Journal articles: 'Steel-concrete joint'

1

Wang, Kun, Shi Yun Xu, and Hui Hui Luo. "Nonlinear Analysis of Shear Performance for Joint of Steel Reinforced Concrete Beam and Angle-Steel Concrete Column." Applied Mechanics and Materials 256-259 (December 2012): 674–79. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.674.

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Based on the simulated results of joint of SRC beam and RC column (steel reinforced concrete beam and reinforced concrete column) with steel anchor, an analytical research on failure models and shear performance of three types of joints is conducted, which is composed of SRC beam and RC column, of SRC beam and column (steel reinforced concrete beam and column) and of SRC beam and ASC column (steel reinforced concrete beam and angle-steel concrete column). Then the parameters analysis for joint of SRC beam and ASC column is carried out, and the design formula of shear capacity for joint of SRC beam and ASC column is given on account of a great number of calculated and statistic results.

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2

Chen, Xi. "Stress Transferring Mechanism and the Bearing Capacity of Joints between Concrete-Filled Square Steel Tubular Special-Shaped Columns and Steel Beams." Applied Mechanics and Materials 105-107 (September 2011): 926–30. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.926.

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In recent years, a new type of frame consisting of steel beam and concrete-filled square steel tubular special-shaped column is increasingly widespread. Compared with the joint of ordinary reinforced concrete special shaped frame, the joint between concrete-filled square steel tubular special-shaped columns and steel beams has the advantage of better ductility, higher loading capacity, uncomplicated reinforcement disposing and convenience in construction. This paper indicates that the joint has strong energy dissipation capacity and high loading capacity, and the use of diaphragm is effective to enhance the structural performance of the joints. Stress transferring mechanism in the joints is discussed, and the calculating model of the shear strength of panel zone is established. This study is helpful for further study of the design and use of the joint between concrete-filled square steel tubular special-shaped columns and steel beams.

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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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Zheng, Liang, Cheng Qin, Hong Guo, Dapeng Zhang, Mingtan Zhou, and Shaobo Geng. "Experimental and finite element study on the single-layer reticulated composite joints." Advances in Structural Engineering 23, no. 10 (March 3, 2020): 2174–87. http://dx.doi.org/10.1177/1369433220911118.

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In this article, a new type of reticulated joint, named the steel–concrete composite reticulated shell joint, is proposed. The proposed reticulated shell joint consists of an inner circular steel pipe, an outer circular steel pipe, a steel cover plate, and internal concrete. Five test specimens were tested under axial compression. The variable study included the wall thickness of the inner and outer circular steel pipes and the radius of the inner circular steel pipe. The test specimens exhibited a high bearing capacity and good plastic deformation ability under axial compression. The test results show that the wall thickness of the outer circular steel pipe and the radius of the inner circular steel pipe have a great influence on the bearing capacity of the steel–concrete composite reticulated shell joint, while the wall thickness of the inner circular steel pipe has little influence on the bearing capacity of the steel–concrete composite reticulated shell joint. Based on the test of the steel–concrete composite reticulated shell joints under axial load, the three-dimensional nonlinear finite element model was used to analyze the mechanical properties of the steel–concrete composite reticulated shell joints under axial compression. The results of the finite element analysis showed good agreement with the experimental results. The formula for calculating the bearing capacity of the joint is derived. By comparing with the experimental results, the calculated results are basically consistent with the experimental results.

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Tartaglia, Roberto, Mario D'Aniello, Gian Andrea Rassati, James A. Swanson, and Raffaele Landolfo. "Influence of Composite Slab on the Nonlinear Response of Extended End-Plate Beam-to-Column Joints." Key Engineering Materials 763 (February 2018): 818–25. http://dx.doi.org/10.4028/www.scientific.net/kem.763.818.

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Extended stiffened end-plate connections are widely used in seismic area due to their good performance in terms of both resistance and ductility. The most of existing studies focused on the all-steel behavior of these joints, disregarding the composite action of the concrete slab that is generally disconnected. However, the presence of the concrete slab can have beneficial effects on the structural stiffness for both gravity and lateral loads. Hence, most of the building frames are usually designed considering steel-concrete composite solution. However, the slab can strongly influence the hierarchy between beam and column and the ductility of the joint. In this paper the influence of composite deck on the response of extended stiffened end-plate joins has been investigated by means of finite element analyses (FEAs). In particular, the following details have been investigated: (i) all steel joints without slab; (ii) steel joint with disconnected slab; (iii) composite joint.

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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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7

Wu, Chong, Guo Tao Yang, Zu Lin He, De Fu He, and Qing Tian Su. "Numerical Investigation and Structural Analysis on the Springing Joint of a Steel Truss Arch Bridge." Applied Mechanics and Materials 105-107 (September 2011): 1268–71. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1268.

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Arch springing is an important critical joint in a steel truss arch bridge, and it has a great influence on the mechanical behavior of the global structure. The adoption of a reasonable structure of the springing joint is of important significance in the design of an arch bridge. In this paper, with regard to the structure of Xinshiji Bridge, two types of arch springing were put forward. In Scheme-1, the lower chords of steel truss arch ribs are connected to the concrete piers with shear studs on the ribs and cap plates welded on the ribs at the top of concrete piers., while Scheme-2 is a integrated spring joint with a base plate on the bottom of the steel arch ribs and with reinforcing bars through the holes on the joints steel arch ribs. 3D finite element models of the two types of springing joint were established and the relative slips between the concrete and steel were taken into account in the analyses. The mechanical behavior of the concrete and the steel structure of the joints under applied loads was investigated and the analysis result showed that Scheme-2 is a relative better structure of springing joint, with less principle tensile stress in concrete and less Mises stress in steel plates.

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8

Wang, Su, Qian Zhu, Jun Hai Zhao, and Dong Fang Zhang. "Study of Bearing Capacity for Vertical Stiffener Joint with Concrete-Filled Square Steel Tube and Steel Beam." Applied Mechanics and Materials 166-169 (May 2012): 239–44. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.239.

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Based on the limit equilibrium method and assumptions of vertical stiffener joint model, the stress mechanism of vertical stiffener joint model is analyzed for concrete-filled square steel tube and steel beam. The formula of bearing capacity for vertical stiffener joint of concrete-filled square steel tube and steel beam is established. The rationality of proposed formula is validated by comparing analytical results with experimental data. Moreover, some factors involved in the proposed bearing capacity formula of connection joints are discussed. The results can provide some theoretical references for the study of bearing capacity of annular plate joint.

