Journal articles: 'Steel Beam-Column'

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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 (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, 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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Xue, Jianyang, Lei Zhai, Yuze Bao, Rui Ren, and Xicheng Zhang. "Seismic behavior of steel-reinforced recycled concrete inner-beam–column connection under low cyclic loads." Advances in Structural Engineering 21, no. 5 (2017): 631–42. http://dx.doi.org/10.1177/1369433217723413.

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This article presents the results of low cyclic loading tests on steel-reinforced recycled concrete inner-beam–column connections, including four 1:2.5 scaled specimens with different replacement rates of recycled coarse aggregates. The main objective of this study is to evaluate the seismic behavior of steel-reinforced recycled concrete inner-beam–column connection based on the seismic tests of the four specimens under low cyclic loads with vertical axial force. The main design parameter of the beam–column connections in this research is the recycled coarse aggregate replacement percentage. The crack status, failure modes, hysteresis loops, skeleton curves, energy dissipation, capacity stiffness of degradation, and ductility of steel-reinforced recycled concrete inner-beam–column connections are presented and analyzed. The results indicate that the main failure pattern of the steel-reinforced recycled concrete inner-beam–column connection is the shearing diagonal compression in the beam–column connection zone. As the recycled aggregate replacement percentage increases, both the bearing capacity and ductility of the steel-reinforced recycled concrete beam–column connections decrease to some extent. However, the seismic behavior of the steel-reinforced recycled concrete inner-beam–column connection does not degrade significantly compared with the ordinary steel-reinforced concrete beam–column connection.

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Arabnejad Khanouki, Mohammad Mehdi, Nor Hafizah Ramli Sulong, and Mahdi Shariati. "Behavior of through Beam Connections Composed of CFSST Columns and Steel Beams by Finite Element Studying." Advanced Materials Research 168-170 (December 2010): 2329–33. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.2329.

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Recent studies show that a through beam connections composed of concrete filled square steel tubular column and steel beam have been identified as an ideal rigid connection. In this paper a 3-D nonlinear finite element models were conducted for CFSST column and steel beam connection under monotonic load using ABAQUS software. Each model includes a CFSST column and single steel beam passing through the column. The main scopes are to identify the modes of beam failure and joint shear failure. In addition the effect of an extra shear plate welded to beam web inside the column was investigated. This result can be used for designing of through beam connection.

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Walpole, W. R. "Beam-column joints." Bulletin of the New Zealand Society for Earthquake Engineering 18, no. 4 (1985): 369–80. http://dx.doi.org/10.5459/bnzsee.18.4.369-380.

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Anisha, S., and Dhanya Krishnan. "Comparative Study of Steel Beam Column Connection under Cyclic Loading." Applied Mechanics and Materials 857 (November 2016): 53–58. http://dx.doi.org/10.4028/www.scientific.net/amm.857.53.

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A structure is an assembly of various elements or components which are fastened together through some type of connections. Steel beam column connection may fail due to large earth quake. Plastic hinge formation is the main failure of a steel beam column connection. There are two methods for improving the steel beam column connection (i) connection reinforcement/strengthening (ii) beam weakening by reducing the cross-sectional area of the beam at a certain distance from the connection. When reducing the cross section area plastic hinge is formed away from column face. The main objective of this study is to compare reduced beam section (RBS) and reduced web section (RWS) pattern and find out the location of plastic hinge. For steel beam column plastic hinge is located near column. When reducing the cross section area the location of plastic hinge will shift from the column. Aim of this project is to locate the position of plastic hinge apart from column face, and also evaluate the stress and deformation.

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Meng, Wang, and Tao Yi. "Study on Seismic Behavior of Concrete-filled square steel tube column with core column-Steel Beam Joints." E3S Web of Conferences 283 (2021): 01028. http://dx.doi.org/10.1051/e3sconf/202128301028.

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This paper has carried out the quasi-static tests of five specimens of FRP-UHPC column-steel beam joints with core columns, and the extensive parameter analysis of the joints by numerical simulation. The results show that the Concrete-filled square steel tube column with core column -Steel Beam Joints have strong bearing capacity. It has excellent deformability, stiffness and energy dissipation capacity, and works well under the condition of high axial compression ratio. The bearing capacity of the replacement beam specimen does not deteriorate significantly, which indicates that the Concrete-filled square steel tube column with core column -Steel Beam Joints is replaceable.

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Wang, Ying, Miao Li, Jin Hua Xu, and Zhe Zhang. "Comparison between New Concrete Filled Steel Tube Frame Structure and Steel Frame Structure." Applied Mechanics and Materials 204-208 (October 2012): 1024–27. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.1024.

