated, provisions of Eurocode 3 are insufficient since no clear guidance on how to determine the ultimate resistance and the ultimate rotation capacity of joints is provided. In this paper, the full-range behaviour of beam-to-column steel joints is investigated using experimental, analytical, and numerical methods. A new analytical approach based on the component method is proposed and validated against five physical experiments. Through additional analytical expressions for the characterisation of basic components of steel joints, the proposed approach extends the applicability of the component method such that strain-hardening and ductility of components are accounted for. The results show a good agreement between the analytical prediction and the experimental results and also highlight specific limitations of the classical component method. Three-dimensional finite element (FE) models are also employed to simulate the behaviour of the tested beam-to-column joints. The results prove the accuracy of numerical models to simulate the non-linear response of steel joints emphasizing, however, the importance of proper modelling assumptions.
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NUMERICAL ANALYSIS AND EVALUATION OF EFFECTIVE SLAB WIDTH OF COMPOSITE CONTINUOUS BEAMS WITH SEMI-RIGID JOINT. The Hong Kong Institute of Steel Construction, décembre 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.1.

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The characterization of the structural behavior of composite beams is directly affected by the determination of the effective slab width. Various codes propose their own definitions of the effective width based on the beam span and the slab width parameters. However, the evaluation of the effective width may be influenced by other parameters. The aim of this work is to determine the most important factors affecting effective width for continuous composite beams with semi-rigid joints using numerical simulations. A three-dimensional finite element model of a composite continuous beam using explicit-solver available in ABAQUS is developed. The proposed model is validated through comparisons to available experimental results. A modified model is proposed based on the so-validated model to study the influence of the composite beam-column joint stiffness on the effective width. Then, both numerical models are used to perform an extensive parametric study to investigate the influence of various parameters on the estimation of the effective slab width. The influence of slab width, the shear connection degree, and composite joint stiffness are particularly analyzed to find out the most important parameters influencing the effective width so that simplified equations for the calculation of the effective slab width are proposed.
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SIMPLIFIED MODELLING OF NOVEL NON-WELDED JOINTS FOR MODULAR STEEL BUILDINGS. The Hong Kong Institute of Steel Construction, décembre 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.10.

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Prefabricated modular steel (PFMS) construction is a more efficient and safe method of constructing a high-quality building with less waste material and labour dependency than traditional steel construction. It is indeed critical to have a precise and valuable intermodular joining system that allows for efficient load transfer, safe handling, and optimal use of modular units' strength. Thus, the purpose of this study was to develop joints using tension bolts and solid tenons welded into the gusset plate (GP). These joints ensured rigid and secure connectivity in both horizontal and vertical directions for the modular units. Using the three-dimensional (3D) finite element (FE) analysis software ABAQUS, the study investigated the nonlinear lateral structural performance of the joint and two-storey modular steel building (MSB). The solid element FE models of joints were then simplified by introducing connectors and beam elements to enhance computational efficiency. Numerous parameters indicated that column tenons were important in determining the joint's structural performance. Moreover, with a standard deviation (SD) of 0.025, the developed connectors and beam element models accurately predicted the structural behaviour of the joints. As a result of their simplification, these joints demonstrated effective load distribution, seismic performance, and ductility while reducing computational time, effort, and complexity. The validity of the FE analysis was then determined by comparing the results to the thirteen joint bending tests performed in the reference.
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