Journal articles on the topic 'Beam-to-column joint'
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1
Vimal Arokiaraj, G., and 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 (October 31, 2022): 1–19. http://dx.doi.org/10.1155/2022/7874066.
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This paper discusses the concept of self-consolidating concrete mix with Alccofine-1203, superplasticizer, viscosity modification agent, crimped steel fiber on the RC beam column joint. Totally, eight reinforced-concrete (RC) column joints with M25 grade concrete were considered in this study. Out of eight RC beam column joints, two beam column joints served as Alccofine, two beam column joint specimens served as Alccofine 5%, two beam column joint specimens served as Alccofine-10%, and two beam column joint specimens served as Alccofine-15%. All the RC beam column joint specimens were tested under the compression until failure in the loading frame of 2000 kN capacity. The test results of Alccofine-10% showed the higher loading capacity than that of Alccofine-5% and Alccofine-15% in self-consolidating concrete RC beam column joints. The percentage of superplasticizer, viscosity modification agent, and crimped steel fiber is maintained. Nonlinear finite element analysis (FEA) to analyse the beam column joint through nonlinear finite element modelling (NLFEM) and the modelling results were compared from the experimental results. The results obtained through ANSYS modelling show good agreement with the experimented results. The deflection ductility of experimental results shows 1.57, and the predicted deflection ductility shows 1.59 in beam column joint with Alccofine-10%. ANSYS software is validated as appropriate software to predict the study parameters of self-consolidation concrete in beam column joints.
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Urbonas, Kestutis, and Alfonsas Daniūnas. "COMPONENT METHOD EXTENSION TO STEEL BEAM‐TO‐BEAM AND BEAM‐TO‐COLUMN KNEE JOINTS UNDER BENDING AND AXIAL FORCES." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 11, no. 3 (September 30, 2005): 217–24. http://dx.doi.org/10.3846/13923730.2005.9636353.
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This paper presents an analysis of semi‐rigid beam‐to‐beam end‐plate bolted and beam‐to‐column end‐plate bolted knee joints that are subjected to bending and tension or compression axial force. Usually the influence of axial force on joint rigidity is neglected. According to EC3, the axial load, which is less than 10 % of plastic resistance of the connected member under axial force, may be disregarded in the design of joint. Actually the level of axial forces in joints of structures may be significant and has a significant influence on joint rigidity. One of the most popular practical method permitting the determination of rigidity and strength of joint is the so‐called component method. The extension of the component method for evaluating the influence of bending moment and axial force on the rigidity and strength of the joint are presented in the paper. The numerical results of calculations of rigidity and strength of beam-to-beam and beam-to-column knee joints are presented in this paper as well.
3
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.
4
Guo, Rui, Dan Yang, Bin Jia, and Deyun Tang. "Seismic Response of GFRP-RC Interior Beam-to-Column Joints under Cyclic Static Loads." Buildings 12, no. 11 (November 16, 2022): 1987. http://dx.doi.org/10.3390/buildings12111987.
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A total of nine specimens were constructed and tested under cyclic loads to investigate the differences in seismic behavior between glass fiber-reinforced polymer (GFRP)-reinforced concrete (RC) joints and RC beam-to-column joints. The experimental parameters included stirrup ratios, axial pressure ratios and concrete strength of the beam-to-column joints. The cyclic loading test results showed that the GFRP-RC beam-to-column joints can withstand significantly high lateral deformations without exhibiting brittle failure. Moreover, the RC beam-to-column joint exhibited significantly higher energy dissipation and residual displacement than the GFRP-RC beam-to-column joint by 50% and 60%, respectively. Finally, a shear capacity calculation method for the core zone of this kind of joint was proposed, which agreed well with the experimental results.
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Desta, Negasa, Kabtamu Getachew, and Daba Geresu. "Numerical Investigation of Textile Reinforced Cement Structural Stay-in-Place Formwork Designed as Beam-Column Joint Shear Reinforcement." Advances in Civil Engineering 2022 (June 30, 2022): 1–24. http://dx.doi.org/10.1155/2022/4644433.
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This study investigates the feasibility and structural performance of textile reinforced cement (TRC) stay-in-place (SiP) formwork designed as shear reinforcement for beam-column joints under monotonic loading through the nonlinear finite element package ABAQUS. This was achieved by conducting numerical analysis on 24 beam-column joints using different parameters that affect the joints’ performance, including column axial load ratio, concrete compressive strength, beam tensile reinforcement ratio, joint shear reinforcement ratio, and thickness of TRC. The models were first calibrated to the results obtained from the experimental program of previous studies. The start of the yielding behavior of the composite beam-column (73 kN) corresponds well to the conventional beam-column joint (72 kN). A similar correlation can be observed at the ultimate load with only a 3.7% difference, 84 kN in the case of the composite beam-column joint and 81 kN in the case of the conventional beam-column joint. The findings of this investigation showed that a beam-column with a full steel stirrup and TRC SiP formwork as shear reinforcement at the joint exhibits similar yielding behavior, such that TRC SiP formwork can replace the full steel stirrup at the joint, as proved by comparison analysis. Furthermore, the numerical analysis results due to the effect of these essential parameters on the structural performance of the beam-column with TRC SiP formwork at the joint were also discussed.
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Hwang, Hyeon-Jong, and Chang-Soo Kim. "Simplified Plastic Hinge Model for Reinforced Concrete Beam–Column Joints with Eccentric Beams." Applied Sciences 11, no. 3 (February 1, 2021): 1303. http://dx.doi.org/10.3390/app11031303.
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In nonlinear analysis for performance-based design of reinforced concrete moment frames, a plastic hinge spring element is predominantly used in order to simply and accurately describe the inelastic behavior of beam–column joints, including strength degradation. Although current design codes and guidelines provide various beam–column joint models, the focus is on concentric beam–column joints. Therefore, more studies are required for eccentric beam–column joints, which are also common in practice. In the present study, to consider the effect of beam eccentricity on the behavior of beam–column joints, a simplified plastic hinge model was proposed using the effective joint width of current design codes. The proposed model was compared to the cyclic loading test results of beam–column joints with/without beam eccentricity. The comparison showed that the simplified plastic hinge model with the effective joint width of NZS 3101-2006 or Eurocode 8 is considered acceptable for design purpose.
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Li, Yunan, Xian Dong, Zhan Wang, Jiajun Li, and Ke Qin. "Research on Mechanical Properties of Angle Beam-column Joint with Gusset plate." E3S Web of Conferences 233 (2021): 03031. http://dx.doi.org/10.1051/e3sconf/202123303031.
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There is wide use of beam-column joint with gusset plate angle connection in engineering, however, the mechanical properties of these joints are still lack of complete theoretical and experimental research. This kind of joint is often simplified as an articulated connection or other types of connections in the design. In this paper, experimental study and finite element analysis are carried out to study the flexural behavior of the beam-column joint with gusset plate angle connection. The finite element analysis is used to analyze the differences between the beam-column joint with gusset plate and other joints. The moments-rotation curves and failure modes of the three kinds of beam-column joints were obtained by the static test which were carried out. A more reasonable design of beam-column joint with angle plate of gusset plate is put forward through the research of this paper: the deformation of the column flange is restricted after adding the stiffener, which can avoid the premature yield of the column flange and making the joint have good energy dissipation capacity.
