Relevant bibliographies by topics / Shear in beam-column joints

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Academic literature on the topic 'Shear in beam-column joints'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Shear in beam-column joints"

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Zheng, Wenzhong, Dehong Wang, and Yanzhong Ju. "Performance of Reinforced Reactive Powder Concrete Beam-Column Joints under Cyclic Loads." Advances in Civil Engineering 2018 (2018): 1–12. http://dx.doi.org/10.1155/2018/3914815.

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An experimental research was carried out to investigate the seismic performance and shear strength of reactive powder concrete interior beam-column joints subjected to reverse cyclic loads. Four beam-column joint specimens were cast and tested in the investigation. The failure characteristics, deformational properties, ductility, and energy dissipation of reinforced reactive powder concrete interior beam-column joints were analyzed in this paper. The shear strength of joints was calculated according to the GB5001-2010 and ACI 318-14. The results shows that reactive powder concrete beam-column joints have a higher shear-cracking strength and shear carrying capacity and strength degradation and rigidity degradation are not notable. Additionally, the use of RPC for beam-column joints can reduce the congestion of stirrups in joints core. The shear force in the RPC joint is mainly carried by the diagonal strut mechanism; the design expression of ACI 318-14 can be used for calculating the shear strength of RPC joints, which has a safety margin of 22%∼38% in this test.
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Gombosuren, Dagvabazar, and Takeshi Maki. "Prediction of Joint Shear Deformation Index of RC Beam–Column Joints." Buildings 10, no. 10 (October 5, 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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R., Balamuralikrishnan, and Saravanan J. "Finite Element Analysis of Beam – Column Joints Reinforced with GFRP Reinforcements." Civil Engineering Journal 5, no. 12 (December 1, 2019): 2708–26. http://dx.doi.org/10.28991/cej-2019-03091443.

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Glass Fibre Reinforcement Polymer (GFRP) reinforcements are currently used as internal reinforcements for all flexural members due to their resistance to corrosion, high strength to weight ratios, the ability to handle easily and better fatigue performance under repeated loading conditions. Further, these GFRP reinforcements prove to be the better alternative to conventional reinforcements. The design methodology for flexural components has already come in the form of codal specifications. But the design code has not been specified for beam-column joints reinforced internally with GFRP reinforcements. The present study is aimed to assess the behaviour of exterior beam-column joint reinforced internally with GFRP reinforcements numerically using the ABAQUS software for different properties of materials, loading and support conditions. The mechanical properties of these reinforcements are well documented and are utilized for modelling analysis. Although plenty of literature is available for predicting the joint shear strength of beam-column joints reinforced with conventional reinforcements numerically, but no such study is carried for GFRP reinforced beam-columns joints. As an attempt, modelling of beam-column joint with steel and with GFRP rebars is carried out using ABAQUS software. The behaviour of joints under monotonically increasing static and cyclic load conditions. Interpretation of all analytical findings with results obtained from experiments. The analysis and design of beam-column joints reinforced with GFRP reinforcements are carried out by strut and tie model. Strut and Tie models are based on the models for the steel reinforced beam-column joints. The resulting strut and tie model developed for the GFRP reinforced beam-column joints predicts joint shear strength. Joint shear strength values obtained from the experiments are compared with the analytical results for both the beam-column joints reinforced with steel and GFRP reinforcements. The joint shear strength predicted by the analytical tool ABAQUS is also validated with experimental results.
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Ghobarah, Ahmed, and A. Said. "Shear strengthening of beam-column joints." Engineering Structures 24, no. 7 (July 2002): 881–88. http://dx.doi.org/10.1016/s0141-0296(02)00026-3.

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Wu, Tao, Xi Liu, Guo Hua Xing, and Bo Quan Liu. "Shear Behavior of Interior Joints with Different Depth Beams in RC Frame Structures." Advanced Materials Research 217-218 (March 2011): 1504–9. http://dx.doi.org/10.4028/www.scientific.net/amr.217-218.1504.

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Six specimens of interior joints with different depth beams were tested under reversed cyclic loading. The failure characteristics and shear force versus shear angle skeleton curves of interior joints are analyzed. Based on the experimental study, an analytical model for equivalent joint core of abnormal joint under the combined action of axial load and shear is established, and the shear stress versus shear angle curves of equivalent joint core of tested specimens was calculated by using modified compression field theory (MCFT).Test results indicated that the first crack appeared in the minor core (determined by the low beam and the top column), and the final failure appeared in the large core (determined by the high beam and the bottom column). The critical crack load was quite nearly with the ultimate load of abnormal joints, and seismic behavior of beam-column joint sub-assemblage was poorer than that of ordinary joints. Good agreement between experimental results and prediction results is achieved.
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Wang, Dehong, Yanzhong Ju, and Hao Shen. "Crack Resistance Properties of HPFRC Beam-Column Joints under Cyclic Load." Advances in Materials Science and Engineering 2019 (March 4, 2019): 1–11. http://dx.doi.org/10.1155/2019/8361095.