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9

Feng, Jiahui, Weibin Liang, Haibo Jiang, Chengwang Huang, and Jingyuan Zhang. "Shear performance of single-keyed dry joints between reactive power concrete and high strength concrete in push-off tests." Science Progress 103, no. 2 (April 2020): 003685042092864. http://dx.doi.org/10.1177/0036850420928643.

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Shear key joints are commonly used in constructions of precast concrete segmental bridges. Most researches focused on shear performance of the dry joints with the identical-strength concrete, leaving a research gap on that of composite joints between different concrete segments. This research aims to investigate shear behavior of shear key joint between reactive powder concrete and high strength concrete. Totally 12 specimens of single-keyed dry joint were tested, with the parameters of concrete compressive strength, steel fibers, and confining stress. The experimental results indicated that shear failure was observed, but crushing phenomenon occasionally occurred in composite joints in testing, which was confirmed by stress distribution from numerical simulation. In terms of shear capacity of composite joint, peak shear loads of reactive powder concrete specimens without steel fibers were enhanced by 10%–12% as increasing of concrete compressive strength, while those with steel fibers achieved 22%–25% enhancement. Nevertheless, a slight reduction of normalized shear strength was obtained because of its lower volume fraction of coarse aggregate. In numerical simulation, as increasing the concrete compressive strength of convex part, peak shear load was enhanced, but the increment rate of peak shear load decreased. Shear design formulae underestimated shear capacity of reactive powder concrete specimens with steel fibers, but the models proposed by Buyukozturk and Rombach gave accurate predictions on those without steel fibers.

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10

Zhu, Jia Ning, Ke Jia Yang, Xiao Wen Li, and Rui Wen Li. "The Anti-Shear Capacity of Abnormal Joint of Steel Reinforced Concrete." Applied Mechanics and Materials 357-360 (August 2013): 863–68. http://dx.doi.org/10.4028/www.scientific.net/amm.357-360.863.

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The paper presents an test and computational results of finite element studies on the behavior and capacity of abnormal exterior joints of Steel Reinforced Concrete (SRC) column and Reinforced Concrete (RC) beam. The critical parameters influencing Anti-Shear Capacity are analyzed by ABAQUS, such as the eccentricity of column section, the steel ratio of the joint core zone, the concrete strength and the axial compression ratio and so on. As a result, the Anti-Shear capacity of the joints mainly depends on “the minor joint zone”. The calculating formula of Anti-Shear capacity of the joints, with the computing unit of minor joint core zone, is deduces.

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11

Gizejowski, Marian A., Leslaw Kwasniewski, Bashir Saleh, and Marcin Balcerzak. "Numerical Study of Joint Behaviour for Robustness Assessment." Applied Mechanics and Materials 166-169 (May 2012): 3114–17. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.3114.

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The paper presents studies on numerical modelling of beam-to-column joint behaviour in typical service and exceptional design situations. The complexity of such investigations arises from highly nonlinear effects associated with the prediction of joint performance, such as structural imperfections, large displacements and rotations, inelastic properties of steel and concrete, bonding effects between steel and concrete, and slip between concrete and structural steel, among others. The paper addresses these problems and provides validation of numerical modelling techniques trough comparison with experimental data for joints under hogging and sagging moments.

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12

Chu, Yun Peng, Yong Yao, Shu Lian Xiao, and Yue Chen. "The Seismic Behavior of Strengthened Joints between Concrete-Filled Steel Tubes and Beams Based on the Numerical Simulation Technology." Advanced Materials Research 150-151 (October 2010): 571–75. http://dx.doi.org/10.4028/www.scientific.net/amr.150-151.571.

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As a key part in concrete-filled steel tubular frames, the seismic behavior of joints between concrete-filled steel tubes and beams needs more research because of the complexity of stress under the reciprocating load. the behavior of 9 strengthened joints connecting concrete-filled steel tube with H-shaped steel beam have been analyzed under reversed cyclic loading condition by using finite element analysis software ANSYS, and the result show that: (1) The ultimate bearing capacity, energy dissipation capacity and ductility of strengthened joint are obvious better than that of ordinary welded joint; (2) Compared to concrete-filled steel tube the ultimate bearing capacity, energy dissipation capacity and ductility of double-layer concrete-filled steel tubes are better; (3) For the joints connecting double-layer concrete-filled steel tubes with beams, the shape of inner tube have certain effect on the ultimate bearing capacity but little on the energy dissipation capacity and ductility. (4) The shape of stiffened plate has significant influence on the ultimate bearing capacity, energy dissipation capacity and ductility of nodes.

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13

Yao, Guo Wen, Liang Zhou, Zhi Xiang Zhou, and Shi Ya Li. "Study on Pressure-Bending Stress Transfer in the Joint of the Steel-Concrete Composite Arch Bridge." Advanced Materials Research 250-253 (May 2011): 2053–56. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2053.

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Effective combination and carry-loading together between steel and concrete play important roles for the steel-concrete composite structure. The steel-concrete composite joint decides the constructing safety and life-cycle performance as the key member for the steel-concrete composite arch bridge. The stress distribution in the steel-concrete composite joint was studied by model test under pressure-bending load. And the stress transfer was probed in the steel box, composite joint and reinforced concrete box. The result shows that the steel and reinforced concrete boxes are under elastic compression in the steel-concrete composite joint. The bearing plate can effectively reduce the stress in concrete and steel boxes. This plate and stiffener can smoothly transfer and scatter the stress from steel box to concrete box. The failure mode is concrete cracking near the interface between steel box and concrete box under large eccentric compression.

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14

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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15

Zhu, Jia Ning, Ke Jia Yang, Xiao Wen Li, and Rui Wen Li. "Finite Element Analysis on Crack Resistance Behavior of the Abnormal Joint of SRC Column and RC Beam." Applied Mechanics and Materials 351-352 (August 2013): 61–66. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.61.

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Based on the test of abnormal exterior joints of Steel Reinforced Concrete (SRC) column and Reinforced Concrete (RC) beam, the paper analyzed the influence on crack resistance behavior by ABAQUS, of the eccentricity of column section, the steel ratio of the joints zone, the concrete strength and the axial compression ratio and so on. The study indicates that the anti-crack capacity of the joints mainly depends on “the minor joint zone”. Based on the computing unit of minor joint core zone, the calculating formula of anti-crack capacity of the joints is deduced.