8
James, Jerison Scariah, and Margrette Mary James. "Effect of Fibres on Beam Column Joint Failure." Applied Mechanics and Materials 857 (November 2016): 59–64. http://dx.doi.org/10.4028/www.scientific.net/amm.857.59.
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Concrete is one of the most resourceful and environmental friendly building materials. It can be cast to fit any structural shape from a cylindrical water storage tank to a rectangular beam, slabs and column in a high-rise building. In RC buildings, portions of columns that are common to beams at their intersections are called beam column joints. Beam-column joints have a crucial role in the structural integrity of the buildings. Review of literature indicates that numerous studies were conducted in the past to study the behaviour of beam-column joints with normal concrete. However, those recommendations are not intended for the fibre reinforced concrete. Some indicates that this material is an alternative to the confining reinforcement in the joint region. So the comparative study of the performance of different fibres in beam column joint has a greater importance and relevance in the field of RCC framed structures. This thesis aims to study the behaviour of beam column joint by evaluating the performance of fibre reinforced concrete. The incorporation of fibres in beam column joint is analysed in this study. The use of different types of fibres such as steel and polypropylene are evaluated.
9
Purnomo, Joko, V. Octaviani, P. K. Chiaulina, and Jimmy Chandra. "Evaluation of a Macro Lump Plasticity Model for Reinforced Concrete Beam-Column Joint under Cyclic Loading." Civil Engineering Dimension 22, no. 2 (October 6, 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
10
Zhang, Xizhi, Jiashu Hao, Dongchao Duan, Shengbo Xu, Shaohua Zhang, and Houxin Yu. "Experimental study on bolted and anchored beam-to-column joints of prefabricated concrete frames." Advances in Structural Engineering 23, no. 2 (August 29, 2019): 374–87. http://dx.doi.org/10.1177/1369433219872432.
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A new type of beam-to-column joint used in prefabricated concrete frames was proposed in this study. In this joint, the longitudinal bars at the top of the beam are anchored to the column using straight thread sleeves, and the bars at the bottom are welded to the steel fastener that is bolted to the column. Cyclic loading tests of three specimens, namely, two beam–column joints of this type and a cast-in-place beam–column joint, were conducted to study the seismic behavior and feasibility of this type of joint. The difference between the two prefabricated joints is the shape of the holes on the end plate. Failure modes of the specimens were observed and analyzed. The hysteretic curves, bearing capacities, stiffness degeneration, ductility, and energy-dissipating capacities of the specimens were compared and studied. Test results indicated that all beam–column joints exhibited beam hinge failure. No slippage was observed between the concrete and horizontal plates of the steel fasteners used in the new type of joint. The bearing capacity and initial stiffness of both prefabricated specimens compared with the cast-in-place ones were increased. The steel fastener could increase the distance between the plastic hinge and the side surface of the column while enlarging the length of the plastic hinge. The trend of energy dissipation and stiffness degeneration of the specimens were similar, and the ductility coefficient ranged from 2.7 to 4.91. The displacement angles of the joints exceeded 1/50 before the failure of the specimens. The mechanical behavior of both prefabricated joints was similar, but the joint with U-shaped holes on the end plate was convenient to create.
11
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.
12
Zhang, Min, Zhengrong Xue, Yihu Chen, Dan Lu, Wen Qin, and Wei Yu. "Hysteresis Performance and Restoring-Force Model of Precast Concrete Ring-Lap Beam-Column Joints." Buildings 13, no. 2 (January 18, 2023): 286. http://dx.doi.org/10.3390/buildings13020286.
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In order to study the restoring-force characteristics of precast concrete ring-lap beam-column joints, three precast concrete ring-lap beam-column joint specimens and one cast-in-place concrete beam-column joint specimen were designed and fabricated, and low-circumferential repeated loading tests were conducted. The results show that the bearing capacity of the ring-lap beam-column joint is higher than that of the cast-in-place beam-column joint, and with the increase in the lap length, the bearing capacity, ductility, and energy dissipation capacity of the ring-lap beam-column joint increase significantly, and the local damage is also mitigated. Based on the test results and the existing restoring-force model theory, a trifold restoring-force model is proposed for precast concrete ring-lap beam-column joints considering the effect of lap length. The proposed restoring-force model is consistent with the hysteresis curve of the assembled column, which indicates that the proposed restoring-force model can better reflect the influence of the lap length on the hysteresis characteristics, and can provide a reference for the structural elastic–plastic analysis and engineering application of the precast concrete ring-lap beam-column joint. The proposed restoring-force model can better reflect the influence of lap length on the hysteretic properties, which can provide a reference for the structural elastoplastic analysis and engineering application of this precast concrete ring-lap beam-column joint.
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Guo, Ting, Na Yang, Huichun Yan, and Fan Bai. "Experimental study of moment carrying behavior of typical Tibetan timber beam-column joints." Advances in Structural Engineering 24, no. 11 (March 18, 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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Dhanabal, P., P. Narendra Reddy, and K. S. Sushmitha. "Analytical and Experimental Study on Flexural Behavior of Beam-column Joint with Addition of Polypropylene Fibers." Journal of Modern Materials 9, no. 1 (June 2, 2022): 26–35. http://dx.doi.org/10.21467/jmm.9.1.26-35.
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Key scope of this research is evaluation of actions of beam to column joints under the impact load acting on it. The beam-column joints, a common area between frame beams and columns. It is the most critical zone to ensure the global response of such momentary resistance structures. Several approaches have been attempted over the years by many civil engineers and practitioners to improve the deficiently thorough joint in between beam and column. The highest bending moment and shear forces in the framed structures are at the junction area. As a result, that joint between beam and column is one of a collapse zone. Joint in outer is more important among the beam-column joints. The effect may be caused by a weight falling on the design object or possibly falling off the design object and hitting the hard surface. In this work, an emphasis has been made to understand the joint vulnerability against impact loads and its behavior is analyzed using the ANSYS software. From this experimental program observed that, impact resistance in RCC beam to column joints can be improved by improving stiffness by added polypropylene fibers and energy absorption can also be improved.
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Wardi, Syafri, and 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, no. 2 (August 30, 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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Leon, Roberto, and James O. Jirsa. "Bidirectional Loading of R.C. Beam-Column Joints." Earthquake Spectra 2, no. 3 (May 1986): 537–64. http://dx.doi.org/10.1193/1.1585397.
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Fourteen reinforced concrete beam-column joint subassemblages were tested to investigate the effects of load history, beam reinforcement size, beam geometry and floor slabs on joint behavior under cyclic bidirectional load reversals. The full-scale specimens were loaded biaxially to simulate the worst loading condition on the joints of a multi-story ductile moment-resisting frame. The tests showed that biaxial effects can have a significant impact on joint behavior due to the deterioration of column strength, that the beam and slab geometry can significantly affect the joint shear response, and that bond conditions and column-to-beam flexural capacity ratio control the design of such subassemblages.