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To investigate the crack resistance properties of high-performance fiber-reinforced concrete (HPFRC) beam-column joints, quasi-static tests of twenty-four beam-column joint specimens were performed. Test specimen variables included joint types, size effect, axial compression ratio, stirrup ratio in joint, web reinforcement, and noncorner vertical reinforcement across the joint region. The influences of these factors on the crack properties of HPFRC joints were analyzed. Test results showed that the shear strength at the crack of HPFRC exterior joints with shear failure was closer to the ultimate bearing capacity. The average ratio of the cracking shear force to the peak shear force was 0.631 for the exterior joint with shear failure, and the ratio was 0.527 for the interior joint with the same size. The size effect was observed in HPFRC joint specimens, and the average shear stress at the joint crack decreased with the increase of the joint specimen size. The increase of the axial compression ratio can improve the crack resistance properties (cracking strength and crack width) of HPFRC joints. Web reinforcement and noncorner vertical reinforcement across the joint region have no evident influence on the cracking strength of joints, but they significantly affect the distribution and width of cracks in the joint region. The formulas for calculating the cracking strength and crack width of HPFRC joints were proposed based on the test results.
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Dang, Cong Thuat, and Ngoc Hieu Dinh. "Experimental Study on the Structural Performance of Beam-Column Joints in Old Buildings without Designed Shear Reinforcement under Earthquake." Materials Science Forum 902 (July 2017): 33–40. http://dx.doi.org/10.4028/www.scientific.net/msf.902.33.

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Old reinforced concrete buildings constructed around 1980’s in many developing countries have been designed against mainly gravity load. Beam-column joints in these buildings contain slightly or no shear reinforcement inside the panel zones due to the construction convenience, and are vulnerable to shear failure in beam-column joints under the action of earthquake loads, especially for the exterior beam-column joints. This experimental study aimed to investigate the seismic performance of five half-scale exterior beam-column joints simulating the joints in existing reinforced-concrete buildings with non-shear hoop details. The test results showed that the structural performances of the beam-column joints under earthquake including failure mode, load-drift ratio relationship, shear strain of the joints and energy dissipation are strongly affected by the amount of longitudinal reinforcing bars of beams.
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Xiang, Ping, ZH Deng, YS Su, HP Wang, and YF Wan. "Experimental investigation on joints between steel-reinforced concrete T-shaped column and reinforced concrete beam under bidirectional low-cyclic reversed loading." Advances in Structural Engineering 20, no. 3 (July 29, 2016): 446–60. http://dx.doi.org/10.1177/1369433216653841.

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Steel-reinforced concrete T-shaped column-beam structure system has superiorities of both steel-reinforced structure and special-shaped column structure. This research focuses on steel-reinforced concrete T-shaped column-beam joint design and experimentally investigates seismic behaviors of the proposed joints. Pseudo-static tests are carried out on three steel-reinforced concrete T-shaped column-reinforced concrete beam joints and one reinforced concrete T-shaped column-reinforced concrete beam joint. The experiments were conducted under bidirectional low-cyclic reversed loading to simulate realistic loading conditions under earthquake. Hysteresis loops of all the specimens, including load–deflection, moment–rotation, and load–shear deformation loops, are plotted for the evaluation of seismic reaction. The working index, ductility coefficient, and equivalent viscous-damping coefficient are calculated for comparisons. Meanwhile, the ductility, capacity of energy dissipation, stiffness degradation, and the function of steel reinforcement in resisting shear force in the joint core area are intensively studied. Based on experimental results, this research analyzes shear-resistant capacity and the inner force transmission in these joints. It is found that the steel-reinforced concrete T-shaped column-reinforced concrete beam joint performs well under seismic conditions; moreover, shear-resistant capacity, ductility, and reliability are satisfactory. Conclusions derived from this research are useful for engineering practice.
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Wang, Kun, Shi Yun Xu, and Hui Hui Luo. "Nonlinear Analysis of Shear Performance for Joint of Steel Reinforced Concrete Beam and Angle-Steel Concrete Column." Applied Mechanics and Materials 256-259 (December 2012): 674–79. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.674.

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Based on the simulated results of joint of SRC beam and RC column (steel reinforced concrete beam and reinforced concrete column) with steel anchor, an analytical research on failure models and shear performance of three types of joints is conducted, which is composed of SRC beam and RC column, of SRC beam and column (steel reinforced concrete beam and column) and of SRC beam and ASC column (steel reinforced concrete beam and angle-steel concrete column). Then the parameters analysis for joint of SRC beam and ASC column is carried out, and the design formula of shear capacity for joint of SRC beam and ASC column is given on account of a great number of calculated and statistic results.
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Lee, Jung Yoon, Jong Wook Park, and Sang A. Cha. "Strength of Interior Reinforced Concrete Beam-Column Assembles." Advanced Materials Research 250-253 (May 2011): 3506–9. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.3506.

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This paper provides a method to predict the strength of interior reinforced concrete beam-column joints that fail in shear before the plastic hinges occur at both ends of the adjacent beams. The proposed method takes into account the axial force ratio, the compressive strength of concrete, and the shear strength deterioration in the beam-column joints. In order to verify the shear strength of the proposed method, the behaviors of 38 interior beam-column joints were compared. Comparisons between the observed and calculated shear strengths of the tested beam-column assembles, showed reasonable agreement.
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Dissertations / Theses on the topic "Shear in beam-column joints"

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Parker, Daniel Edward. "Shear strength within reinforced concrete beam-column joints." Thesis, University of Bolton, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.492666.

