Bibliografías temáticas / Beam-Column Joints

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Literatura académica sobre el tema "Beam-Column Joints"

Autor: Grafiati
Publicado: 4 de junio de 2021
Última modificación: 21 de febrero de 2023

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Artículos de revistas sobre el tema "Beam-Column Joints"

1

Walpole, W. R. "Beam-column joints". Bulletin of the New Zealand Society for Earthquake Engineering 18, n.º 4 (31 de diciembre de 1985): 369–80. http://dx.doi.org/10.5459/bnzsee.18.4.369-380.

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Vimal Arokiaraj, G. y 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 de octubre de 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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3

Hwang, Hyeon-Jong y Chang-Soo Kim. "Simplified Plastic Hinge Model for Reinforced Concrete Beam–Column Joints with Eccentric Beams". Applied Sciences 11, n.º 3 (1 de febrero de 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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4

Gombosuren, Dagvabazar y Takeshi Maki. "Prediction of Joint Shear Deformation Index of RC Beam–Column Joints". Buildings 10, n.º 10 (5 de octubre de 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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5

Zhao, Huang Juan, Hai Tao Fan y Zhi Xin Wang. "Nonlinear Finite Element Analysis of Interior Beam-Column Joints in Reinforced Concrete Frame". Applied Mechanics and Materials 166-169 (mayo de 2012): 1062–66. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1062.

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By using finite element analysis software ABAQUS, the mechanical behavior of the beam-column joints is studied through analyzing 8 interior beam-column joints in RC frame. Meanwhile, the factors which can have effects on the behavior of the beam-column joints are also obtained. The reasonable parameters such as material constitutive, the boundary conditions and mesh types will directly affect the accuracy of finite element analysis results. The mechanical behavior of the beam-column joint in RC frame is decided by concrete strength and volumetric percentage of stirrups. With the increase of concrete strength and volumetric percentage of stirrups in joint core, the shear capacity of interior beam-column joints in RC frame is improved.
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6

R., Balamuralikrishnan y Saravanan J. "Finite Element Analysis of Beam – Column Joints Reinforced with GFRP Reinforcements". Civil Engineering Journal 5, n.º 12 (1 de diciembre de 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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7

Guo, Rui, Dan Yang, Bin Jia y Deyun Tang. "Seismic Response of GFRP-RC Interior Beam-to-Column Joints under Cyclic Static Loads". Buildings 12, n.º 11 (16 de noviembre de 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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8

Guo, Ting, Na Yang, Huichun Yan y Fan Bai. "Experimental study of moment carrying behavior of typical Tibetan timber beam-column joints". Advances in Structural Engineering 24, n.º 11 (18 de marzo de 2021): 2402–12. http://dx.doi.org/10.1177/13694332211001503.

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This study aimed to investigate the moment carrying behavior of typical Tibetan timber beam-column joints under monotonic vertical static load and also evaluate the influence of length ratio of Gongmu to beam (LRGB) and dowels layout on the structural performance of the joint. Six full-scale specimens were fabricated with same construction but different Gongmu length and dowels position. The moment carrying performance of beam-column joints in terms of failure mode, moment resistance, and rotational stiffness of joints were obtained via monotonic loading tests. Test results indicated that all joints are characterized by compressive failure perpendicular to grain of Ludou. Additionally, it was found that greater LRGB leads to greater initial rotational stiffness and maximum moment of the joint by an increase of restraint length for beam end; however, offsetting dowels toward column resulted smaller stiffness and ultimate bending moment of joints, particularly, offsetting Beam-Gongmu dowels toward column changed the moment-rotation curve pattern of the beam-column joint, accompanied by a hardening stiffness at last phase. Furthermore, a simplified trilinear model was proposed to represent the moment-rotation relationship of the typical Tibetan timber beam-column joint.
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9

Wardi, Syafri y Sulaiman Yusuf Ardiansyah. "Perbandingan Ketentuan dan Analisis Detailing Hubungan Balok-Kolom Berdasarkan SNI 2847:2013 dan SNI 2847:2019". Borneo Engineering : Jurnal Teknik Sipil 1, n.º 2 (30 de agosto de 2022): 159–70. http://dx.doi.org/10.35334/be.v1i2.2430.