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Abdul Ghani, Kay Dora, and Nor Hayati Hamid. "Comparing the Seismic Performance of Beam-Column Joints with and without SFRC when Subjected to Cyclic Loading." Advanced Materials Research 626 (December 2012): 85–89. http://dx.doi.org/10.4028/www.scientific.net/amr.626.85.
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The experimental work on two full-scale precast concrete beam-column corner joints with corbels was carried out and their seismic performance was examined. The first specimen was constructed without steel fiber, while second specimen was constructed by mixed up steel fiber with concrete and placed it at the corbels area. The specimen were tested under reversible lateral cyclic loading up to ±1.5% drift. The experimental results showed that for the first specimen, the cracks start to occur at +0.5% drifts with spalling of concrete and major cracks were observed at corbel while for the second specimen, the initial cracks were observed at +0.75% with no damage at corbel. In this study, it can be concluded that precast beam-column joint without steel fiber has better ductility and stiffness than precast beam-column joint with steel fiber. However, precast beam-column joint with steel fiber has better energy dissipation and fewer cracks at corbel as compared to precast beam-column joint without steel fiber.
18
Gao, Fei, Zhiqiang Tang, Shilong Mei, Biao Hu, Shitao Huang, and Junbo Chen. "Seismic behavior of exteriorbeam–column joints with high-performance steel rebar: Experimental and numerical investigations." Advances in Structural Engineering 24, no. 1 (July 27, 2020): 90–106. http://dx.doi.org/10.1177/1369433220942870.
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Three full-scale exterior beam–column joints with anti-seismic steel reinforcement were tested under quasi-static cyclic loading and column axial compressive loading. The test variables were column axial load ratio and joint core hoop reinforcement ratio. Experimental results, including failure mode, hysteretic curve, ductility, energy dissipation, stiffness degradation, and decoupling of deformations, were presented and analyzed. The tests revealed that the anti-seismic rebar resulted in good joint seismic performance and that column axial load ratio and joint core hoop reinforcement ratio impose limited influence of joint performance when the joint failed in beam flexural failure. The calibrated finite element models developed based on OpenSees were then used to simulate the behavior of joint specimens. Parametric studies via finite element modeling were performed to study the influence of various parameters on the performance of beam–column joints.
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Osman, S. A., M. Y. M. Yatim, Asma Nabila Abd. Kader, and Mohd Razmi Mohd Amit. "Seismic Resistance Evaluation of Reinforced Concrete (RC) Exterior Beam-Column Joints with and without GFRP under Quasi-static Lateral Cyclic Loading by Adopting Experimental Analysis." Jurnal Kejuruteraan 34, no. 6 (November 30, 2022): 1175–84. http://dx.doi.org/10.17576/jkukm-2022-34(6)-17.
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The beam-column joint is an important component of Reinforced Concrete (RC) structures because its design and detailing are critical to the safety of these structures under seismic loading. In recent decades, structural behaviour of beam-column joints has been widely explored. To better understand the behaviour of beam-column joints, researchers have conducted experiments and provided analytical and experimental solutions. The seismic behaviour of beam-column joints with and without Glass Fibre Reinforced Polymer (GFRP) when subjected to quasi-static lateral cyclic loading was compared in this research using two specimens. The first specimen is a typical RC exterior beam-column joint without GFRP while the second specimen is RC exterior beam-column joint that is pre-installed with Glass Fibre Reinforced Polymer (GFRP) using Near-Surface Mounted (NSM) technique. The specimens were evaluated to a drift of 2.0% under quasi-static lateral cyclic loading. There were two cycles in each drift. Based on the amplitudes of both specimens, it can be seen that the amplitude of beam-column joint with GFRP is lower than the beam-column joint without GFRP. This suggests that the presence of GFRP reduces the intensity of the loading. This study also discusses the energy dissipation and equivalent viscous damping on both specimens. During the experiment, each crack, void between the concrete, and spalling of concrete fragments were carefully monitored. Visual observation during the experiment shows that severe cracking is evident on the inner part of the structure in both specimens. Therefore, a new location of GFRP-NSM would be suggested for a future experiment.
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Park, Sangjoon, and Khalid M. Mosalam. "Simulation of Reinforced Concrete Frames with Nonductile Beam-Column Joints." Earthquake Spectra 29, no. 1 (February 2013): 233–57. http://dx.doi.org/10.1193/1.4000100.
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The accurate prediction of shear strength and flexibility of beam-column joints without transverse reinforcement is essential to assess the seismic performance of nonductile reinforced concrete (RC) buildings characterized by having such unreinforced beam-column joints. In this study, a multilinear backbone curve to represent the moment-rotation relationship of an unreinforced corner beam-column joint is proposed. The modeling parameters of the backbone curve are estimated based on experimental results of four corner joint specimens recently tested by the authors. Furthermore, the proposed backbone curve is modified to be applicable to interior and roof beam-column joints. These backbone curves are validated by accurate reproduction of the force-drift responses of the four corner joint specimens and eight other exterior and interior joint specimens from literature. Using these backbone curves, nonlinear dynamic analyses are performed on three hypothetical building frames. The analytical results demonstrate the importance of joint flexibility for seismic assessment of nonductile RC buildings.
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Arowojolu, Olaniyi, Ahmed Ibrahim, Muhammad K. Rahman, Mohammed Al-Osta, and Ali H. Al-Gadhib. "Plastic hinge relocation in reinforced concrete beam–column joint using carbon fiber–reinforced polymer." Advances in Structural Engineering 22, no. 14 (June 11, 2019): 2951–65. http://dx.doi.org/10.1177/1369433219855901.
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Reinforced concrete buildings with moment-resisting frames comprising beam–column joints (without joint shear reinforcement) designed prior to introduction of seismic codes are shear deficient when subjected to seismic loading, thereby mostly fail in shear at the core of the beam–column joint. However, those designed to the new seismic codes may fail by flexural hinging at the interface of the beam–column joint due to the yielding of the beam reinforcement at the location of highest stress demand (usually the beam–column joint interface). The shear failure has been precluded through the provision of transverse reinforcement at the joint in new design and the use of carbon fiber–reinforced polymer retrofitting in old buildings. Plastic hinge formation at the interface of the beam–column joint is critical because of its penetration into the joint and its effect on bond deterioration. In this study, eight corner-external beam–column joint specimens of 1/3 scale of a typical moment-resisting frame, made without transverse reinforcement, were tested for monotonic and reversed cyclic test under displacement-controlled regime. The control specimens failed by flexural hinging at the beam–column joint interface. The experimental results have been validated using the finite element model. The specimens were retrofitted with unidirectional carbon fiber–reinforced polymer of different layers and different length. After retrofitting, the plastic hinge was relocated to the curtailment end of the carbon fiber–reinforced polymer. The relocation of the plastic hinge resulted in higher load capacity and ductility.
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Terracciano, Giusy, Gaetano Della Corte, Gianmaria Di Lorenzo, and Raffaele Landolfo. "Design Tools for Bolted End-Plate Beam-to-Column Joints." Journal of Engineering 2018 (July 5, 2018): 1–11. http://dx.doi.org/10.1155/2018/9689453.