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Reinforced concrete is an economical construction material and is widely used throughout the world in buildings and bridges. The shear strength within beam-column joints in reinforced concrete structures has been identified as an area where further research is still needed in order to form reliable design methods. The aim of this research programme has been to develop a rational analytical model which can be used conveniently in the design of beam-column joints. The work consists of a brief literature review, an extensive experimental programme and the development of a new analytical model for predicting the strength of beam-column joints. The new analytical model is a development of the strut-and-tie model and is believed to be original in two ways: (a) The influence of the shear span and the spacing of the links (if any) are considered directly. (b) The inclination of the compression field is determined by maximising the contribution of the concrete to the stiffness of the member in shear. The new analytical model is shown to predict the strength of the test specimens and of many specimens reported in the literature more reliably than current design codes and standards
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Ridwan. "Reinforced concrete beam-column joints strengthened in shear with embedded bars." Thesis, University of Birmingham, 2016. http://etheses.bham.ac.uk//id/eprint/7138/.

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Beam-column (BC) joints play an important role in the seismic performance of moment-resisting reinforced concrete (RC) frame structures. Without adequate joint shear reinforcement, BC joints can be the most vulnerable elements during an earthquake. Several techniques for improving the seismic performance of BC joints have been proposed, but they have been criticised for being labour-intensive and/or susceptible to premature debonding. This research explores the application of the deep embedment technique for strengthening a shear-deficient beam-column joint. Two approaches, experimental and finite element (FE) study were conducted. The experiment contained the tests of seven exterior RC BC joints under constant column axial load and a reverse cyclic load at the beam end. Variables considered during the experiments were the material type and embedded reinforcement ratio. The FE study included the modelling of the tested specimens using ABAQUS and parametric study to asses the effect of column axial load, concrete compressive strength and embedded bar size on joint shear strength. The experimental results showed the strengthened specimens had superior global and local behaviour compared to the control one. In addition, the maximum joint shear strength also changes linearly with the variation of the concrete strength, column axial load and embedded bar size.
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Fisher, Matthew John. "Experimental Evaluation of Reinforcement Methods for Concrete Beam-Column Joints." The Ohio State University, 2009. http://rave.ohiolink.edu/etdc/view?acc_num=osu1243628129.

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Byrne, Joseph D. R. "Bond and shear mechanics within reinforced concrete beam-column joints incorporating the slotted beam detail." Thesis, University of Canterbury. Civil & Natural Resources Engineering, 2012. http://hdl.handle.net/10092/8716.

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The recent earthquakes in Christchurch have made it clear that issues exist with current RC frame design in New Zealand. In particular, beam elongation in RC frame buildings was widespread and resulted in numerous buildings being rendered irreparable. Design solutions to overcome this problem are clearly needed, and the slotted beam is one such solution. This system has a distinct advantage over other damage avoidance design systems in that it can be constructed using current industry techniques and conventional reinforcing steel. As the name suggests, the slotted beam incorporates a vertical slot along part of the beam depth at the beam-column interface. Geometric beam elongation is accommodated via opening and closing of these slots during seismically induced rotations, while the top concrete hinge is heavily reinforced to prevent material inelastic elongation. Past research on slotted beams has shown that the bond demand on the bottom longitudinal reinforcement is increased compared with equivalent monolithic systems. Satisfying this increased bond demand through conventional means may yield impractical and economically less viable column dimensions. The same research also indicated that the joint shear mechanism was different to that observed within monolithic joints and that additional horizontal reinforcement was required as a result. Through a combination of theoretical investigation, forensic analysis, and database study, this research addresses the above issues and develops design guidelines. The use of supplementary vertical joint stirrups was investigated as a means of improving bond performance without the need for non-standard reinforcing steel or other hardware. These design guidelines were then validated experimentally with the testing of two 80% scale beam-column sub-assemblies. The revised provisions for bond within the bottom longitudinal reinforcement were found to be adequate while the top longitudinal reinforcement remained nominally elastic throughout both tests. An alternate mechanism was found to govern joint shear behaviour, removing the need for additional horizontal joint reinforcement. Current NZS3101:2006 joint shear reinforcement provisions were found to be more than adequate given the typically larger column depths required rendering the strut mechanism more effective. The test results were then used to further refine design recommendations for practicing engineers. Finally, conclusions and future research requirements were outlined.
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Wong, Ho Fai. "Shear strength and seismic performance of non-seismically designed reinforced concrete beam-column joints /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202005%20WONG.

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Deaton, James B. "Nonlinear finite element analysis of reinforced concrete exterior beam-column joints with nonseismic detailing." Diss., Georgia Institute of Technology, 2013. http://hdl.handle.net/1853/47538.