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Concrete filled steel tube (CFT) structure has advantages of the high tensile strength and ductility of steel in addition to the high compressive strength and stiffness of concrete. This research proposes a new CFT column-CFT beam frame structure. In order to validate the cost performance of the new CFT column-CFT beam frame structure, designs were carried out for building frames using both the new CFT column-CFT beam frame structure and conventional steel frame structure. The amount of consumed materials and cost estimations of each designed new CFT and conventional steel building frame are analyzed and compared. The result shows that the new CFT column-CFT beam frame structure is able to exhibit high cost performance than conventional steel frame structure.

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9

Davies, J. M. "Steel beam-column building connections." Engineering Structures 12, no. 1 (1990): 67–68. http://dx.doi.org/10.1016/0141-0296(90)90041-p.

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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.

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Kim, Jinwon, Kyungkoo Lee, and Daehee Kim. "Structural performance evaluation of thin‐walled concrete filled steel tube column to reinforced concrete wide beam connection." ce/papers 6, no. 3-4 (2023): 90–94. http://dx.doi.org/10.1002/cepa.2530.

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Abstract[Abstract: This study summarized the full scale test results of the thin walled concrete filled steel tube column to reinforced concrete wide beam connection. The thin walled concrete filled steel tube column to reinforced concrete wide beam connection does not have any structural element that can reliably transfer shear forces and moments between steel column face and concrete, while in the conventional reinforced concrete system, continuity is ensured by the monolithic casting of concrete. The composite anchor is needed to effectively transfer the moment and shear force of the wide beam to the column. In order to verify the efficiency of the proposed composite anchor, nine full size specimens were fabricated and tested by applying a load downward to the upper column of the specimen upside down in order to simulate the gravity load imposed on the beam. Experimental results show that the strength of thin walled concrete filled steel tube column and reinforced concrete wide beam connections with the proposed composite anchor can exhibit superior performance than that of the conventional reinforced concrete beam to column system.

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Liu, Jing Bo, and Xue Li. "Realization of Strong Column-Weak Beam Failure Mode for Concrete-Filled Square Steel Tubular Frame Structure." Advanced Materials Research 446-449 (January 2012): 424–28. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.424.

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Strong column-weak beam failure mode is considered to be a preferable mode for its large capability to absorb earthquake energy and prevent collapse. However, for composite frames composed of steel-concrete composite beams and concrete-filled steel tubular (CFST) columns, strong column-weak beam design methods are not given in Chinese codes. The column-to-beam strength ratio is one of the most important factors that influence the failure mode of frame structures. Moreover, large axial compression ratio of columns may cut down the actual bending capacity of columns, and thus has an adverse effect upon the realization of strong column-weak beam failure mode. In order to investigate the influence of column-to-beam strength ratio and axial compression ratio on the failure mode of concrete-filled square steel tubular frame structures, pushover analysis of a five-story three-bay composite frames with various column-to-beam strength ratios and axial compression ratios are carried out. Based on the analysis results, suggestions about the reasonable value of column-to-beam strength ratio with different axial compression ratios of columns are given to ensure the realization of strong column-weak beam failure mode for concrete-filled square steel tubular frame structures.

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Xu, Lei, and Yan-Hong Bao. "Experimental study on the fire resistance of concrete filled steel tube reinforced concrete (CFSTRC) column-RC beam frames." Advances in Structural Engineering 24, no. 11 (2021): 2413–26. http://dx.doi.org/10.1177/13694332211001519.

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To reveal the temperature characteristics and mechanical properties of frame structures with concrete filled steel tube reinforced concrete (CFSTRC) columns under fire, the fire resistance of four planar frames consisting of CFSTRC columns and reinforced concrete (RC) beams subjected to ISO-834 standard fire was tested in this study. The test parameters included the column fire load ratio, beam fire load ratio, and beam-to-column linear stiffness ratio. In the test, the temperatures of the column, beam, and slab cross-sections in the joint and nonjoint zones were measured, and the fire resistance, beam and column deformation curves, and failure modes of the frame were investigated. The experimental results showed that the concrete volume was the main factor affecting the temperature distribution on each typical cross-section of the frame: the temperatures at the measuring points of the beam and column in the joint zone were significantly lower than the temperatures at the corresponding points in the nonjoint zone, and the concrete outside the steel tube significantly slowed the propagation of temperature to the steel tube and its concrete core. Hence, there was only a small loss of the bearing capacity of steel tube and the core concrete inside the steel tube. The column fire load ratio, beam fire load ratio, and beam-to-column linear stiffness ratio have obvious influences on the fire resistance: the larger the column fire load ratio or beam fire load ratio, the smaller the fire resistance; and the larger the beam-to-column linear stiffness ratio, the larger the fire resistance.