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Recent earthquakes in Indonesia have caused significant damage to many buildings, especially because the beam-column joints did not satisfy the detailing requirements for the seismic-resistant building. SNI 2847: 2013 is an Indonesian code for designing concrete buildings, which has been updated to SNI 2847:2019, consist of several new provisions related to detailing beam-column joints. This study discusses the comparison of detailing requirements based on the two codes and compares the analysis of detailing of the beam-column joints in a focused building, a five-story building which represents a medium rise building. The comparison of detailing requirements for beam-column joint according to SNI 2847:2013 and SNI 2847:2019 showed that SNI 2847:2019 has several new requirements related to the height of the joint, standard hooks in an exterior joint, headed bar, and transverse reinforcement in the joint. Then, comparing the results of analysis of detailing of the beam column joints in the focused building showed that there is no different on the detailing results of the joints according to SNI 2847:2013 dan SNI 2847:2019.
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10

Purnomo, Joko, V. Octaviani, P. K. Chiaulina y Jimmy Chandra. "Evaluation of a Macro Lump Plasticity Model for Reinforced Concrete Beam-Column Joint under Cyclic Loading". Civil Engineering Dimension 22, n.º 2 (6 de octubre de 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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Tesis sobre el tema "Beam-Column Joints"

1

El-Amoury, Tarek Abbas Ghobarah Ahmed. "Seismic rehabilitation of concrete frame beam-column joints /". *McMaster only, 2004.

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2

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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3

Hannah, Mark Alexander. "Investigation of the design recommendations of reinforced concrete beam-column joints". Thesis, University of Canterbury. Civil Engineering, 2013. http://hdl.handle.net/10092/10981.

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A parametric analysis on 58 beam-column joint specimens has been conducted. The analysis considered 14 fundamental parameters in the design of each specimen and two performance indicators: the horizontal shear strength ratio between the maximum measured strength and the theoretical strength at beam yield, and the nominal curvature ductility of the adjacent beams. Each parameter was varied by a power function, while the linear correlation coefficient between each parameter and performance indicator was recorded. A combined multiple parameter analysis was then conducted to show the interaction of the design parameters and show the representative influences of each parameter based on the magnitude of the applied power functions. Two design equations were constructed from the most influential design parameters, one for each performance indicator. The shear strength ratio was found to be governed by the horizontal joint shear stress, the column axial stress and the yield strength of the longitudinal beam reinforcement. The available curvature ductility of the adjacent beams was also found to be governed by the horizontal joint shear stress, the column axial stress and the yield strength of the longitudinal beam reinforcement, but also the quantity of the horizontal joint shear reinforcement. The influence of the column axial stress on both performance indicators was found to be best represented by a quadratic function. This was because the column axial stress was found to be beneficial up to stress levels of , but axial stress levels exceeding were found to be detrimental to the performance of the beam-column joint, compared to a joint with no axial stress on the columns. The non-linear relationship of the column axial stress agreed with the design assumptions in NZS 3101 for low axial stress values, but at higher axial stress values NZS 3101 assumes a continued performance increase as a result of increasing axial stress, which has been found to be un-conservative. Additionally, an interaction between the column axial stress and the horizontal joint shear stress has been identified. As a result, beam-column joints with high column axial stress levels above 0.40 and horizontal joint shear stress levels in the order of have been shown to fail in a brittle crushing of the concrete in the joint core. Considering this behaviour, it is recommended that the column axial stress levels in earthquake designed beam-column joints should not exceed 0.35 . The results of the parametric analysis were then compared against the current NZS 3101 design equations for conservatism. It was found that a reduction in the horizontal joint shear reinforcement may be possible for beam-column joints incorporating Grade 300 steel in the longitudinal reinforcement of the beams and axial stress levels below 0.25 , but when Grade 500 steel is used or the column axial stress is greater than 0.25 , an increase in the joint shear reinforcement is required compared to NZS 3101. The current NZS 3101 design requirement of at least 40% of the joint shear force, to be resisted by means of joint shear reinforcement, has been found to be appropriate.
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4