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This research investigated the behavior of nonseismically detailed reinforced concrete exterior beam-column joints subjected to bidirectional lateral cyclic loading using nonlinear finite element analysis (NLFEA). Beam-column joints constitute a critical component in the load path of reinforced concrete buildings due to their fundamental role in integrating the overall structural system. Earthquake reconnaissance reports reveal that failure of joints has contributed to partial or complete collapse of reinforced concrete buildings designed without consideration for large lateral loads, resulting in significant economic impact and loss of life. Such infrastructure exists throughout seismically active regions worldwide, and the large-scale risk associated with such deficiencies is not fully known. Computational strategies provide a useful complement to the existing experimental literature on joint behavior and are needed to more fully characterize the failure processes in seismically deficient beam-column joints subjected to realistic failure conditions. Prior to this study, vulnerable reinforced concrete corner beam-column joints including the slab had not been analyzed using nonlinear finite element analysis and compared with experimental results. The first part of this research focused on identification and validation of a constitutive modeling strategy capable of simulating the behaviors known to dominate failure of beam-column joints under cyclic lateral load using NLFEA. This prototype model was formulated by combining a rotating smeared crack concrete constitutive model with a reinforcing bar plasticity model and nonlinear bond-slip formulation. This model was systematically validated against experimental data, and parametric studies were conducted to determine the sensitivity of the response to various material properties. The prototype model was then used to simulate the cyclic response of four seismically deficient beam-column joints which had been previously evaluated experimentally. The simulated joints included: a one-way exterior joint, a two-way beam-column exterior corner joint, and a series of two-way beam-column-slab exterior corner joints with varying degrees of seismic vulnerability. The two-way corner joint specimens were evaluated under simultaneous cyclic bidirectional lateral and cyclic column axial loading. For each specimen, the ability of the prototype model to capture the strength, stiffness degradation, energy dissipation, joint shear strength, and progressive failure mechanisms (e.g. cracking) was demonstrated.
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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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Liu, Cong. "Seismic behaviour of beam-column joint subassemblies reinforced with steel fibres." Thesis, University of Canterbury. Civil Engineering, 2006. http://hdl.handle.net/10092/1118.

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High performance cementitious composites have been increasingly used for a range of structural applications in many countries. More recently, a notable interest has been focused on structural performance under seismic loading. However, a critical lack of coherent information and experimental/numerical data available in the literature has to be recognized along with the absence of specific and well-accepted code-guidelines for use of FRC in seismic applications. More specifically, when dealing with seismic resistant frame systems, few researchers have investigated in the past the seismic response of beam-column joints reinforced with steel fibres. These preliminary experimental tests have shown that adding steel fibres in joints is an effective method for improving joint behaviour and energy absorption capacity as well as enhancing the damage tolerance of joints and reducing the number of stirrups in seismic joints. However, due to the limited number of experimental tests as well as of the wide dispersion in the type and mechanical properties of the fibres adopted in these independent researches, the actual contributions of concrete, steel fibres and stirrups to the overall joint shear capacity has not yet been clearly identified and understood. This research aims to investigate the seismic behaviour and failure modes of beam-column joint subassemblies reinforced with steel fibres with the intent to provide preliminary suggestions for a simple but rational analytical procedure to evaluate the joint shear strength when either fibres and/or stirrups are adopted. As part of a more comprehensive on-going research campaign on the seismic behaviour of FRC members and systems, six 2-D exterior beam-column joint subassemblies were tested under simulated seismic loading (quasi-static cyclic loading regime) at the Civil Engineering Laboratory of the University of Canterbury. In order to assess the contribution of steel fibres to the joint (panel zone) shear strength, both under-designed systems (with no transverse reinforcement in the joint, following older practice before the pre-1970s) and well designed systems (following the NZ concrete design standard NZS 3101:1995) were adopted as benchmark specimens. The performance of steel fibre reinforced beam-column joints were compared with that of conventional joints. Results showed that using steel fibre reinforced concrete (SFRC) within beam-column joints can significantly enhance the shear resistance capacity of joints. However, using steel fibre reinforcement alone can not prevent buckling of the reinforcing bars when joints are under high intensity seismic loading. Furthermore, the test results also showed that using steel fibre reinforcement is an effective method to reduce the lateral reinforcement in the beam plastic hinge region. As part of the analytical investigation, a simplified procedure to evaluate the joint shear contribution provided by different amounts of fibres with or without the presence of stirrups has been also introduced. Influence of the axial load on the joint nominal shear capacity has been accounted for by adopting principle stresses. Tentative strength degradation curves (principle tensile stress vs. shear deformation) have also been calibrated on the experimental data which confirmed that a tentative relationship between the joint shear contributions provided by concrete, stirrups and steel fibres was a viable tool for designing SFRC joint. Furthermore, joint shear resistance coefficient contributed by steel fibres has been compared with previous experimental test available in literature to obtain an appropriate value for SFRC joint design guidelines. M_N performance based domain visualization has also been used to evaluate the hierarchy of strength and sequence of events of beam-column joint subassemblies.
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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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Guan, Youliang. "Crack path selection and shear toughening effects due to mixed mode loading and varied surface properties in beam-like adhesively bonded joints." Diss., Virginia Tech, 2014. http://hdl.handle.net/10919/24905.