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Liu, Judy. "Steel Structures Research Update:Seismic Performance and Design of Steel Panel Dampers for Steel Moment Frames." Engineering Journal 55, no. 4 (2018): 245–52. http://dx.doi.org/10.62913/engj.v55i4.1140.

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Ongoing work on the seismic performance and design of steel panel dampers for steel moment frames is highlighted. Dr. Keh-Chyuan Tsai, professor in the Department of Civil Engineering at National Taiwan University, leads the team from National Taiwan University and the National Center for Research on Earthquake Engineering (NCREE) in Taipei. In 2018, At NCREE, one recent collaboration with the University of Washington included cyclic tests of a three-story chevron special concentrically braced frame (SCBF). Current seismic design provisions require large beam sizes to resist the unbalanced forces from the chevron braces after brace buckling. The research has explored options for alternative ductile mechanisms and reduced beam sizes. Steel research at NCREE has also included studies on steel beam-to-box-column moment connections and electro-slag-welded (ESW) joints in those connections. Meanwhile, research into premature fracture of ESW diaphragm-to-column joints in beam-to-box-column connections has revealed sensitivity to eccentricity in loading between the beam flange and the diaphragm. Further, a micromechanical-based stress-modified critical stress (SMCS) model has been developed and shown to be capable of predicting the crack initiation of the diaphragm-to-column ESW joint (Li et al., 2018).

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Tang, Qian Zhen, Wan Zhen Wang, Xin Zhao, Hang Lei Shi, and Chen Peng. "Fracture Mechanism of Joints of Steel Box Column-H Steel Beam and Performance Study of Joints Strengthened with Haunches." Applied Mechanics and Materials 204-208 (October 2012): 3119–22. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3119.

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Fracture test was performed on conventional joint of steel box column-H steel beam. The test results indicate that the conventional joints brittle fracture at butt weld of beam flanges. The performance of joints of steel box column-H steel beam strengthened with haunches is numerically simulated based on an ellipsoidal fracture model considering of welding residual stress and welding defects. The simulated results show that, for the joints of box column-H beam strengthened with haunches, the plastic rotation of could reach 0.03rad and the bearing capacity increased by 20% compared with that of the conventional joint.

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SADASUE, Kazushi, and Atsunori KITANO. "STRUCTURAL PERFORMANCE OF INTERIOR BEAM-COLUMN CONNECTIONS IN STEEL CONCRETE COLUMN-STEEL BEAM COMPOSITE STRUCTURES." Journal of Structural and Construction Engineering (Transactions of AIJ) 84, no. 761 (2019): 1001–10. http://dx.doi.org/10.3130/aijs.84.1001.

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Alia, M. Abd Elaziz, M. F. Shaker Fattouh, M. A. Salem Mohamed, and M. Fawzy Mona. "Analytical Study of the Behavior of Steel Beam-Columns with Different Shapes of Web Opening at Different Location." International Journal of Civil and Structural Engineering Research 10, no. 2 (2022): 1–6. https://doi.org/10.5281/zenodo.7276822.

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Abstract: Openings in webs of steel beams or steel beam column are commonly used to reduce the material volume without affecting the structural strength or serviceability requirements. Most of previous research focused on the behavior of beam with web opening but only few concentrated on beam column with web opening.  This paper highlights the behavior of steel beam column with different shapes of web opening at different locations. A finite element software ANSYS 19 was used for modeling beam column element with web opening. The results obtained from this study have shown that, load capacity of beam column with circular web opening is bigger than that of beam columns with square or rectangular web opening. The behavior of the steel beam columns became weaker and the vertical deflection at failure stage is increased when the area of web opening has been increased. Whenever web opening is located near to location of applied load that is lead to increase deflection. Keywords: Steel Beam-Column, Web Opening, Load Capacity, ANSYS. Title: Analytical Study of the Behavior of Steel Beam-Columns with Different Shapes of Web Opening at Different Location Author: Alia M. Abd Elaziz, Fattouh M. F. Shaker, Mohamed M. A. Salem, Mona M. Fawzy International Journal of Civil and Structural Engineering Research   ISSN 2348-7607 (Online) Vol. 10, Issue 2, October 2022 - March 2023 Page No: 1-6 Research Publish Journals Website: www.researchpublish.com Published Date: 03-November-2022 DOI: https://doi.org/10.5281/zenodo.7276822 Paper Download Link (Source) https://www.researchpublish.com/papers/analytical-study-of-the-behavior-of-steel-beam-columns-with-different-shapes-of-web-opening-at-different-location

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Wang, Qianqian, Hua Ma, Zhenbao Li, Zhenyun Tang, Haiyan Chen, and Peng Li. "Shear Resistance Capacity of Interface of Plate-Studs Connection between CFST Column and RC Beam." Mathematical Problems in Engineering 2017 (2017): 1–13. http://dx.doi.org/10.1155/2017/9456768.