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Predicting the response of beam-to-column joints is essential to evaluate the response of moment frames. The well-known component method is based on a mechanical modelling of the joint, through joint subdivision into more elementary components subsequently reassembled together to obtain the whole joint characteristics. Significant advantages of the component method are the following: (i) the mechanics-based modelling approach; (ii) the easier general characteristics of components. However, the method is commonly perceived by practicing engineers as being too laborious for practical applications. Within this context, this paper summarizes the results of a theoretical study aiming to develop simplified analysis tools for bolted end-plate beam-to-column joints, based on the Eurocode 3 component method. The accuracy of the component method was first evaluated, by comparing theoretical predictions of the plastic resistance and initial stiffness with corresponding experimental data collected from the available literature. Subsequently, design/analysis charts were developed through a parametric application of the component method by means of automatic calculation tools. They are easy and quick tools to be used in the first phases of the design process, in order to identify joint configurations and geometrical properties satisfying specified joint structural performances. The parametric analysis allowed also identifying further simplified analytical tools, in the form of nondimensional equations for predicting quickly the joint structural properties. With reference to selected geometries, the approximate equations were verified to provide sufficiently accurate predictions of both the stiffness and the resistance of the examined beam-to-column joints.
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Yan, Chang Wang, Ju Zhang, Shu Guang Liu, and Yong Yang. "Strength Degeneration of SRUHSC Column to RC Beam Joint Subjected to Reversal Cycle Load." Applied Mechanics and Materials 578-579 (July 2014): 580–83. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.580.
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In order to investigate the strength degeneration of SRUHSC column to RC beam joint subjected to reversal cycle load, six interior joint specimens were designed basing on half-scale model of prototype joint used in high-rise buildings. A reversal cycle loading test was carried out and test parameters included various axial load ratio and volumetric stirrup ratio. Strength degeneration of SRUHSC column to RC beam joint was described. A discussion on relations between λj and applied axial load ratio or volumetric stirrup ratio was presented. It was found that strength of all the joints degenerated in every displacement and degenerated more quickly with the increment of displacement during the reversal cycle loading, and that the strength of all the joints degenerated fast with the increment of applied axial load ratio and slowly with the increment of volumetric stirrup ratio. The experimental results indicated that test parameters had obvious influence on the strength degeneration of SRUHSC column to RC beam joint subjected to reversal cycle load.
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Bayhan, Beyhan, Gökhan Özdemir, and Polat Gülkan. "Impact of Joint Modeling Approach on Performance Estimates of Older-Type RC Buildings." Earthquake Spectra 33, no. 3 (August 2017): 1101–23. http://dx.doi.org/10.1193/092616eqs159m.
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The behavior of beam-column connections has usually been ignored in the modeling process due to its complexity and relatively recent awareness of its possible impact on response. This study presents the features of modeling unreinforced beam-column joints in estimating seismic demands. A representative RC frame is subjected to strong ground motions. Through nonlinear dynamic analyses, base shear, roof displacement, inter-story drift and joint rotation are noted. The dynamic analyses are performed comparatively through two analytical models with rigid and flexible joint assumptions. In the flexible joint model, shear deformation at the beam-column joint and bond-slip deformation at the beam-column interface are simulated through a previously verified analytical representation. Results indicate that introducing unreinforced beam-column joint behavior to the model may lead to almost two times larger seismic demands compared to those obtained from rigid connection assumption. Thus, the performance assessment of such buildings may conclude erroneously with underestimated seismic demands and damage levels when inelastic actions in the joints are ignored. However, in some cases, lower seismic demands can also be obtained for the flexible joint model.
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Pranata, Yosafat Aji, Fadlillah Ariani Suroso, and Bernardinus Herbudiman. "Evaluasi Level Kinerja Bangunan Gedung Kayu Bertingkat Rendah Akibat Beban Gelombang." Bentang : Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil 9, no. 1 (January 8, 2021): 25–36. http://dx.doi.org/10.33558/bentang.v9i1.2197.
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Several coastal areas in Indonesia are at risk of moderate to high tsunami disasters, this is related to the condition that Indonesia is located in an earthquake high risk area. At this time there are many buildings located on the coast with a low-rise stilt house system with the main structural system, namely beams and columns using timber materials. The building structure design includes the performance evaluation process, namely strength, stiffness and structural stability. The purpose of this research is to study the evaluation behavior of performance levels, especially the strength and stiffness of low-rise timber buildings, namely the level of structural performance due to gravity and lateral loads, namely sea waves. The research scope is a three-story building with a beam and column frame structure system. Columns are circular and beams have a square cross section. The loads taken into account are gravity and lateral. The strengths discussed are the bending capacity of the beam and the compressive capacity of the column. In order to obtain building behavior that is closer to real conditions, especially in beam-column joints, secondary data is used, namely empirical data on the envelope load-deformation curve of the beam-column joint test results in the laboratory (modeled as link property). Evaluation of structural performance begins with structural analysis using SAP2000 software, to obtain internal forces and building drift. The results show that the use of link properties in beam-column joint joints in the timber building structures shows greater deformation results compared to rigid joint models, this indicates that modeling the structure with beam-column joint joints modeled as link property has an impact on building stiffness. Lower and represents the condition of a timber building with beam-column joint characteristics closer to the actual condition. The existence of a hole size in the column (to insert the beam) which is larger than the cross-sectional size of the beam results in the rotation of the joint not being zero and a slip occurs when the joint works to transmit internal forces.
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Valente, Marco. "Numerical Investigations of Steel Beam-to-Column Connections with Reinforcing Plates." Applied Mechanics and Materials 234 (November 2012): 78–83. http://dx.doi.org/10.4028/www.scientific.net/amm.234.78.
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This study presents the results of nonlinear finite element analyses performed on improved steel beam-to-column connections with reinforcing plates. The aim is to protect the potentially vulnerable beam-to-column groove welded joint by relocating the plastic hinge away from the column interface. The numerical investigation is based on results from experimental tests carried out on a two-storey steel frame tested at the JRC ELSA Laboratory and involves the modeling of the 3-way beam-to-column joint. The results of the numerical analyses on reinforced joints show that failure indices decrease in the weld region and near the weld access hole compared to the unreinforced connection, but high values of the Triaxiality Index are registered in the weld at the column interface. In order to eliminate the high shear stress in the beam flange and to reduce the high triaxial stress condition at the beam flange-column flange interface, the beam flange was disconnected from the column flange.
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Demonceau, Jean-François, Hélène Vanvinckenroye, Marina D'Antimo, Vincent Denoel, and Jean-Pierre Jaspart. "14.06: Beam-to-column joints, column bases and joint components under impact loading." ce/papers 1, no. 2-3 (September 2017): 3890–99. http://dx.doi.org/10.1002/cepa.445.
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Wongkaew, Arnon. "Experimental Investigation of Exterior Reinforced Concrete Beam-Column Connections Subjected to Reversal Loading." Trends in Sciences 19, no. 20 (October 9, 2022): 6217. http://dx.doi.org/10.48048/tis.2022.6217.