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Structural adhesives are widely used with great success, and yet occasional failures can occur, often resulting from improper bonding procedures or joint design, overload or other detrimental service situations, or in response to a variety of environmental challenges. In these situations, cracks can start within the adhesive layer or debonds can initiate near an interface. The paths taken by propagating cracks can affect the resistance to failure and the subsequent service lives of the bonded structures. The behavior of propagating cracks in adhesive joints remains of interest, including when some critical environments, complicated loading modes, or uncertainties in material/interfacial properties are involved. From a mechanics perspective, areas of current interest include understanding the growth of damage and cracks, loading rate dependency of crack propagation, and the effect of mixed mode fracture loading scenarios on crack path selection. This dissertation involves analytical, numerical, and experimental evaluations of crack propagation in several adhesive joint configurations. The main objective is an investigation of crack path selection in adhesively bonded joints, focusing on in-plane fracture behavior (mode I, mode II, and their combination) of bonded joints with uniform bonding, and those with locally weakened interfaces. When removing cured components from molds, interfacial debonds can sometimes initiate and propagate along both mold surfaces, resulting in the molded product partially bridging between the two molds and potentially being damaged or torn. Debonds from both adherends can sometimes occur in weak adhesive bonds as well, potentially altering the apparent fracture behavior. To avoid or control these multiple interfacial debonding, more understanding of these processes is required. An analytical model of 2D parallel bridging was developed and the interactions of interfacial debonds were investigated using Euler-Bernoulli beam theory. The numerical solutions to the analytical results described the propagation processes with multiple debonds, and demonstrated some common phenomena in several different joints corresponding to double cantilever beam configurations. The analytical approach and results obtained could prove useful in extensions to understanding and controlling debonding in such situations and optimization of loading scenarios. Numerical capabilities for predicting crack propagation, confirmed by experimental results, were initially evaluated for crack behavior in monolithic materials, which is also of interest in engineering design. Several test cases were devised for modified forms of monolithic compact tension specimens (CT) were developed. An asymmetric variant of the CT configuration, in which the initial crack was shifted to two thirds of the total height, was tested experimentally and numerically simulated in ABAQUS®, with good agreement. Similar studies of elongated CT specimens with different specimen lengths also revealed good agreement, using the same material properties and cohesive zone model (CZM) parameters. The critical specimen length when the crack propagation pattern abruptly switches was experimentally measured and accurately predicted, building confidence in the subsequent studies where the numerical method was applied to bonded joints. In adhesively bonded joints, crack propagation and joint failure can potentially result from or involve interactions of a growing crack with a partially weakened interface, so numerical simulations were initiated to investigate such scenarios using ABAQUS®. Two different cohesive zone models (CZMs) are applied in these simulations: cohesive elements for strong and weak interfaces, and the extended finite element method (XFEM) for cracks propagating within the adhesive layer. When the main crack approaches a locally weakened interface, interfacial damage can occur, allowing for additional interfacial compliance and inducing shear stresses within the adhesive layer that direct the growing crack toward the weak interface. The maximum traction of the interfacial CZM appears to be the controlling parameter. Fracture energy of the weakened interface is shown to be of secondary importance, though can affect the results when particularly small (e.g. 1% that of the bulk adhesive). The length of the weakened interface also has some influence on the crack path. Under globally mixed mode loadings, the competition between the loading and the weakened interface affects the shear stress distribution and thus changes the crack path. Mixed mode loading in the opposite direction of the weakened interface is able to drive the crack away from the weakened interface, suggesting potential means to avoid failure within these regions or to design joints that fail in a particular manner. In addition to the analytical and numerical studies of crack path selection in adhesively bonded joints, experimental investigations are also performed. A dual actuator load frame (DALF) is used to test beam-like bonded joints in various mode mixity angles. Constant mode mixity angle tracking, as well as other versatile loading functions, are developed in LabVIEW® for use with a new controller system. The DALF is calibrated to minimize errors when calculating the compliance of beam-like bonded joints. After the corrections, the resulting fracture energies ( ) values are considered to be more accurate in representing the energy released in the crack propagation processes. Double cantilever beam (DCB) bonded joints consisting of 6061-T6 aluminum adherends bonded with commercial epoxy adhesives (J-B Weld, or LORD 320/322) are tested on the DALF. Profiles of the values for different constant mode mixity angles, as well as for continuously increasing mode mixity angle, are plotted to illustrate the behavior of the crack in these bonded joints. Finally, crack path selection in DCB specimens with one of the bonding surfaces weakened was studied experimentally, and rate-dependency of the crack path selection was found. Several contamination schemes are attempted, involving of graphite flakes, silicone tapes, or silane treatments on the aluminum oxide interfaces. In all these cases, tests involving more rapid crack propagation resulted in interfacial failures at the weakened areas, while slower tests showed cohesive failure throughout. One possible explanation of this phenomenon is presented using the rate-dependency of the yield stress (commonly considered to be corresponding to the maximum traction) of the epoxy adhesives. These experimental observations may have some potential applications tailoring adhesive joint configurations and interface variability to achieve or avoid particular failure modes.
Ph. D.
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Books on the topic "Shear in beam-column joints"

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Atrach, Omar. Behaviour of interior and exterior beam-column joints under earthquake conditions. Ottawa: National Library of Canada, 1992.