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Du, Ya Wen, and Hong Yu Lin. "Finite Element Analysis on Static Performance on Combined Truss with Rectangular Steel Tube and Concrete-Filled Steel Tube." Advanced Materials Research 311-313 (August 2011): 1889–93. http://dx.doi.org/10.4028/www.scientific.net/amr.311-313.1889.

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Finite element analysis on three trusses was carried out in order to study the performance of combined truss with steel tube and concrete filled steel tube. The first specimen was a RHS truss, the second one was a combined truss with steel tube and concrete filled steel tube, and the third one was a concrete-filled steel tube truss. The results show that the finite element model can reflect the static performance of combined truss and can carry out the affective parameters analysis, which can offer theory evidence for engineering application of combined truss. The damage of three trusses was all due to the joint failure and the failure mode was all punishing shearing failure, but the concrete filled changed by the failure place of joints. The bearing capacity of three trusses was controlled by the jionts and the strength and stiffness of jionts were increased by the concrete filled in the chord, therefore the bearing capacity of trusses was increased while the deformation of trusses was decreased. In combined truss with steel tube and concrete filled steel tube, the concrete-filled steel tube joints can improve the bearing capacity and the steel tube joint can satisfy the requirements of deformation, which have obvious advantages in the engineering application.

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Men, Jin Jie, Zhi Feng Guo, and Qing Xuan Shi. "Research on Behavior of Composite Joints Consisting of Concrete and Steel." Applied Mechanics and Materials 166-169 (May 2012): 815–18. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.815.

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A 3-D finite element model (FEM) using ABAQUS was established to simulate the performance of the composite joints with reinforced concrete and steel. Accurate material model, element type, and solution method were discussed in the model. Some composite joints, concrete-filled steel tubular (CFST) column to steel beam, steel tube confined concrete (STCC) column to reinforced concrete (RC) beam and reinforced concrete (RC) column to steel beam were modeled based on the model, respectively. The results from FEM are good agreement with the test results. The mechanism of the composite joint was investigated based on the FEM.

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Duan, Weining, Jian Cai, Xu-Lin Tang, Qing-Jun Chen, Chun Yang, and An He. "Axial Compressive Behaviour of Square Through-Beam Joints between CFST Columns and RC Beams with Multi-Layers of Steel Meshes." Materials 13, no. 11 (May 29, 2020): 2482. http://dx.doi.org/10.3390/ma13112482.

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The axial compressive behaviour of an innovative type of square concrete filled steel tube (CFST) column to reinforced concrete (RC) beam joint was experimentally investigated in this paper. The innovative joint was designed such that (i) the steel tubes of the CFST columns were completely interrupted in the joint region, (ii) the longitudinal reinforcements from the RC beams could easily pass through the joint area and (iii) a reinforcement cage, including a series of reinforcement meshes and radial stirrups, was arranged in the joint area to strengthen the mechanical performance of the joint. A two-stage experimental study was conducted to investigate the behaviour of the innovative joint under axial compression loads, where the first stage of the tests included three full-scale innovative joint specimens subjected to axial compression to assess the feasibility of the joint detailing and propose measures to further improve its axial compressive behaviour, and the second stage of the tests involved 14 innovative joint specimens with the improved detailing to study the effect of the geometric size of the joint, concrete strength and volume ratio of the steel meshes on the bearing strengths of the joints. It was generally found from the experiments that (i) the innovative joint is capable of achieving the design criterion of the ‘strong joint-weak member’ with appropriate designs, and (ii) by decreasing the height factor and increasing the volume ratio of the steel meshes, the axial compressive strengths of the joints significantly increased, while the increase of the length factor is advantageous but limited to the resistances of the joint specimens. Because of the lack of existing design methods for the innovative joints, new design expressions were proposed to calculate the axial compression resistances of the innovative joints subjected to bearing loads, with the local compression effect, the confinement effect provided by the multi-layers of steel meshes and the height effect of concrete considered. It was found that the proposed design methods were capable of providing accurate and safe resistance predictions for the innovative joints.

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Chuai, Jun, Zhilong Hou, Zhenqing Wang, and Lumin Wang. "Mechanical Properties of the Vertical Joints of Prefabricated Underground Silo Steel Plate Concrete Wall." Advances in Civil Engineering 2020 (December 19, 2020): 1–18. http://dx.doi.org/10.1155/2020/6643811.

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Reliable joint connection is key to designing prefabricated structures. To study the mechanical properties of the vertical joints in the designed prefabricated underground silo steel plate concrete composite wall and verify their reliability, flexural and compressive experiments were conducted using two groups of six full-scale steel plate concrete composite wall specimens; the mechanical properties between jointed and jointless specimens were compared and analyzed. The experimental results indicate that all specimens are in the elastic stage during the entire loading process; further, they exhibit large stiffness and high bearing capacity without damages. Thus, the designed vertical joints of the steel plate concrete composite wall provide a reliable connection that is safe and applicable. Further, the flexural and compressive properties of jointed and jointless specimens were found to be similar; the newly designed prefabricated underground silo steel plate concrete composite wall could be designed using the “equivalent principle” that the combined wall design calculation with the joint could be equivalent to that without the joint.

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20

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.

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Yin, Ying Zi, and Yan Zhang. "Research on the Joint of Concrete-Filled Steel Tubular Column and Steel Beam." Applied Mechanics and Materials 351-352 (August 2013): 174–78. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.174.

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With the pseudo-static test of 4 concrete-filled square steel tubular column and steel beam joint with outer stiffened ring, this paper discusses the failure characteristics, failure mechanism and seismic behavior of joints under different axial compression ratio. The analysis of the testing results shows: when reached the ultimate strength, the strength degradation and stiffness degradation of joints are slowly and the ductility is also good, the energy dissipation capacity of joints is much better.

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Li, Zhenbao, Yashuang Liu, Hua Ma, Qianqian Wang, and Zhenyun Tang. "Seismic Performance of Full-Scale Joints Composed by Concrete-Filled Steel Tube Column and Reinforced Concrete Beam with Steel Plate-Stud Connections." Advances in Civil Engineering 2019 (March 18, 2019): 1–17. http://dx.doi.org/10.1155/2019/5476909.