Salisbury, Seth T. "Repair and strengthening of reinforced concrete beam-column joints". Connect to resource, 2010. http://hdl.handle.net/1811/45377.

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Vollum, Robert Lars. "Design and analysis of reinforced concrete beam-column joints". Thesis, Imperial College London, 1998. http://hdl.handle.net/10044/1/7500.

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Jemaa, Yaser. "Seismic behaviour of deficient exterior RC beam-column joints". Thesis, University of Sheffield, 2013. http://etheses.whiterose.ac.uk/15025/.

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Post-earthquake reconnaissance and results of previously conducted experiments show that stiffness and strength deterioration of beam-column joints can have a detrimental effect on the integrity and vulnerability of reinforced concrete frame structures, especially in older buildings in developing countries. As a result, there is a need to develop efficient structural evaluation techniques that are capable of accurately estimating the strength and deformability of existing buildings to facilitate the development of safer, simpler, and lower cost retrofit solutions and thus contributing to risk mitigation. The current research is part of a general effort that is being carried out at the University of Sheffield to quantify and develop strategies for the mitigation of seismic risk in developing countries. The primary aim of this work is to improve the current understanding of the seismic behaviour of deficient exterior reinforce concrete beam-column joints. Seven full-scale isolated exterior beam-column joints were tested under quasi-static cyclic loading to investigate and quantify the effects of using different types of beam reinforcement anchorages and low column axial loads on the seismic shear performance of exterior beam-column joints with no shear reinforcement. Contrary to what is reported in the literature, the test results show that increasing the column axial load even at very low levels «O.2f'oAg,) can enhance the joint shear strength of deficient exterior joints (exhibiting pure shear failure) by up to 15%. The test results also show that, for the same joint panel geometry and column axial load, the type of beam anchorage detail, whether it is a straight bar, long or short hook, can influence the joint shear strength by up to 34%. A new analytical model that predicts the shear strength of deficient exterior beam-column joints in both loading directions and takes into account the column axial load and bond conditions within the joint is developed. The model predicts with good accuracy the strength of the tested specimens in addition to other specimens reported by other researchers. Furthermore, a springbased exterior beam-column joint model for finite element analysis of deficient RC frames is proposed. The model development includes a joint shear stress-strain constitutive model based on the developed strength model. The simulated response using the proposed model shows good agreement with the experimentally observed response.
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7

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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8

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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MEIRA, MAGNUS THIAGO DA ROCHA. "EXPERIMENTAL STUDY OF BEAM-COLUMN JOINTS WITH DIFFERENT CONCRETE STRENGTHS". PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2009. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=15357@1.