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Eight full-scale reinforced concrete beam-column subassemblages, 4 for each non-ductile and ductile detail, were tested under quasi-static cyclic loading. All test specimens were mainly designed for gravity service loads. Four specimens named as non-ductile connections were constructed with typical reinforcement details using in Thailand. The others were assembled with details described by the seismic design building code of Thailand, known as the 1301/1302-61 code. Their performance was examined in terms of lateral load resistance, ductility index, stiffness, energy dissipation, failure modes, including joint shear strength. The test results indicated that the specimens with ductile details achieved better seismic performance in every aspect, particularly specimens with adequate joint shear strength designed according to the SST method. The ductile details have no effect to retard the stiffness degradation in the elastic range, but helped to slow the rates of stiffness degradation after the specimens reached their peak loads. The transverse reinforcement in the joints was more efficient to enhance the ductility of joints with lower joint shear strengths (J1 and J2) than the sufficient joints (J3 and J4). Based on the SST method, the connections with low shear strength capacity, J1, J1D, J2, J2D, J3, and J4 suffered with severe joint shear failure (JS), although their beam sections reached the flexural moments. On the other hand, specimens with high joint shear strengths, J3D and J4D, experienced the beam failure (BF) with mild joint shear failure (JS). Test data also demonstrated that a specimen with lesser amount of joint reinforcement exhibited satisfactory seismic behavior, as long as the joint was provided with the adequate shear strength designed by the SST method. Finally, the ACI 318 Building Code overestimated the shear strength of exterior beam-column joints. Moreover, the simplified SST model much better predicted the demand joint shear strength than the ACI 318 Code.
HIGHLIGHTS
Numerous surveys of RC buildings after earthquakes also confirmed the inadequate detailing of beam-column joints such as presence of splices, lack of hoops, deficiency of beam bar anchorage, and no steel joint stirrups in the joint
The ductile details have no effect to retard the stiffness degradation in the elastic range, but helped to slow the rates of stiffness degradation after the specimens reached their peak loads. The transverse reinforcement in the joints was more efficient to enhance the ductility of joints with lower joint shear strengths (J1 and J2) than the sufficient joints (J3 and J4)
The ACI 318 Building Code overestimated the shear strength of exterior beam-column joints. Moreover, the simplified SST model much better predicted the demand joint shear strength than the ACI 318 Code
Based on the SST method, the beam-column connections with low shear strength capacity, J1, J1D, J2, J2D, J3 and J4 suffered with severe joint shear failure (JS), although their beam sections reached the flexural moments. On the other hand, specimens with high joint shear strengths, J3D and J4D, experienced the beam failure (BF) with mild joint shear failure (JS)
The deterioration of beam-column joints under seismic could be effectively restrained by the ductile details according to 1301/1302-61 code with adequate shear strength capacity determined by using the equation of SST model
GRAPHICAL ABSTRACT
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Nie, Shao Feng, Tian Hua Zhou, Xiang Bin Liu, and Xiu Mei Wang. "Study on Mechanical Behavior of Concrete-Filled Square Tubular Column and Bolt-Weld Steel Beam Joints with Reduced Beam Section." Advanced Materials Research 163-167 (December 2010): 620–23. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.620.
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The nonlinear FEM models of concrete-filled square tubular column with internal diaphragms and steel beams with reduced beam section bolt-weld joints, involving geometric, materials and contact nonlinear, were established. The 3D models of beam-to-column joints with internal diaphragms by 3D solid elements are founded. The bearing capacity behavior of joints under the monotonic loading are analyzed, including P-Δ curves, the stresses distribution of beam, the dissipating energy ability and destruction form. The analysis results show that the initial stiffness of joint with reduced beam section is close to that of non-reduced beam section joint. The bearing capacities of joints with reduced beam section are lower a little than that of non-reduced beam section joint. The plastic hinge in the joint with reduced beam section is removed to the reduced beam region.
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Emami, Ebrahim, Ali Kheyroddin, and Mohhamad Kazem Sharbatdar. "Experimental and analytical investigations of reinforced concrete beam-column joints retrofitted by single haunch." Advances in Structural Engineering 23, no. 15 (June 22, 2020): 3171–84. http://dx.doi.org/10.1177/1369433220922493.
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Recently, the single haunch with specifications such as less invasive and architectural consistency, and easy to practice have been adopted as one of the considered retrofitting options for deficient reinforced concrete beam-column joints. In this article, by analytical evaluation, the influence parameters such as haunch to beam stiffness ratio, haunch inclination angles, and mounted position were investigated. Analytical equations were also proposed for haunch to beam stiffness ratio in terms of both shear interaction between haunch and beam-column members and reduction of joint shear demand. Moreover, five exterior beam-column joint sub-assemblies were fabricated afterwards four of those retrofitted by various cross-sectional area of single steel haunch. Then, all of these beam-column joints and remaining one (as-built joint) were experimentally subjected to cyclic loading. To validate the analytical results, the experimental responses in four limit states including first diagonal core crack in as-built joint, drift ratio 2%, the first diagonal core crack in all the joints, and ultimate state (peak load) were provided for comparison. Also, by definition of an index as vulnerability index in fraction ratio of available joint shear force to joint shear strength predicted by international codes, the obtained vulnerability index of experimental responses were compared to analytical results.
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Murad, Yasmin, Haneen Abdel-Jabar, Amjad Diab, and Husam Abu Hajar. "Exterior RC joints subjected to monotonic and cyclic loading." Engineering Computations 37, no. 7 (March 20, 2020): 2319–36. http://dx.doi.org/10.1108/ec-06-2019-0269.
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Purpose The purpose of this study is to develop two empirical models that predict the shear strength of exterior beam-column joints exposed to monotonic and cyclic loading using Gene expression programming (GEP). Design/methodology/approach The GEP model developed for the monotonic loading case is trained and validated using 81 data test points and that for cyclic loading case is trained and validated using 159 data test points that collected from different 9 and 39 experimental programs, respectively. The parameters that are selected to develop the cyclic GEP model are concrete compressive strength, joint aspect ratio, column axial load and joint transverse reinforcement. The monotonic GEP model is developed using concrete compressive strength, column depth, joint width and column axial load. Findings GEP models are proposed in this paper to predict the joint shear strength of beam-column joints under cyclic and monotonic loading. The predicted results obtained using the GEP models are compared to those calculated using the ACI-352 code formulations. A sensitivity analysis is also performed to further validate the GEP models. Originality/value The proposed GEP models provide an accurate prediction for joint shear strength of beam-column joints under cyclic and monotonic loading that is more fitting to the experimental database than the ACI-352 predictions where the GEP models have higher R2 value than the code formulations.
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Xue, Guofeng, Wei Bao, Jin Jiang, and Yongsong Shao. "Hysteretic Behavior of Beam-to-Column Joints with Cast Steel Connectors." Shock and Vibration 2019 (November 29, 2019): 1–20. http://dx.doi.org/10.1155/2019/9802672.