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A concrete-filled steel tube (CFST) column has the advantages of high bearing capacity, high stiffness, and good ductility, while reinforced concrete (RC) structure systems are familiar to engineers. The combinational usage of CFST and RC components is playing an important role in contemporary projects. However, existing CFST column-RC beam joints are either too complex or have insufficient stiffness at the interface, so their practical engineering application has been limited. In this study, the results of a practical engineering project were used to develop two kinds of CFST column-RC beam joints that are connected by vertical or U-shaped steel plates and studs. The seismic performance of full-scale column-beam joints with a shear span ratio of 4 was examined when they were subjected to a low-cyclic reversed loading test. The results showed a plump load-displacement curve for the CFST column-RC beam joint connected by steel plates and studs, and the connection performance satisfied the building code. The beam showed a bending failure mode similar to that of traditional RC joints. The failure area was mainly concentrated outside the steel plate, and the plastic hinge moved outward from the ends of the beam. When the calculated cross section was set at the ends of the beam, the bending capacity of joints with the vertical or U-shaped steel plates and studs increased compared to the RC joint. However, when the calculated cross section was set to the failure area, the capacity was similar to that of the RC joint. The proposed joints showed increases in the energy dissipation, average energy dissipation coefficient, and ductility coefficient compared to the RC joint.

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Tan, Yingliang, Bing Zhu, Tingyi Yan, Biao Huang, Xuewei Wang, Wenwei Yang, and Bo Huang. "Experimental Study of the Mechanical Behavior of the Steel–Concrete Joints in a Composite Truss Bridge." Applied Sciences 9, no. 5 (February 27, 2019): 854. http://dx.doi.org/10.3390/app9050854.

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The mechanical behavior of the steel–concrete joints in a composite bridge was investigated. Pull-out tests on eight specimens were carried out to evaluate the connection performance of Perfobond rib shear connectors (PBL shear connectors). In addition, static load tests were conducted on three composite joint specimens with a scale of 1/2 in a composite truss bridge. The crack load, load–displacement curves, strain distribution, and the joint stiffness were obtained from the composite joint to analyze the mechanical behavior of steel–concrete joints. The experimental results show that the embedded depth plays an important role in the ultimate bearing capacity and the deformation of PBL shear connectors and could even change the failure mode. Based on the test results of composite joints, the displacement increased almost linearly with the horizontal load on the concrete chord. There was no evident failure, and large deformation occurred in composite joints. In addition, the ultimate loads obtained from three composite joint specimens were greater than 2.93 times the design load (2050 kN). These investigated composite joints had excellent bearing capacity (above 6000 kN). This study will provide an experimental reference for the design of steel–concrete joints for composite truss bridges.

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Zhou, Hong Bin, Qiao Zhen Zhang, Yun Liu, and Jun Ying Dong. "Numerical Simulation Analysis of the Ultimate Bearing Capacity of the Circular Steel Tube K-Joints Reinforced with the Concrete." Applied Mechanics and Materials 94-96 (September 2011): 2118–22. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.2118.

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In order to solve the insufficient bearing capacity of the large-diameter circular steel tube K-Joints, the chord in the joint zone is filled with the concrete. The reinforcement of bearing capacity that the concrete makes to K-Joints is researched with the finite element numerical simulation method, in consideration of the material nonlinearity and the geometric nonlinearity. The numerical computation of bearing behavior is employed to eighteen groups of the large-diameter circular steel tube K-Joints and reinforced ones with the concrete (RK-Joints). The failure styles and the influencing factors of bearing capacity are analyzed with RK-Joints. The result shows that the bearing capacity of K-Joints is enhanced significantly by the concrete filled in the chord in the joint zone. The load-deformation curves reveal the changing regularity that the bearing capacity of joint follows the relevant parameters. It can provide reference for the engineering application of RK-Joints.

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Smittakorn, Watanachai, Tosporn Prasertsri, Worapon Pattharakorn, and Pitcha Jongvivatsakul. "SHEAR PERFORMANCE OF SPECIAL DRY JOINTS FOR PRECAST CONCRETE SEGMENTS." ASEAN Engineering Journal 11, no. 1 (March 16, 2021): 60–72. http://dx.doi.org/10.11113/aej.v11.16667.

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The special dry joints for precast prestressed concrete segments are invented in this study toovercome the limitation of conventional dry joints. Eight specimens of special dry joints were madeand subjected to direct shear test. Test parameters comprise concrete compressive strength (normaland high strength concrete) and steel fiber volume added in the special dry joint (0%, 0.5%, and1.0%). Test results revealed that the inclusion of steel fibers remarkably enhanced the shear capacityand ductility index. Failure mode of specimens was changed from shearing off to concrete crackingaround shear key corners, defined as ductile shearing-off failure. Furthermore, the existing equationsfor predicting shear capacity of keyed joints were validated by the experimental results. Amongavailable equations from literatures, the Turmo’s equation yields better prediction of the shearcapacity for the special dry joint made with normal strength concrete.

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Abdullah, Ahmed Najm, Bambang Budiono, Herlien Dwiarti Setio, and Erwin Lim. "Seismic Behavior of Concrete-Filled Steel Tube (CFST) Column and Reinforced Concrete (RC) Beam Connections under Reversed Cyclic Loading." Journal of Engineering and Technological Sciences 53, no. 3 (May 31, 2021): 210301. http://dx.doi.org/10.5614/j.eng.technol.sci.2021.53.3.1.

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Previous studies on the connection between concrete-filled steel tube (CFST) columns and reinforced concrete (RC) beams have shown a loss of joint confinement because the steel tube was completely or partially cut in the joint area. This research presents a new connection system that provides joint confinement through a continuous steel tube. Potential sliding shear at the smooth interface between the columns and beams in the joint face is mitigated using two mechanisms: (i) shear connectors and (ii) longitudinal web beam reinforcement. This study tested two CFST column and RC beam joints to 4.5% drift ratio under combined compression axial load and lateral cyclic load. The experimental results revealed no cracks at the joint zone and the specimens satisfied the ACI 374.1-05 criteria, despite minor sliding at the beam-column interface. The finite element (FE) model showed good agreement with the experimental results.

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Tang, Guang Xian, Zhi Chao Jia, Zhi Heng Deng, and He Yong Lu. "Nonlinear Finite Element Analysis on Frame Joints of Steel Truss SRC Beam." Advanced Materials Research 243-249 (May 2011): 229–34. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.229.