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COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
O emprego de concretos de diferentes resistências em pilares e nos demais elementos do edifício, sendo o concreto dos pilares o de maior resistência, tem sido uma opção adotada em algumas edificações. Nas construções em geral, o concreto do pavimento é colocado continuamente atravessando o nó pilar-pavimento. Como resultado, o concreto da parte do pilar na região de encontro entre o pavimento e o pilar tem uma resistência menor do que no resto do pilar. Como, em geral, esta região do pilar se encontra confinada pelo pavimento, surge então a dúvida sobre qual é a resistência à compressão que se deve utilizar no cálculo do pilar; se deve ser a do pilar, a do pavimento ou um valor intermediário. O objetivo do trabalho é estudar experimentalmente a influência do confinamento do nó em pilares interceptados por vigas. As variáveis adotadas foram a taxa de armadura e a deformação específica inicial na armadura longitudinal das vigas. Nesta tese foram estudados experimentalmente quatro espécimes com vigas nas duas direções e oito espécimes com vigas em uma direção. Também foram ensaiados dois pilares isolados e homogêneos, um com concreto de mesma resistência à compressão do concreto utilizado no pilar e outro com concreto com resistência igual à resistência do concreto das vigas. As resistências nominais dos concretos das vigas e dos pilares foram 30 MPa e 70 MPa respectivamente. Os resultados indicaram que o confinamento promovido por vigas nas duas direções resulta num aumento significativo na carga de ruptura. O aumento da taxa de armadura das vigas aumenta a capacidade final somente nos espécimes com vigas nas duas direções. A influência da deformação inicial na armadura das vigas é inexpressiva.
The use of concretes with different strengths in columns and in the others elements of the floor, with the columns having the concrete with the highest strength, has been an option adopted in some buildings. In general, the concrete of the floor is poured continuously crossing the floor-column joint. As a result, the concrete strength in the joint region is lower than the concrete strength of the rest of the column. Since, in general, the joint region is confined by the floor, a doubt on the effective strength of the joint remains. The objective of the present work was to study experimentally the influence of the lateral confinement in the joint region of columns intercepted by beams. The variables were the reinforcement ratio and the initial strain in the tension reinforcement of the beams. In the present thesis, four specimens with beams in one direction and eight specimens with beams in two directions were studied experimentally. In addition, two isolated columns were also tested, one with concrete of same strength of the concrete of the columns and other with concrete of same strength of the concrete of the beams. The compressive concrete strength of the beams and columns were 30 MPa and 70 MPa respectively. The results indicated that the confinement provided by beams in two directions causes a significant increase of the failure load. The increase of the tension reinforcement ratio of the beams increases the failure load only in specimens with beams in two directions. The initial strain in the tension reinforcement of the beams has no effect on the ultimate capacity of the specimens.
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10

Elflah, Mohamed A. Hussaen. "Structural behaviour of stainless steel bolted beam to column joints". Thesis, University of Birmingham, 2018. http://etheses.bham.ac.uk//id/eprint/8545/.

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Initially, two experimental programmes studying the structural behaviour of stainless steel beam-to-open column joints and beam-to-tubular column joints under static loads are reported in detail. The joint configurations tested include flush and extended end plate connections, top and seat cleat connections and top, seat and web cleat connections. The full moment-rotation characteristics are reported in detail. It is observed that the connections displayed excellent ductility, superior than that of equivalent carbon steel connections, and attained loads much higher than the ones predicted by design standards for carbon steel joints. Nonlinear FE models have been developed and validated against the experimental results. The FE models are shown to accurately replicate the experimentally determined, initial stiffness, ultimate resistance, overall moment-rotation response and observed failure modes. In addition, a comprehensive parametric study is conducted. The design rules for stainless steel connections, which are based on the specifications of EN 1993-1-8 for carbon steel joints, are reviewed and are found to be overly conservative in terms of strength and inaccurate in terms of stiffness thus necessitating the development of novel design guidance in line with the observed structural response. Hence, simplified mechanical models in line with the observed response are developed.
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Más fuentes

Libros sobre el tema "Beam-Column Joints"

1

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

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2

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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3

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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4

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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5

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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6

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

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7

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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8

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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9

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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10

Akanshu, Sharma y 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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Capítulos de libros sobre el tema "Beam-Column Joints"

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Dujmović, Darko, Boris Androić y Ivan Lukačević. "Beam to Column Joints". En 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 y P. Gergely. "Flexural Members and Beam-Column Joints". En 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. y A. K. Prsadkrishnan. "Behaviour of Beam–Column Joints Under Cyclic Loading". En 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 y Viorel Popa. "Design of Beam Anchorages in Beam-Column Joints in Seismic Structures". En 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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Kasar, Arnav Anuj, S. D. Bharti, M. K. Shrimali y Rupen Goswami. "Effects of Column-to-Beam Strength Ratio on Behaviour of Beam-to-Column Moment Joints". En Lecture Notes in Civil Engineering, 303–12. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0362-3_24.