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American Concrete Institute. Committee 352. Recommendations for design of beam-column joints in monolithic reinforced concrete structures. [Detroit]: American Concrete Institute, 1985.

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Xin, Xian Zuo. Behaviour of reinforced concrete interior beam-column joints designed using high strength concrete and steel. Christchurch, N.Z: University of Canterbury, Dept. of Civil Engineering, 1992.

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Sharma, Akanshu. Experimental investigations and evaluation of strength and deflections of reinforced concrete beam-column joints using nonlinear static analysis. Mumbai: Bhabha Atomic Research Centre, 2009.

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Sharma, Akanshu. Experimental and analytical investigations on behavior of reinforced concrete exterior beam-column joints without and with retrofitting. Mumbai: Scientific Information Resource Division, Bhabha Atomic Research Centre, 2013.

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

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Design of beam-column joints for seismic resistance. Detroit, Mich. (P.O. Box 19150, Redford Sta., Detroit 48219): American Concrete Institute, 1991.

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O, Jirsa J., ed. Design of beam-column joints for seismic resistance. Detroit, Mich. (P.O. Box 19150, Redford Sta., Detroit 48219): American Concrete Institute, 1991.

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Akanshu, Sharma, and Bhabha Atomic Research Centre, eds. Investigations on inelastic behavior of non-seismically detailed reinforced concrete beam-column joints under cyclic excitations. Mumbai: Bhabha Atomic Research Centre, 2008.

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Book chapters on the topic "Shear in beam-column joints"

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Du, Xiuli, and Liu Jin. "Size Effect on Shear Failure of RC Beam-to-Column Joints." In Size Effect in Concrete Materials and Structures, 555–602. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-4943-8_9.

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Kövesdi, Balázs, and László Dunai. "On the Stiffening the Shear Panels of Beam-to-Column Joints." In Design, Fabrication and Economy of Metal Structures, 315–20. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-36691-8_47.

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Tran, Minh Tung, Minh Tien Nguyen, and Quoc Bao Bui. "A New Formula for the Shear Strength of Exterior RC Beam-Column Joints Using Headed Bars." In Lecture Notes in Civil Engineering, 829–39. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-6713-6_82.

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Vishnu Pradeesh, L., Saptarshi Sasmal, Kanchana Devi, and K. Ramanjaneyulu. "Evaluation of Models for Joint Shear Strength of Beam–Column Subassemblages for Seismic Resistance." In Advances in Structural Engineering, 885–96. New Delhi: Springer India, 2014. http://dx.doi.org/10.1007/978-81-322-2193-7_69.

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Dachang, Zhang, Noguchi Hiroshi, and Kashiwazaki Takashi. "Two-dimensional finite element analysis on shear performance of RC interior beam-column joints reinforced by a new reinforcing method." In Finite Elements in Civil Engineering Applications, 455–65. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211365-59.

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Matsui, G., and Y. Tsuboi. "Stresses and Deformations at the Beam-to-Wall Joints of Shear Wall Structures." In Photoelasticity, 203–8. Tokyo: Springer Japan, 1986. http://dx.doi.org/10.1007/978-4-431-68039-0_25.

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Dujmović, Darko, Boris Androić, and Ivan Lukačević. "Beam to Column Joints." In 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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Meyer, C., F. C. Filippou, and P. Gergely. "Flexural Members and Beam-Column Joints." In Modelling and Analysis of Reinforced Concrete Structures for Dynamic Loading, 65–109. Vienna: Springer Vienna, 1998. http://dx.doi.org/10.1007/978-3-7091-2524-3_2.

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Ravichandran, K., and A. K. Prsadkrishnan. "Behaviour of Beam–Column Joints Under Cyclic Loading." In Lecture Notes in Civil Engineering, 115–25. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9162-4_10.

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Cotofana, Dragos, Mihai Pavel, and Viorel Popa. "Design of Beam Anchorages in Beam-Column Joints in Seismic Structures." In Seismic Hazard and Risk Assessment, 519–29. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-74724-8_35.

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Conference papers on the topic "Shear in beam-column joints"

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Nakaue, Shinya, and Yasushi Nishimura. "Improvement of bearing performance on exterior steel beam-reinforced concrete column joints with steel column." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7077.

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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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Bradford, Mark Andrew. "Deconstructable Flush End Plate Beam-to-Column Composite Joints: Component- Based Modelling." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7296.

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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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SS, Surya, and R. Sajeeb. "A Review on the Plastic Hinge Characteristics of Beam-Column Joints in RC Moment Resisting Frames." In International Web Conference in Civil Engineering for a Sustainable Planet. AIJR Publisher, 2021. http://dx.doi.org/10.21467/proceedings.112.7.