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To understand mechanical characteristics of frame joints of steel truss SRC beam, the accuracy of the proposed method is proved by the comparison between FEA result and test result, considering different steel ratios, cross flank rods and axial loads as well as plastic model of concrete damage. The result indicates that cross section and steel can delay joint damage and improve the bearing capacity, and that axial load can improve joints shear capacity to some extent but joints ductility is decreased, and that constraint of steel to concrete improves brittleness character caused by bad ductility of concrete.

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Wang, Ying, Miao Li, He Fan, and Jin Hua Xu. "Finite Element Analysis on Seismic Performance of Beam-Column Joint of Concrete Filled Steel Tube Structure." Advanced Materials Research 838-841 (November 2013): 428–31. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.428.

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Rational finite element models established by ABAQUS to analysis the mechanical properties of square steel tubular beam-column joints under low cyclic loading. The two beam-column joints are connected with bolts, one is with welding extended steel sheets at the beam root and the other has no welding extended steel sheets. The calculation and analysis results show that the new joint style using concrete filled steel tube structure both in beams and columns has advantage on the seismic performance. The load-displacement hysteresis curve of the beam end is plump without significant pinching and the joint specimens showed good ductility. The comparative analysis reveals that the joint with welding extended steel sheets at the beam root is more superior in the seismic performance respected to the joint without welding extended steel sheets.

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Lin, Yongjun, Kaiqi Liu, Tianxu Xiao, and Chang Zhou. "Shear Bearing Capacity of Framework Joints of Steel-Reinforced Concrete-Filled Circular Steel Tube." Advances in Materials Science and Engineering 2020 (January 16, 2020): 1–15. http://dx.doi.org/10.1155/2020/7324865.

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In this paper, in order to investigate the shear mechanism and shear capacity of framework joints of steel-reinforced concrete-filled circular steel tube (SRCFCST), a numerical finite element model reflecting the mechanical behavior of framework joints of SRCFCST column-reinforced concrete beam is established through simulating concrete by the damage plastic constitutive model and simulating steel by the ideal elastic-plastic material, and its effectiveness is verified by experimental data. On account of uniform distribution of circular steel reinforced around the section and without definite flange and web, the shear mechanism of the framework joints of SRCFCST is analyzed on the basis of equivalent circular steel tube (CST) to the rectangular steel tube. The method for calculating the superposed shear bearing capacities of the joint core area is proposed, which is composed of four parts, i.e., concrete inside tube, concrete outside tube, hooping and steel-reinforced web; and the corresponding formulas for calculating shear bearing capacity are established. The comparative analysis of joints’ shear bearing capacity indicates that the results of numerical simulation and shear bearing capacity formulas coincide well with the experimental values, which can provide reference for the nonlinear analysis and engineering design of similar joints.

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Wang, Kun, Zhiyu Zhu, Yang Yang, Kai Yan, Guanpu Xu, and Guanjun Zhang. "Study on shear capacity of prestressed composite joints with concrete-encased CFST columns." Advances in Structural Engineering 24, no. 11 (March 23, 2021): 2457–71. http://dx.doi.org/10.1177/13694332211000558.

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Through assuming reasonable constitutive relation of materials, finite element analysis (FEA) models of joints consisting of prestressed concrete-encased steel beams and concrete-encased concrete filled steel tube (CFST) columns were established by soft ABAQUS, and the simulated results were compared with tested ones. On this basis, the nonlinear analysis on the total loading process was conducted, and the stress variation of concrete, profile steel skeleton, steel bar skeleton, and prestressing tendons were observed at yield, peak, and ultimate loads; the influence of axial compressive ratio, steel tube ratio, stirrup ratio, and prestressing level on lateral load-displacement curves at column top and shear force-shear angle in joint core were investigated, and the shear capacity formulae of joint core were developed. It could be concluded that, the lateral peak loads and shear capacity could be improved with the increase of axial compressive ratio, steel tube ratio, stirrup ratio, and prestressing levels in varying degrees, and the ductility of joints will reduce with the increase of axial compressive ratio. Additionally, the shear capacity calculated by proposed practical formula was a little lower than FEA results, which could keep the joints safety and could be used in engineering design.

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Wang, Ting Yan, Jun Wei Zhang, and Dan Ying Gao. "The Seismic Behavior of High-Strength Concrete Frame Joints." Applied Mechanics and Materials 238 (November 2012): 838–43. http://dx.doi.org/10.4028/www.scientific.net/amm.238.838.

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By studying the two high-strength concrete frame joints by means of experimental investigate and finite element analysis with the low cycle reversed loading method, it discussed the influence of the steel fiber on the seismic behavior of the high-strength frame joints. The result shows that, mixed with steel fiber can enhance the constraint of the concrete at the joint core area, improve the seismic behavior. Amount of steel fiber can replace part of the stirrup.

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Li, Nan, and Dong Ning Zhang. "Numerical Simulation of Joint between Concrete-Filled Square Steel Tubular Column and Steel Beam on Seismic Behavior." Applied Mechanics and Materials 744-746 (March 2015): 207–10. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.207.

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A type of joint between Concrete-filled Square Steel Tube columns and steel beam is proposed in this paper, Based on joint experiment, appropriate material stress-strain relations and failure criteria are proposed, numerical simulation by finite element program is conducted under monotonic and cyclic loading and the seismic behavior of the joints under low-reversed cyclic loading is researched. Through the data contrast, it is proved that this type of joint has nice seismic behavior.

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Li, Ming, Yu Ting Wen, Ming Zhao, Hai Yang Zhang, and Qing Xian Yu. "Analysis of Influencing Factors on Outer Annular-Stiffener Type Steel Castellated Beam-Concrete Filled Steel Tuber." Applied Mechanics and Materials 578-579 (July 2014): 623–26. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.623.

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In order to provide a basis for designing outer annular-stiffener type steel castellated beam (OATSCB) - concrete filled steel tube (CFST) joint, the factors that influence the load-displacement skeleton curve of this kind of joint is analyzed. OATSCB - CFST joint with different influencing factors are designed, and their loading process is simulated by using finite element software ABAQUS. Before simulating, the simulating method is verified by previous test result. The corresponding load-displacement skeleton curves of those joints are also extracted. By comparing these curves in diagram, the following conclusions can be gotten: OATSCB - CFST joint has good seismic performance; steel yield strength, steel ratio and beam to column linear stiffness ratio are the important factors that influences the skeleton curve of this type of joint; opening rate is an important factor for this type of joint to form "strong column weak beam" yield mechanism.