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This study proposed a beam-to-column joint equipped with a new type of cast steel connector. The cast steel connector concentrated the primary portion of the deformation and energy dissipation of the joint and was installed with full bolted connections, rendering it a replaceable energy dissipation component and facilitating the rapid repair of the joint after an earthquake. Three full-scale specimens were fabricated and tested to investigate the hysteretic behaviors of the proposed joints under cyclic loadings. The results showed that the proposed cast steel connector exhibited reliable ductility and energy dissipation capacity. The beam-to-column joints with cast steel connectors under appropriate configuration can limit the deformation to the cast steel connector and protect the remaining joint components from plastic deformation. A more detailed finite element analysis was performed to investigate the hysteretic behavior of the joint further. The FEM results illustrated that the thickness of the vertical leg of the cast steel connector can significantly influence the stiffness and bearing capacity of the joint. Meantime, it would improve the hysteretic behavior effectively. The proposed beam-to-column joints with cast steel connectors can achieve the requirement of stiffness and load-bearing capacity and can be widely applicable in practical engineering.
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Wiles, Lilliana, Jonathan Pethybridge, and Timothy John Sullivan. "Accounting for the Flexibility of Beam-Column Joints within New Zealand Steel Moment-Resisting Frame Structures." Key Engineering Materials 763 (February 2018): 182–88. http://dx.doi.org/10.4028/www.scientific.net/kem.763.182.
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In New Zealand there currently appears to be no simplified, effective method of analysing the rotational stiffness of beam-column joints in steel moment resisting frame structures. Many practicing engineers use simplified design tables to detail beam-column joints for strength requirements, without accounting for the flexibility of joints. This tends to underestimate the flexibility of structures and hence the drifts they undergo in wind and earthquake events. To permit improved consideration of beam-column joint stiffness in a simplified manner, this work adapts the European component method to develop a series of tables that practitioners could look up to quickly identify beam-column joint stiffness values. The potential use for such stiffness values is highlighted by examining the impact of joint flexibility on the drifts expected in a 4-storey steel MRF subject to 1 in 500 year return period earthquake loading.
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Li, Yan Tao, Cheng Xiang Xu, and Guo Feng Du. "Seismic Performance of T-Shaped CFT Column to Steel Frame Beam Connection – Experimental Study." Advanced Materials Research 919-921 (April 2014): 951–59. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.951.
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The focus of this research program is T-shaped CFT central column to steel frame beam connection. 3 joints with strong columns-weak beams and 1 joint with strong beams-weak columns 1:2 scale specimens were tested under constant axial loads and cyclic horizontal loads. Overall impact of axial force ratio and beam to column linear stiffness ratio on joint failure mechanism, hysteretic behavior, deformation ductility, and energy dissipation capability was investigated. Results showed that the failure mechanism for specimens with strong columns-weak beams was local buckling of the steel beam flanges and formation of the plastic hinges. There was minimum damage on the concrete column and joint panel zone. For a specimen with strong beams-weak columns, there was local buckling fracture on steel tube above and below the joint panel zone. Crushing of the core concrete was also observed with formation of the column hinges. It was found that both axial forces and beam to column linear stiffness ratio had impacts on joint capacity and ductility behavior of the specimens. Experiment results showed that the joint models had deformation ductility factor between 3.39 and 3.91 and viscous damping ratio between 0.46 and 0.51.
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Vandana, R. K., and K. R. Bindhu. "Influence of geometric and material characteristics on the behavior of reinforced concrete beam-column connections." Canadian Journal of Civil Engineering 44, no. 5 (May 2017): 377–86. http://dx.doi.org/10.1139/cjce-2016-0247.
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The design of reinforced concrete moment-resisting frames and hence beam-column connections is of great importance in earthquake prone areas. Beam-column joints, which should be sufficiently strong to resist and sustain lateral loads, are designed on the basis of the strong-column weak-beam concept so that they undergo ductile failure. The present study describes the cyclic loading performance of six interior beam-column connection specimens designed to be seismic-resistant with varying aspect ratios, concrete compressive strengths, and beam bar yield strengths. Results indicate that joint ductility and energy dissipation capacity can be enhanced by maintaining a unit aspect ratio. Moreover, joint shear strength can be improved significantly by increasing concrete compressive strength. Beam bar yield strength is observed to influence joint ductility considerably.
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Debnath, Jhuma, Ajay Kumar, and Hrishikesh Sharma. "Numerical investigation of Reinforced-concrete beam-column joints under contact and close-in blast application." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 1203–8. http://dx.doi.org/10.38208/acp.v1.641.
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The behavior of the concrete and the steel material under blast loads are different. They have different mode of failures under blast loads. Also, responses differ according to the blast types concerning the proximity of the charge kept. It causes different failure modes in the structural members. Close-in or contact blast causes the spallation of concrete. In the near-field blasts, it causes bending failure in the structural members. The behavior of the mode of failure of various joint types subjected to contact-blast and close-in blast loads are numerically studied here. Three different joints simulated to carry on blast loads—exterior beam-column joint, interior beam-column joint, and knee joint simulated numerically under the close-in and contact loads. The charge for the contact blasts were applied to the joint is placed in contact with the joint core, and was not put at the beam or the column member of the joint cut section. In the current work, the failure behavior and the response of the RC beam-column joints is concluded.
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Hou, Li-Qun, Shi-Cai Chen, Wei-Ming Yan, and Kang-Suk Kim. "Mechanical performance of space sandwich joints under bidirectional cyclic loading." Advances in Structural Engineering 22, no. 1 (May 31, 2018): 69–80. http://dx.doi.org/10.1177/1369433218778403.
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In high-rise buildings with high-strength concrete column and normal-strength concrete floor, the beams and slabs are usually cast in a continuous fashion through the beam–column joint to simplify construction, and this results in the lower strength concrete at the beam–column joint core (sandwich joint). It will influence the capacity of the joint. In this article, three groups of three-dimensional specimens consisting of sandwich joint specimens and corresponding traditional joint specimens were tested under bidirectional reversed cyclic loads to investigate seismic performance, including the failure mode, ductility, energy dissipation, and deformation. The test results show that the beam–column joint core can be cast with normal-strength concrete when the column concrete strength is less than 1.5 times that of the beam. However, when the ratio exceeds 1.5, the failure mode of the joint may change from beams flexural failure to joint shear failure and additional strengthening measures should be taken. Finally, the formula for calculating shear capacity of the three-dimensional sandwich joints is presented, and the predictions are compared to the experimental results.
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HU, Ju-Yun, and Won-Kee HONG. "Steel beam–column joint with discontinuous vertical reinforcing bars." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 23, no. 4 (April 21, 2017): 440–54. http://dx.doi.org/10.3846/13923730.2016.1210217.