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The behavior of beam-column joints plays a crucial role in the performance of Reinforced Concrete (RC) moment-resisting frames in earthquake-prone areas. In beam-column joints with high strength concrete and shear reinforcement in joints, the plastic hinge is formed at the beam-column joint interface, which is an undesirable failure mode. Predicting the behavior of plastic hinges subjected to large inelastic deformations caused by extreme loads such as earthquake plays an important role in assessing maximum stable deformation capacities of framed concrete structures. The present paper reviews the plastic hinge characteristics of beam-column joints of RC moment-resisting frames. A careful study and understanding of joint behavior are essential to arrive at a proper judgment of the design of joints. Various types of joints and the influence of bond strength characteristics, forces acting on joints, reinforcement detailing, and the concept and formation of plastic hinges in the joints are thoroughly reviewed.
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WONG, H. F., and J. S. KUANG. "EXPERIMENTAL STUDY ON SHEAR STRENGTH OF EXTERIOR BEAM-COLUMN JOINTS WITH DIFFERENT TYPES OF BEAM BAR ANCHORAGES." In Tall Buildings from Engineering to Sustainability - Sixth International Conference on Tall Buildings, Mini Symposium on Sustainable Cities, Mini Symposium on Planning, Design and Socio-Economic Aspects of Tall Residential Living Environment. WORLD SCIENTIFIC, 2005. http://dx.doi.org/10.1142/9789812701480_0035.

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Yoshida, Mikihito, and Yasushi Nishimura. "IMPROVEMENT OF BEARING FAILURE BEHAVIOR OF T-SHAPED S BEAM – RC COLUMN JOINTS USING PERFOBOND PLATE CONNECTORS." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7007.

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For the joints composed of steel beams and reinforced concrete columns, shear failure and bearing failure are the key failure modes. The shear failure indicates stable hysteresis loop without the strength degradation. On the other hand, the bearing failure mode indicates large pinching and strength degration after the attainment of the maximum load.Accordingly, bearing failure in the joints should not be caused in RCS system.To improve the bearing failure behavior of S beam - RC column joint, joint details using perfobond plate connectors were proposed. Perfobond plate connectors were attached on the upper and bottom flanges at right angles to the steel flange. The objective of this study is to clarify the effectiveness of proposed joints details experimentally and theoretically.Six specimens were tested. All specimens were T-shaped planar beam - column joints with 350mm square RC column and S beams with the width of 125mm and the depth of 300mm. The beams were all continuous through the column.Perfobond plate connectors were attached on the bottom flanges at right angles to the steel flange.Three holes were set up in the perfobond plate connectors. The experimental variable was the transverse reinforcement ratio of the joints. The transverse reinforcement ratio of the joints was 0.181% and 0.815%. For each transverse reinforcement ratio of the joints, specimen without the perfobond plate connectors, specimen with the perfobond plate connectors and specimen with the reinforcing bar inserted the hole of perfobond plate connectors were planned.For all specimens, the hysteresis loop showed the reversed S-shape. However, energy dissipation for specimens for specimens with perfobond plate connectors was larger than of specimen without perfobond plate connectors. Bearing strength of specimens with perfobond plate connectors was larger than that of specimen without perfobond plate connectors. From the test results, shear strength of concrete connector a hole was 0.7 times compression strength of concrete.On the other hand, shear strength of inserted reinforcing bar was 1.25 times shear strength of reinforcing bar.Based on the stress transferring mechanism and resistance mechanism of joints proposed by authors, the design formulae of joints with perfobond plate connectors were proposed.The predictions were shown to be in good agreement with the test results.
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Demonceau, Jean-François. "Characterisation of beam-to-column composite joints beyond current Eurocode provisions." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7260.

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In EN 1994-1, design rules are given for the evaluation of the mechanical properties of structural steel-concrete composite joints (rotational stiffness, resistance and ductility) based on the component method offered in EN 1993-1-8 and adding specific components for composite joints. These rules cover only the situations for the joints subjected to shear forces and hogging moments. However, during the last decades, researches have been conducted on the behaviour of composite joints subjected to different kind of actions such as sagging bending moments, cyclic loadings, combined bending moments and axial loads, elevated temperatures etc. with the objective of improving/extending the rules presently proposed in the Eurocodes design rules. As an outcome of the Technical Committee 11 of the European Convention of Constructional Steelwork (ECCS) dedicated to the behaviour of composite structures, a publication summarising these recent developments and their main outcomes is under finalisation. Within the present paper, it is proposed to highlight these main outcomes which could be seen as proposals for future improvements of the beam-to-column provisions in Eurocodes in general and of Eurocode 4 in particular.
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Khonsari, S. V., G. L. England, M. Shahsavar-Gargari, and S. M. H. Parvinnia. "Response of a Novel Beam-to-Column Connection to Monotonic and Cyclic Flexural Loading." In 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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Khonsari, S. V., G. L. England, S. M. H. Parvinnia, and E. Hajialiakbari-Fini. "Innovative Structural Joint Tolerates High Rotational and Shear Overload." In ASME 2004 23rd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2004. http://dx.doi.org/10.1115/omae2004-51494.