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34

Li, Ming, Yong Liu, and He Yuan. "Force Behavior of Outer Annular-Stiffener Type Steel Castellated Beam-Concrete Filled Steel Tuber." Applied Mechanics and Materials 405-408 (September 2013): 861–64. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.861.

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The force behavior of outer annular-stiffener type steel castellated beam (OATSCB) - concrete filled steel tube (CFST) is analyzed, and the feasibility of this kind of join is discussed. The loading process of the joint is simulated by using finite element software. By analyzing the hysteretic loops, skeleton curves, energy dissipation coefficient, equivalent viscous damping coefficient and ductility coefficient, the bearing capacity and seismic performance of this type of joint is studied. Before simulation, the validity of the simulation method is verified by using the previous experiment data of outer annular-stiffener type steel beam (OATSB) - CFST. It shows that the results from the finite element simulation method and the experiment are similar to each other, and the hysteretic loops is plump , the energy dissipation coefficient, equivalent viscous damping coefficient and ductility coefficient of this type of joint are high. It can be seen that this type of joint has good mechanical properties, and is easy to realize the yield mechanism of strong column weak beam.

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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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36

Shi, Qi Yin, Long Wei Wen, and Peng Fei Mao. "Nonlinear Finite Element Stress Analysis on the Interior Steel-Concrete Composite Beam Joints." Advanced Materials Research 243-249 (May 2011): 101–7. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.101.

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Nonlinear 3D finite element models (FEM) of the two kinds of joints, namely steel bars headed through the pipe joint and steel bars welded with the upper strengthened ring joint, are established by using the ANSYS program. By choosing the suitable element type, boundary condition and loading regime, the author made intensive study on the stress distribution of the steel tubular, the concrete, the strengthened ring and the bar. The result shows that the finite element model accords with the actual stress situation of the joint. Holes on the steel tubular have little effect on the bearing capacity of the axial load of the joint, but the greater impact on the shear transfer.

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37

Zhang, Dongfang, Junhai Zhao, and Shuanhai He. "Cyclic Testing of Concrete-Filled Double-Skin Steel Tubular Column to Steel Beam Joint with RC Slab." Advances in Civil Engineering 2018 (July 26, 2018): 1–15. http://dx.doi.org/10.1155/2018/7126393.

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The design of composite joints for connecting concrete-filled double-skin tubular (CFDST) columns to steel beams supporting reinforced concrete (RC) slabs is presented in this paper. Five half-scale specimens were designed, including four composite joints with RC slab and one bare steel beam joint, and were tested under a constant axially compressive force and lateral cyclic loading at the top end of the column to evaluate their seismic behavior. The main experimental parameters were the construction of the joint and the type of the column. The seismic behaviors, including the failure modes, hysteresis curves, ductility, strength and stiffness degradation, and energy dissipation, were investigated. The failure modes of the composite joints depended on the joint construction and on the stiffness ratio of beams to columns. Joints of stiffening type had significantly higher load-bearing and deformation capacities than joints of nonstiffening type. Compared with the bare steel beam joint, the bearing capacities of the composite joints with RC slabs were markedly increased. The composite action was remarkable under sagging moments, resulting in larger deformation on the bottom flanges of the beams. Overall, most specimens exhibited full hysteresis loops, and the equivalent viscous damping coefficients were 0.282∼0.311. The interstory drift ratios satisfied the requirements specified by technical regulations. Composite connections of this type exhibit excellent ductility and favorable energy dissipation and can be effectively utilized in superhigh-rise buildings erected in earthquake zones.

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38

Semko, Pavlo, Serhii Skliarenko, and Volodymyr Semko. "Concrete Filled Tubular Elements Joints Investigation." International Journal of Engineering & Technology 7, no. 3.2 (June 20, 2018): 494. http://dx.doi.org/10.14419/ijet.v7i3.2.14578.

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The stress-strain state and the bearing capacity of the dismountable joints of concrete filled tubular elements are investigated. The methods of calculation and constructive solutions of concrete filled tubular elements with joints are analyzed. Five new types of dismountable joints are proposed. Experimental studies of concrete filled tubular elements have been carried out. It was determined that the most effective for compression was a joint with a steel coupling and for bending the most effective was a joint with longitudinal ribs. The numerical modeling algorithm is presented; results are verified using experimental tests. A method for constructing N-M boundary dependences for concrete filled tubular structures is proposed. Bearing capacity diagrams for concrete filled tubular elements and their joints have been constructed. The costs of the materials needed to perform the joint as the example of a real construction for similar loads are analyzed.

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Abdulghani, Ali Wathiq, and Abdulkhaliq A. Jaafer. "Comparative Numerical Study between /Steel Fiber Reinforced Concrete and SIFCON on Beam-Column Joint Behavior." Materials Science Forum 1021 (February 2021): 138–49. http://dx.doi.org/10.4028/www.scientific.net/msf.1021.138.

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This paper presents a nonlinear finite element analysis of RC beam-column joints. A numerical study carried out through a simulation on beam-column joints failed in flexure presented by experimental study. A verification procedure was performed on two joints by finite element analysis with ANSYS APDL. The verification with the experimental work revealed a good agreement through the load-displacement relationship, ultimate load, and displacement, and crack pattern. Also, the parametric study was implemented which including strengthening the concrete members by a variable ratio of steel fibers with normal ratios (0.5%, 1%, 1.5%, and 2%) and ratios of slurry infiltrated fiber concrete SIFCON (steel fibers up to 4%, 6%, and 8%) in addition to using of partial and full strengthening with and without stirrups. The test results revealed that steel fibers enhanced the flexural strength and ductility of the tested joint. Increase the ratio of steel fibers increased the flexural capacity by (101%, 153%, 177%, and 193%) for the four normal ratios of steel fibers respectively. SIFCON concrete ratios (4%, 6%m and 8%) enhanced ultimate strength by (521%, 802%, and 906%) respectively. The use of steel fibers reinforcement instead of steel rebar enhanced the ultimate load capacity by (101%) with large displacement. Full strengthening method by use of SIFCON presented pure flexural failure with cracks spread in the joint region but use the SIFCON concrete as a partial strengthening changed the failure mode to the shear failure.