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The authors have previously proposed steel beam–column connections for precast concrete frames. The steel–concrete composite frames combined the advantages of the fast assembly of steel and the low cost of concrete structures. However, when not enough space is available at column–beam joints, steel sections from beams cannot be connected with column brackets. To address this issue, this paper explores the strategy of disconnecting some vertical reinforcing bars at the joints by connecting vertical steel reinforcements to steel plates placed above and below column steels, to provide a load transfer path. Loads from re-bars are transferred to steel plates, column steels, and back to steel plates and re-bars below the column steels. This strategy provided space for beam–column joints of composite frames. Extensive experiments were performed to verify load transfer from re-bars to steel plates above joints and from the steel plates to re-bars below the joint. The flexural load-bearing capacity of a column with a total of 24 vertical re-bars was compared to that of columns with discontinuous re-bars at the joints; the number of discontinuous re-bars at the joint used in the column specimens tested was 0 (0.0%), 4 (16.7%), 12 (50.0%), and 20 (83.3%).
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Wang, Ying, Miao Li, Jin Hua Xu, and He Fan. "Effect of Axial Compression Ratio and Concrete Strength on Seismic Performance of Concrete Filled Steel Tube Beam-Column Joints." Applied Mechanics and Materials 488-489 (January 2014): 704–7. http://dx.doi.org/10.4028/www.scientific.net/amm.488-489.704.
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Based on finite element analysis o f concrete filled steel tube beam-column joints under the single axial compression ratio and concrete strength, further research was done to analyze the seismic performance of concrete filled steel tube beam-column joints under different axial compression ratio and concrete strength. Beam-column joint which is connected by bolts with welding extended steel sheets at the beam root was analyzed. The results show that with the increase of axial compression ratio, strength and stiffness degradation of the joint accelerated gradually. Axial compression ratio at 0.3, 0.4 are appropriate values for joints specimen, load-displacement hysteresis curve of joint specimens is relatively plump and shows good seismic performance. Chance of concrete strength also had effect on seismic performance of joint specimen, but in contrast it is not so obviously.
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Nambiyanna, B., M. N. Chandan, and R. Prabhakara. "Flexural Performance of Exterior Steel Fiber Reinforced Self-Compacting Concrete Beam-Column Joint Subjected to Reversed Cyclic Loading." Journal of Computational and Theoretical Nanoscience 17, no. 9 (July 1, 2020): 3934–39. http://dx.doi.org/10.1166/jctn.2020.8991.
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Beam-Column Joint plays an imperative part in the seismic enactment of Reinforced concrete moment resisting frame. The response of the structure under the earthquake loads mainly depends on the behavior and performance of the Beam-Column Joint (BCJ). An experimental investigation on exterior reinforced beam-column joints done using steel fibre reinforced self-compacting concrete subjected to reversed cyclic loading is presented in this investigation. The attempt has been made to demonstrate the influence of steel fibers reinforced self-compacting concrete (SCC). Three exterior beam-column joints having the same geometry were cast and tested through reversed cyclic load using displacement-controlled mechanism. All three specimens are designed adequately in accordance with IS 13920:2016 code. The hysteresis loop, ductility factor, stiffness degradation, energy dissipation characteristics, and damage propagation are considered to quantify the response of joint specimens. The results show enhanced ductility, energy dissipation capacity and damage tolerance behavior with the increase in steel fibers percentage in SCC.
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Xiang, Wei Ming, Xian Chang Zheng, Kai Peng Shen, and Ming Zhou. "Design of Broad-Columns Joint and Analysis of Stress for Top-down Construction Method of Underground Engineering." Advanced Materials Research 594-597 (November 2012): 1214–18. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.1214.
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According to the force problems caused by changing of structure forms of broad-column joints when using top-down construction method, this paper introduces the process of top-down construction method and design method of broad-column joint, using finite element software to analyze the stress of ring beam around broad-column joint, which is verified that adopting ring beam is safety and reliable, ring beam can transfer load and bear moment effectively, the strength of outsourcing column will be checked, finally it summarizes the characteristics of ring beam using top-down construction method.
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Krishnan, Alok, and G. D. Ramtekkar. "Numerical Study On Response Of Exterior Beam-Column Joint Under Cyclic Loading." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 387–94. http://dx.doi.org/10.38208/acp.v1.526.
Full textAbstract:
In Present scenario, recent earthquakes have illustrated the severity of existing reinforced concrete (RC) beam-column joints to lateral loading. The sub-assemblage of Beam-Column are severe portion in reinforced concrete moment resisting frame as the high shear forces and larger moments getting attracted towards the joint. The Philosophy of Exterior beam-column joint are to observe its behaviour and has a significant role on the response of the reinforced concrete structure. This study includes numerical study on Exterior reinforced beam column joint with adequate shear reinforcement at joint as per IS: 13920-2016 and without shear reinforcement at joint as per IS: 456-2000. The seismic performance of G+5 RC Building of Zone III analyzed using SAP2000 and output of maximum shear force and bending moments are obtained, and one of the exterior beam-column joints at an intermediate storey is designed and satisfied for strong column and weak beam concept. The earthquake analysis of RC building of Zone III are carried out by incorporating all the modifications as per IS 1893:2002(Part-I) for Seismic loading, the loading is followed as per IS: 875 for dead and live loads and design as per code IS 13920:2016 and IS456:2000. Full scaled specimens were Numerically modelled in ANSYS 19.0 for constant axial load on column top and cyclic loading on beam end of each specimen, detailed as per IS 456:2000 and the other as per IS 13920:2016, were tested and response are obtained. This study outlined that model of IS13920:2016 performs more effective in controlling the seismic responses compared with model of IS456:2000. Further, there is significant reduction in Shear stress and observed improved ductility by providing adequate shear reinforcement in joint core of beam-column sub-assemblage.
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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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Cheung, P. C., T. Paulay, and R. Park. "Some possible revisions to the seismic provisions of the New Zealand concrete design code for moment resisting frames." Bulletin of the New Zealand Society for Earthquake Engineering 25, no. 1 (March 31, 1992): 37–43. http://dx.doi.org/10.5459/bnzsee.25.1.37-43.
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Possible revisions to the seismic design provisions of the New Zealand concrete design code NZS 3101: 1982 for ductile reinforced concrete moment resisting frames are discussed. Topics include shear reinforcement for beam-column joint cores, anchorage of longitudinal reinforcement passing through beam-column joint cores, and transverse reinforcement in columns for confinement in potential plastic hinge regions of columns. The recommendations are based on recent experimental and theoretical studies of the simulated seismic response of beam-column joints and columns in ductile reinforced concrete frames. Rational models for the evaluation of behaviour are presented.
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M, Rajeswari, and Jaya KP. "Cyclic performance of emulative precast beam to column con-nection with corbel using dowel bar." Revista de la construcción 21, no. 2 (2022): 354–67. http://dx.doi.org/10.7764/rdlc.21.2.354.