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The combination of a concrete-filled steel tube (CFST) column and reinforced concrete (RC) beam produces a composite structural system that affords good structural performance, functionality, and workability. The effective transmission of moments and shear forces from the beam to the column is key to the full exploitation of the structural performance. The studs of the composite beam transfer the interfacial shear force between the steel beam and the concrete slab, with the web bearing most of the vertical shear force of the steel beam. In this study, the studs and vertical steel plate were welded to facilitate the transfer of the interfacial shear force between the RC beam and CFST column. Six groups of a total of 18 specimens were used to investigate the shear transfer mechanism and failure mode of the plate-studs connection, which was confirmed to effectively transmit the shear forces between the beam and column. The results of theoretical calculations were also observed to be in good agreement with the experimental measurements.

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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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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 (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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Qin, Yin Hui, Wen Ji Liu, Chao Yang Zhou, and Fu Hua Liu. "Mechanical Performance Analysis of Steel Beam-Concrete Wall Rigid Joint." Advanced Materials Research 639-640 (January 2013): 796–802. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.796.

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The beam-column joints play a key role in composite steel and concrete structures. In order to ensure a safe design of a new building and obtain optimum design, an experimental program consisting of the tests of three connections with different connection details under low-cyclic reversed loading, A series of mechanical performance such as the stress-strain relationship of steel beam web, beam flange, connecting plate, bracket web, bracket flange, distributing steel, concealed column in node core area are all analyzed, the results show that in the loading process, steel beam flange and web ,bracket flange produced yield deformation, but the bracket web, distributing steel, concealed column didn’t yield, so the steel beam flange and web, bracket flange must be strengthened in the design. The test results also show that the bracket can be regarded as canlitecver model in practical engineering.

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Bao, Yanhong, Bowen Chen, and Lei Xu. "Analysis of Concrete-Filled Steel Tube Reinforced Concrete Column-Steel Reinforced Concrete Beam Plane Frame Structure Subjected to Fire." Advances in Civil Engineering 2021 (April 7, 2021): 1–12. http://dx.doi.org/10.1155/2021/6620030.

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The ABAQUS finite-element analysis platform was used to understand the mechanical behavior of concrete-filled steel tube reinforced concrete (CFSTRC) columns and steel reinforced concrete (SRC) beam plane frames under fire conditions. Thermal parameters and mechanical constitutive model of steel and concrete materials were reasonably selected, the correct boundary conditions were chosen, and a numerical model for the thermal mechanical coupling of CFSTRC columns and SRC beam plane frame structure was established. The finite-element model was verified from related experimental test results. The failure modes, deformation, and internal force distribution of the CFSTRC column and SRC beam plane frames were analyzed under ISO-834 standard fire conditions and with an external load. The influence of beam and column fire-load ratio on the fire resistance of the frame structure was established, and the fire-resistance differences between the plane frame structures and columns were compared. The CFSTRC column-steel reinforced concrete beam plane frame may undergo beam failure or the column and beam may fail simultaneously. The frame structure fire-resistance decreased with an increase of column and beam fire-load ratio. The column and beam fire-load ratio influence the fire resistance of the frames significantly. In this numerical example, the fire resistance of the frames is less than the single columns. It is suggested that the fire resistance of the frame structure should be considered when a fire-resistant structural engineering design is carried out.

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Li, Yuanqi, and Binhui Huang. "Evaluation on Seismic Performance of Beam-Column Joints of Fabricated Steel Structure with Replaceable Energy-Dissipating Elements." Sustainability 14, no. 6 (2022): 3350. http://dx.doi.org/10.3390/su14063350.