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40

Zhou, Zhijun, Yufen Zhang, Miao Wang, and Krushar Demoha. "Shear Storage Capacity of Vertical Stiffener Joints between Concrete-Filled Double Steel Tubular Columns and Steel Beams." Advances in Civil Engineering 2019 (February 3, 2019): 1–9. http://dx.doi.org/10.1155/2019/3587982.

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Based on the low cyclic loading test results of vertical stiffener joints between concrete-filled double steel tubular (CFDST) columns and steel beams, the shear transfer mechanism and shear resistance were analyzed in this paper. A conceptual model formulated was presented in terms of equilibrium and stress-strain relationships. The results calculated by the theoretical model and the available experimental data were compared, and then one new concept of shear storage coefficient was proposed for the determination of the shear storage capacity of the joint, which quantitatively explained the ductility failure progression of the joint specimens in the seismic performance test. It was concluded that the vertical stiffener joint had sufficient shear resistance, which met the seismic design principle of strong shear and weak bending. Results show that the ribbed joints have greater shear resistance than unribbed ones; lengthening the overhang of the vertical stiffener can both increase shear resistance and shear storage capacity of the joint; axial compression ratio can reduce the shear storage capacity. The paper also suggests that the joint design should ensure enough safety storage of shear resistance to improve the seismic performance.

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41

Pisarek, Zdzisław. "Mechanical Model of Steel-concrete Composite Joint under Sagging Bending Moment." Selected Scientific Papers - Journal of Civil Engineering 7, no. 1 (June 1, 2012): 33–42. http://dx.doi.org/10.2478/v10299-012-0016-z.

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Abstract In buildings with steel-concrete composite floors, joints are designed to transmit mainly hogging bending moment. In case of the large horizontal loads due to wind, earthquake or accidental events, sagging bending moments in a joint can also occur. Additionally, large deformations of the structure cause tying and prying effects. In the paper, a mechanical model based on “component method” for evaluation of characteristics of the composite joint is presented. The influence of tying and prying actions on distribution of the internal forces in a joint is also analyzed. The procedure for calculation of the characteristics of the composite joint with bolted endplate connection is elaborated too.

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42

Li, Shufeng, Le Deng, and Zhao Di. "Study on fire resistance of prefabricated concrete beam-column joint with end-plates." Journal of Structural Fire Engineering 11, no. 4 (July 15, 2020): 447–60. http://dx.doi.org/10.1108/jsfe-01-2020-0001.

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Purpose The purpose of this study is to put forward a high-strength bolt end-plate connection of prefabricated concrete beam-column joint and carry out the pseudo-static test. Design/methodology/approach ABAQUS finite element software is used to study the fire resistance performance of high-strength bolt end-plate prefabricated joint. This mainly considers the influence of axial compression ratio, screw preload, end-plate thickness and steel hoop thickness. Findings The results show that the thickness of end-plate and steel hoop has a certain effect on the fire resistance. The change of screw preload has little effect on the fire resistance limit. Compared with the cast-in-place concrete beam-column joint, the deformation trend of column-beam end of the fabricated joint is basically the same as that of cast-in-place joint. Originality/value To study the mechanical performance of this kind of joint more comprehensively, the finite element software is used to study the prefabricated concrete beam-column joint with end-plates, and the effects of axial compression ratio, screw preload, end-plate thickness and steel hoop thickness on the fire resistance of joints are mainly considered.

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Zhang, Xing Xian, and Wen Pan. "Numerical Analysis on a New Type Cross-Shaped Frame Joint of Steel Reinforced Concrete Special-Shaped Column." Applied Mechanics and Materials 351-352 (August 2013): 969–74. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.969.

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In order to facilitate the construction, this paper presents a new type of cross-shaped frame joint of steel reinforced concrete special-shaped column, and the cross-shaped frame joint of new type of specially-shaped column is the regular concrete joint which is added acre steel-shaped steel. Numerical analysis is conducted on a regular concrete cross-shaped frame joint of specially-shaped column of a frame structure in the region with intensity 8 of Chinese intensity scale, and the joint of corresponding new type of specially-shaped column of the same structure, to obtain the conclusion that when the new type of cross-shaped frame joint of steel reinforced concrete special-shaped column is 6% in steel ratio, the ultimate bearing capacity of joint relative to the RC nodes can improve 34.5%.which shows that the cross-shaped frame joint of new type of specially-shaped column can not only has the advantages of convenient construction, accelerate the construction speed, and the shear capacity also has safeguard.

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44

Wen, Yang, and Fei Zhou. "The Study on Static Force Behavior of Concrete Filled Steel Tube Lattice Wind Generator Tower Joints." Advanced Materials Research 671-674 (March 2013): 833–37. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.833.

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In order to discuss the failure mechanism of concrete filled steel tube lattice wind generator tower joints. Based on the parameters of web member section form, and using nonlinear static numerical simulation, this dissertation research on the stressed complex joints. The results of the study show that the abdominal rod for circular steel tubes joint (JD1) is instability failure which is led to the local buckling of compressive bar; the abdominal rod for single angle steel (JD2) or double angle steel (JD3) joint is instability failure because of the local buckling of the joint board. Under the web members and joint boards all fitting their own capacity requirements, JD1 is very easy to make draw bar broken on both sides of the pillar tube wall region, JD2 and JD3 are apt to damage on the weak positions of joint board ends and pillar tube wall joint. In the three forms of web member joints, the best ultimate bearing capacity is JD1 , JD3 is the second and JD2 is minimum.

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45

Chen, Xi. "Design and Use of the Joint between Concrete-Filled Square Steel Tubular Special-Shaped Columns and Steel Beams." Key Engineering Materials 517 (June 2012): 870–74. http://dx.doi.org/10.4028/www.scientific.net/kem.517.870.

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Environmentally sustainable building construction has experienced significant growth during the past 10 years. The public is becoming more aware of the benefits of green construction, and green building is leading to changes in the way of owners, designers, contractors, and approach of the design, construction. Concrete-filled square steel tubular special shaped columns - steel beams residence installing efficient and light heat insulation wall is welcome for both owners and designers because of the columns having the same thickness with limb-filled walls, no-shocked indoor, easy to decoration and furniture layout, increasing in the actual using areas and saving carbon. The composite frame fully develops the merits of steel and concrete, and thus is reasonable and economical from both structural and construction viewpoints. The connection region as main force transfer component is key to the research of frame. Compared with the joint of ordinary reinforced concrete special shaped frame, the joint between concrete-filled square steel tubular special-shaped columns and steel beams has the advantage of better ductility , higher loading capacity, uncomplicated reinforcement disposing and convenient in construction. This paper discusses the features of concrete-filled square steel tubular special shaped columns - steel beams frame, and the design and use of beam-column joint. From the experimental study on seismic behavior of the joint, it is shown that the joint has strong energy dissipation capacity and higher loading capacity. So it is expected it could play an important role in residence structures. This study is helpful for further study of the design and use of the joint between concrete-filled square steel tubular special-shaped columns and steel beams.