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The objective of this study is to examine the seismic performance of exterior and interior types of an emulative precast beam to column connection, constructed with grouted steel dowel bar and cast-in-situ concrete under quasi-static reversed cyclic loading. The dowel bar connection between the precast structural elements is achieved by inserting the dowel bar into the column corbel's holes and the precast portion of the beam. To secure the dowel bar's anchorage, these holes are packed with non-shrinkage grout and then cast-in-situ concreting is done in the joint core and the entire upper segment of the precast beam. In the past, particularly after an earthquake in the Emilia-Romagna region of Italy in May 2012 (Ercolino, Magliulo, & Manfredi, 2016), witnessed damage to precast reinforced concrete structures was more likely to occur in the precast beam-column joint section. Hence, it’s essential to improve the performance of the beam-column joint to withstand all possible lateral load combinations, which are to be included in the design and detailing of the precast structural components. This study analyzed an eight-story RC frame building for earthquake loading using Staad.Pro software. The exterior and interior types of proposed beam-column connections were designed and detailed using the design forces and moments computed by the Staad.Pro analysis, in accordance with the Indian standard codes (IS 456, 2000), (IS 1893, 2016)and (IS 13920, 2016). The beam-column joint behavior under quasi-static cyclic loading was studied using one-third scaled-down test specimens, i.e., monolithic (MBC-EJ & MBC-IJ) and emulative beam-column (EBC-EJ & EBC-IJ) exterior and interior joints. In that proposed emulative connection, the structural continuity and compatibility between the precast elements were achieved through the corbel with the dowel bar and cast-in-situ concreting. The test specimen’s ultimate and yield load carrying capacity, energy dissipation capacity, stiffness degradation, and ductility parameters were determined based on the obtained load-displacement hysteresis relationship. Based on the findings, the precast exterior joint specimens (EBC-EJ) were found to be 14.36% more ductile and 13.23% more energy dissipative than monolithic exterior joint specimens (MBC-EJ). Similarly, precast interior joint specimens (EBC-IJ) outperformed monolithic interior joint specimens (MBC-IJ) by 6.27% more ductility and 16.86% more energy dissipation. Therefore, the experimental results confirmed that using grouted dowel bars and wet concreting in the joint area enhances rigidity and structural continuity, as well as improves the ultimate strength of precast connections to a level that closely resembles typical monolithic beam-column joints.
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Mounika, B., and P. Poluraju. "Investigation of Beam Column Joint with Beam Weak in Shear under Monotonic Loading." International Journal of Engineering & Technology 7, no. 2.20 (April 18, 2018): 182. http://dx.doi.org/10.14419/ijet.v7i2.20.13293.
Full textAbstract:
Earthquake affected structures, mostly failure occur at beam column joints (BCJ). BCJs are categorized according to their geometrical grouping as Interior, Exterior, and Corner joints. Exterior beam column joint (i.e., terminating the beam on one of the column faces) was the most vulnerable one with respect to the plane of loading. The present study aims at ductility behaviour of exterior BCJ with conventional reinforcement using the code IS 456-2000 and with special confining reinforcement using the Code IS 13920-2016. Four number of beam-column joint specimens are considered in which the first one is detailed as per IS 456-2000, the second one as per IS 13920-2016 and the other two with 50% and 30% reduction of shear reinforcement was provided while compared with the first specimen. It is mainly to satisfy the strong column-weak beam concept as the main parameter. The test was carried out on the loading frame with hinged conditions to the column both ends, and the load is applied at the tip of the beam. The experimental studies are proven with an analytical study carried out by finite element model by using ANSYS and disparate parameters are assessed both experimentally and analytically.
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Ahmad, Naveed, Muhammad Rizwan, Babar Ilyas, Sida Hussain, Muhammad Usman Khan, Hamna Shakeel, and Muhammad Ejaz Ahmad. "Nonlinear Modeling of RC Substandard Beam–Column Joints for Building Response Analysis in Support of Seismic Risk Assessment and Loss Estimation." Buildings 12, no. 10 (October 20, 2022): 1758. http://dx.doi.org/10.3390/buildings12101758.
Full textAbstract:
The paper discusses how joint damage and deterioration affect the seismic response of existing reinforced concrete frames with sub-standard beam–column joints. The available simplified modeling techniques are critically reviewed to propose a robust, yet computationally efficient, technique for simulating the nonlinear behavior of substandard beam–column joints. Improvements over the existing models include the simulation of the cyclic deterioration of joint stiffness and strength, as well as pinching in the hysteretic response, implemented considering a deteriorating hysteretic rule. A fiber-section forced-based inelastic beam–column element is developed, considering improved material models and fixed-end rotation due to bond failure, rebars-slip, and inelastic extension, to simulate the deteriorating cyclic behavior of existing pre-cracked beam–column members. For the assessment of frames with substandard exterior beam–column joints, a nonlinear model for the exterior joint is developed and validated through a full-scale quasi-static cyclic test performed on a substandard T-joint connection. The proposed model allows considering structural performance in risk assessment while accounting for true inelastic mechanisms at the joints. An assessment of a five-story RC frame revealed that the activation of the joint shear mechanism increases the chord rotation demand on the connecting beam members by up to 85%, with increases of up to 62% (mean drift) and 89% (mean + 1.std.) on the lower floors when determining the inter-story drift demand, and the collapse probability of structures subjected to design base ground motions increased from 4.20% to 29.20%.
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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.
Full textAbstract:
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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Xin, Li, Zhang Xiaojie, and Tao Xudong. "Research on Seismic Performance of New Prefabricated Strengthen-weaken Beam-column Connection Joints." E3S Web of Conferences 248 (2021): 03070. http://dx.doi.org/10.1051/e3sconf/202124803070.
Full textAbstract:
In order to realize the design concept of “strengthened column and weakened beam, strengthened connection joints and weakened components” and ensure the improvement of joints’ bearing capacity and the transfer of plastic hinges along beams far away from column ends, this paper proposes a new type of prefabricated beams with strengthen-weaken beam-column connection, and changes multiple parameters. Six connection joint models are designed for finite element analysis. The results show that: JD-1 is located far away from the column end according to the plastic development trend, which is in line with the purpose of transfer of the plastic hinges at the beam end. In addition, the whole column is barely damaged during the whole loading process of this connection joint, and quick recovery after the earthquake could be realized merely by replacing other related components of the joint in the later period. Changes of different parameters also have certain impact on the bearing capacity, seismic resistance and energy dissipation capacity of the joint.
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Kitayama, Kazuhiro, and Hiromu Katae. "Earthquake resistance of reinforced concrete corner beam-column joints with different column axial loads under bi-directional lateral loading." Bulletin of the New Zealand Society for Earthquake Engineering 50, no. 4 (December 31, 2017): 527–36. http://dx.doi.org/10.5459/bnzsee.50.4.527-536.
Full textAbstract:
The seismic performance of a corner beam-column joint in reinforced concrete frames was studied by testing two three-dimensional corner beam-column subassemblage specimens without slabs under constant column axial load and bi-directional lateral cyclic load reversals. The column-to-beam flexural strength ratio was varied from 1.4 to 2.3 by changing the magnitude of column axial load. Although a sufficient margin to prevent shear failure was provided to a corner beam-column joint in the test, the subassemblage specimens failed in joint hinging after beam and column longitudinal bars and joint hoops yielded. The ultimate joint hinging capacity of a corner joint under bi-directional lateral loading was enhanced by an increase in column compressive axial load, and can be estimated based on the new mechanism proposed by Kusuhara and Shiohara.