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Maquoi, R. y J. P. Jaspart. "Load-Introduction Resistance of Column Webs in Strong Axis Beam-to-Column Joints". En Contact Loading and Local Effects in Thin-walled Plated and Shell Structures, 204–11. Berlin, Heidelberg: Springer Berlin Heidelberg, 1992. http://dx.doi.org/10.1007/978-3-662-02822-3_25.

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Qureshi, J. y S. Shrestha. "Behaviour of steel end plate bolted beam-to-column joints". En Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 944–49. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348443-154.

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Prota, Andrea, Marco Di Ludovico, Alberto Balsamo, Claudio Moroni, Mauro Dolce y Gaetano Manfredi. "FRP Local Retrofit of Non-Conforming RC Beam-Column Joints". En Seismic Evaluation and Rehabilitation of Structures, 243–60. Cham: Springer International Publishing, 2013. http://dx.doi.org/10.1007/978-3-319-00458-7_14.

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Qureshi, J. y S. Shrestha. "Behaviour of steel end plate bolted beam-to-column joints". En Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 329–30. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348450-154.

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Tusnin, Alexander y Valeria Platonova. "End-Plate Beam-to-Column Joints in the Steel Framework". En Lecture Notes in Civil Engineering, 329–39. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-10853-2_31.

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Actas de conferencias sobre el tema "Beam-Column Joints"

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Hirsch, Richard A. "Flexible Beam-Column Joints". En ASME 2003 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASME, 2003. http://dx.doi.org/10.1115/detc2003/rsafp-48700.

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"Behavior of Beam Column Joints Using High-Strength Materials". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2866.

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"Behavior of Reinforced Concrete Beam-Column Joints With Eccentricity". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2863.

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"Beam-Column Joints in Precast Concrete Construction in Japan". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2907.

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"Development of Design Criteria for RC Interior Beam-Column Joints". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2822.

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"Towards New Bond and Anchorage Provisions for Interior Joints". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2884.

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"Experimental Study on Prefabricated Beam-Column Subassemblages". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2876.

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"Bond and Anchorage of Bars in Reinforced Concrete Beam-Column Joints". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2874.

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"Mechanisms of Slab Contributions in Beam-Column Subassemblages". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2856.

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"Influence of Transverse Joint and Beam Reinforcement and Relocation of Plastic Hinge Region onBeam Column Joint Stiffness Deterioration". En SP-123: Design of Beam-Column Joints for Seismic Resistance. American Concrete Institute, 1991. http://dx.doi.org/10.14359/2849.

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Informes sobre el tema "Beam-Column Joints"

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

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

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

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Dan, Gan, Yan Feng, Cheng Rui y 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, diciembre de 2018. http://dx.doi.org/10.18057/icass2018.p.031.

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

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Nema, Arpit y Jose Restrep. Low Seismic Damage Columns for Accelerated Bridge Construction. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, diciembre de 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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Tong, Chao, Jing Wu, Luqi Xie y Chunyu Li. SEISMIC PERFORMANCE RESEARCH OF BEAM-COLUMN ENERGY DISSIPATION JOINT WITH HIDDEN CORBEL. The Hong Kong Institute of Steel Construction, diciembre de 2018. http://dx.doi.org/10.18057/icass2018.p.105.

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CHEN, Yiyi, Kang WANG, Nannan YAN y Xianzhong ZHAO. STUDY ON THE VERTICAL LOADING TRANSFERRING MECHANISM OF JOINT WITH LARGE DIMENSION CFT COLUMN AND STEEL BEAM. The Hong Kong Institute of Steel Construction, diciembre de 2018. http://dx.doi.org/10.18057/icass2018.p.062.

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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, marzo de 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, septiembre de 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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