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46

Dang, Longji, Shuting Liang, Xiaojun Zhu, Jian Yang, and Yamin Song. "Development and seismic performance of staggered and out-of-plane joints between concrete-filled steel tubular column and reinforced concrete beam." Advances in Structural Engineering 23, no. 13 (June 3, 2020): 2866–81. http://dx.doi.org/10.1177/1369433220924798.

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This article presents a staggered and out-of-plane connection between concrete-filled steel tubular column and reinforced concrete beam (SOC-TCB). SOC-TCB is taken from the basement roof joint of Suning center, which is a height of 341.85 m in China. In this joint system, the H-shaped steel brackets are welded with steel tube to transfer shear and moment. Moreover, the reinforcing bars are interrupted by steel tube and lapped with steel bracket. To investigate the seismic behavior of SOC-TCB, four types of SOC-TCBs were tested under reversal cyclic loading. The differences between specimens were staggered height and out-of-plane angle. Seismic performance was evaluated based on hysteretic behavior, failure mode, shear deformation, rotational deformation, and energy dissipation. The results showed that the shear deformation of joints was extremely small and the plastic hinges were formed at reinforced concrete beams. Due to insufficient anchorage length of longitudinal bars, anchoring failure was found in the reinforced concrete beams. However, SOC-TCB showed better seismic behavior as long as sufficient anchorage of longitudinal bars was ensured.

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47

Zhang, Da Li, Yu Wen Bao, Jian Hui Gao, Lin Xiao, and Xiao Zhen Li. "Research on Load Transfer Mechanism of Steel-Concrete Joint Section of Hybrid Beam Cable-Stayed Bridge." Advanced Materials Research 639-640 (January 2013): 216–19. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.216.

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The WuSu Bridge of HeiXiaZi Island is a hybrid girder cable-stayed bridge with one pylons and single cable plane. Based on the similarity principle, a 1:3 reduced scale test model of steel-concrete joint section was designed to study the load transfer mechanism and verify the rationality. The test model was loaded according to the serviceability limit state, and the stress distribution of control sections and main members were obtained. The finite element analysis on the test model was carried out and the load transfer mechanism was studied by the way of combining the test results and the FEA results. As shown in the results, the load from steel is smoothly delivered to concrete through steel-concrete joint section, and the load distribution of the components of steel-concrete joint section is rational. It is proved that the steel-concrete composite joint section is reasonably designed.

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Li, Bin, Ming Qiao, and Chun Yan Gao. "Static Behavior Study for Latticed Concrete-Filled Steel Tubular Wind Turbine Tower Joints." Applied Mechanics and Materials 166-169 (May 2012): 553–58. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.553.

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Six latticed concrete-filled steel tubular (CFST) wind turbine tower K-shape joints were carried on the static load test, which included the weld intersecting joint and gusset plate joint. The failure mechanism and characteristics on the two kinds of K-shape joints, the deformation development process after joints entered plastic stage and the stress state and distribution of joint intersection area were studied. The results show that the failure mode and mechanical behavior of CFST K-shape joints are greatly different from that of the hollow steel tube K-shape joints because of the existence of core concrete, the failure mode of the weld intersecting joints showed the local buckling of compression web member and that of the gusset plate joints presented as the compression buckling and tension tearing of the gusset plates, while the plastic deformation failure of tower column tube wall in joint area was not appear. It is also shown by test results that the stress distribution of tower column tube wall and gusset plate in joint intersection is extremely non-uniform, individual parts already enter plastic state but some other parts are still in elastic state. According to the failure mode and stress distribution conditions of the two kinds of K-shape joints, some design suggestions are drawn, which can provide reference for the latticed CFST wind turbine tower joints.

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Li, Hui, Bei Jiang, Bin Yang, Qi Wang, Hong Tao Wang, Zhi Li, and Wei Teng Li. "Research on Mechanical Property and Economic Effect of Contractible Concrete Filled Steel Tube Support." Applied Mechanics and Materials 90-93 (September 2011): 722–27. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.722.

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The finite models of U-steel support, grid steel frame, hollow steel tube support and concrete filled steel tube support were established, of which mechanical property and influencing factor such as bearing capacity, support effect etc. was analyzed. Comparative analysis of economic benefit was carried out through research of material dosage and support effect index. The contractible joint for concrete filled steel tube was designed, and their mechanical characteristic was analyzed through test. The results show that the supporting performance of concrete filled steel tube support is related to confinement coefficient. Compared with traditional support, the concrete filled steel tube support has high bearing capacity, intensive later strength, good ductility, various standards and well economic benefits, and in conjunction with contractible joint, it is able to implement functions of quantitatively increasing resistance and yielding. Properly designed through optimization analysis on associated effects, the concrete filled steel tube support can meet supporting demand of deep soft rock and joint broken rock.

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50

Tramontin, A. P., A. L. Moreno Junior, and C. R. Oliveira. "Experimental evaluation of the prevention methods for the interface between masonry infill walls and concrete columns." Revista IBRACON de Estruturas e Materiais 6, no. 5 (October 2013): 765–73. http://dx.doi.org/10.1590/s1983-41952013000500005.

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Cracks that form at the interfaces between masonry structures are common uncontrolled occurrences in buildings. Numerous methods have been proposed by the construction industry to address this problem. Cracks continuously form in the joints between concrete columns and masonry infill walls. In this study, the most common methods for preventing these types of cracks were evaluated in laboratory experiments. Column masonry models were constructed using different types of joints between concrete columns and masonry infill walls, such as steel bars and steel mesh. The efficiency of each type of joint method was evaluated by performing direct tensile tests (pullout tests) on the models and monitoring the evolution of the crack opening in the joint between the column and wall, as a function of load applied to the model. The results from this study indicate that the model composed of "electrowelded wire mesh without steel angles" is the best model for controlling cracking in the joints between concrete columns and masonry infill walls.

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Journal articles on the topic 'Steel-concrete joint'

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