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A new beam-to-column (horizontal brace-to-leg) and bracing-to-frame (diagonal brace-to-horizontal brace/leg) connection was developed. It is a comprehensive package in which the solution to all of the shortcomings and deficiencies of all conventional and/or commonly used connections is provided. The major deficiency of basically all the existing beam-to-column connections is their inability to deliver large rotations. In this devised connection, it has been solved by using a totally different geometry—a geometry which does not restrict the joint from deforming freely in a smooth, uniform and non-violent manner. Such mode of deformation, if delivered by a ductile material, should lead to a high energy dissipation capacity. Especially, if the ductility of the constituting material of the connection is not degraded as a result of fabrication operations, or if so, it is restored through practicing a suitable heat treatment process, e.g. annealing, the energy dissipation capacity should improve substantially. Moreover, in order to attract the damage and prevent it from spreading through the beam (bracing) and the column (leg), whose replacement is formidable, the connection should work in a ‘sacrificial’ capacity. This, together with making it ‘replaceable,’ will reduce the cost of aftermath repair substantially, while replacing the damaged beam or column, if possible, is very costly. In addition to its high rotational (bending) capacity, at least 6 times those of conventional joints (depending on the connection design), its ‘shear deformation capacity’ is quite considerable, absolutely incomparable with those of its conventional counterparts, which are virtually ‘nil.’ This connection is a ‘self-contained separate entity’ which comprises two parallel attachment plates between which two circular, or else, tubes are laid and fixed through welding, though alternatively the whole combination can be produced by extrusion. In the ‘original version’ of the connection, the two plates are laid in a parallel relation with the axis of bending, whereas in its ‘alternate version,’ they are laid in an orthogonal relation with the axis of bending. Tests carried out on specimens of the two distinct versions of the connection proved all its claimed characteristics, both in shear and bending. In particular, those carried out more recently, not reported in previous papers (OMAE’02-28264 & OMAE’03-37292), were quite revealing with regard to the ‘shear strength’ and the ‘shear deformation capacity’ of the original version (horizontally-laid-tube, HLT, version) of the connection—far beyond what was expected by the authors.
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Liu, Shu-xian, Xiao-gang Wei, and Li-ping Lv. "The mechanism analysis of anti-Seismic performance of concrete-filled steel tube inclined column shear ring-RC ring beam joints." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5776330.

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leon, Roberto T., Ioannis Koutromanos, and Chenxi Xing. "Advanced Simulations for Seismic Design of Reinforced Concrete Joints." In 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.2019.1706.

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<p>The seismic performance of older reinforced concrete moment frames in recent earthquakes indicates that these buildings are particularly vulnerable to collapse. Although extensive experimental research over the last three decades has clarified some of the mechanisms governing the behavior of this structural typology, detailed modeling of their behavior has remained elusive. A primary reason is that our ability to model the beam-column-slab connections is poor when shear cracking and bond degradation interact strongly. In this work, two types of advanced models have been developed to address this shortcoming: one based on a refined finite element analysis and one on a simplified truss analogy. In both cases, the intent is to elucidate the resistance mechanisms, peak strength, bond behavior and ductility exhibited by beam column joints. In the finite element formulation, superior results are obtained through careful material modeling, including the bond-slip relationship. The simplified model uses a nonlinear truss analogy, with the bond-slip effect accounted for through nonlinear zero-length spring elements with appropriate constitutive relationships. Both models are calibrated to well-documented tests and are shown to produce very good results when comparing local measurements. The truss model actually produces better results for cases where shear cracking dominates the overall behavior. The models are used to assess the performance of prototype connections designed to meet current American design standards. The results indicate that these joints will perform as expected under uniaxial cyclic loads, with strength and stiffness deterioration beginning around 3% drift. Further studies, not described herein, have shown very poor joint performance if subjected to biaxial loads and poorly if subjected to large cyclic deformations.</p>
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Reports on the topic "Shear in beam-column joints"

1

Zerkane, Ali. Cyclic Loading Behavior of CFRP-Wrapped Non-Ductile Reinforced Concrete Beam-Column Joints. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.3001.

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Chen, Xuesen, and Gang Shi. EXPERIMENTAL STUDY OF COVER-PLATE BEAM-TO-COLUMN JOINTS IN HIGH-STRENGTH STEEL FRAMES. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.039.

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

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Dan, Gan, Yan Feng, Cheng Rui, and 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, December 2018. http://dx.doi.org/10.18057/icass2018.p.031.

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Gao, Jun-Dong, Huan-Xin Yuan, and 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, December 2018. http://dx.doi.org/10.18057/icass2018.p.157.

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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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BEHAVIOR OF CFST-COLUMN TO STEEL-BEAM JOINTS IN THE SCENARIO OF COLUMN LOSS. The Hong Kong Institute of Steel Construction, March 2019. http://dx.doi.org/10.18057/ijasc.2019.15.1.7.

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BEHAVIOUR OF REINFORCED JOINTS BETWEEN STEEL BEAM AND L-SHAPED WIDE LIMB COMPOSITE COLUMN. The Hong Kong Institute of Steel Construction, March 2021. http://dx.doi.org/10.18057/ijasc.2021.17.1.8.

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Overview of NIST research on seismic performance of moment resisting precast concrete beam-column joints containing post-tensioning. Gaithersburg, MD: National Institute of Standards and Technology, 1993. http://dx.doi.org/10.6028/nist.ir.5257.

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