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This research proposes a beam-column hinged joint with additional replaceable energy-dissipating elements, which is highly industrialized and fully fabricated. In this structure, steel beam and steel column are hinged with pins, at which corners a replaceable energy dissipation element is added. The energy dissipation element is rigidly connected to the steel column through a section of H-beam and high-strength bolts and is hinged to the steel beam using high-strength bolts. The main materials, such as energy dissipation elements, steel columns, and steel beams, are all steel with a design yield strength of 345 MPa. Under the condition that the vertical clear distance between the energy dissipation element and the steel beam is constant at 0.2 m, and the size and section of the beams and columns remain unchanged, six groups of different test samples are constructed by changing the thickness and the horizontal length of the energy-dissipating element. Through the experimental research and numerical simulation of 6 groups of specimens, the strength, stiffness, ductility, hysteresis curve, energy dissipation coefficient, equivalent viscous damping coefficient, and failure mechanism of the joints are obtained, and the horizontal section of the energy dissipation element is mainly analyzed. The effects of parameters such as the ratio of length to span and its ratio to the linear stiffness of steel beams on the seismic performance of the joints were compared with those of traditional welded steel frame beam-column joints. The research results show that the joints can be fully assembled, the energy-consuming components can be replaced, and the beam-column connection joints can be controlled in practical applications. The deviation between the experimental results and the numerical simulation results is less than 10%, which is in good agreement. The failure mode of the node conforms to the seismic performance concept of “energy-dissipating elements are destroyed first and easily replaced after earthquakes”; when the ratio of the horizontal length to the span of the energy-consuming components is 0.225, and the ratio to the linear stiffness of the steel beam is 0.7, the seismic performance is close to or superior to that of traditional welded steel frame beam-column joints, that is, equal to or better than traditional welded steel frame beam-column joints.

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Sowmiya, C., and M. Kavitha S. "A Comparative Study on Beam - Column Joints with Steel and Bamboo Reinforcement." Journal of Advanced Cement & Concrete Technology 4, no. 3 (2021): 1–9. https://doi.org/10.5281/zenodo.5712132.

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Beam-Column joints are the critical zones in a reinforced concrete structure. The behaviour of such joints greatly affects the strength and ductility of the overall structure. In this study, analysis of 3D models of exterior beam-column joints was performed using the ABAQUS software. The aim of the study is to compare the behaviour of exterior beam-column joints with reinforcements detailed as per code IS 456 and code IS 13920. A multi-storeyed building in seismic zone V is analyzed using STAAD.Pro, and one of the exterior beam-column joints at an intermediate storey is designed. The earthquake analysis and design are carried out by incorporating all the modifications as per code IS 13920. Finite Element Analysis has been performed using ABAQUS for the model geometry. The study also focused on using bamboo as an alternative reinforcing material in beam–column joints. An attempt is made to compare the behaviour of beam-column joints with steel and bamboo reinforcements. The performance of steel-reinforced concrete beam-column joints was better than that of bamboo-reinforced concrete beam-column joints. Improvements in the performance of beam-column joints detailed as per code IS 13920 were observed.

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Keil, William J. "LRFD Beam-Column Graphical Design Aid." Engineering Journal 37, no. 3 (2000): 99–119. http://dx.doi.org/10.62913/engj.v37i3.740.

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A graphical design aid is presented for beam-columns, members subjected to combined loading of axial forces and bending moments, designed in accordance with the American Institute of Steel Construction's (AISC) 1993 LRFD Specification for Structural Steel Buildings. Design aids have been published in the AISC LRFD Manual of Steel Construction, 2nd Edition, addressing many facets of structural steel design. These include the beam tables, beam charts, and column tables. However, meager information is available revealing how to design a beam-column accurately and quickly. The common method is entirely based on an assumed axial load due to bending moments which is then used via trial-and-error to size a member from the column (axial load only) design tables. There are various problems with this method of design. This article presents an alternative design procedure based on the Equations H1-1a and H1-1b of the 1993 LRFD Specification for Structural Steel Buildings. The proposed design method consists of a standard set of graphs depicting the interaction diagram for steel W-shapes commonly used as column members. The diagrams are derived for structural members subjected to axial compression and strong axis bending. This new procedure also utilizes a set of linear transformation factors applied to design conditions different from the graphical standard. This method is advantageous to design engineers because it facilitates the selection of a beam-column.

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Hu, Chao, Qian Xia, Erxian Zeng, et al. "Experimental and Numerical Investigation on Stress Concentration Factors of Offshore Steel Tubular Column-to-Steel Beam (STCSB) Connections." Buildings 14, no. 7 (2024): 2004. http://dx.doi.org/10.3390/buildings14072004.

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Steel tubular column-to-steel beam (STCSB) connections are critical parts in offshore structures, where complex component connections and the stress concentration are of significant concern. This study conducted stress concentration tests on welded STCSB connections and subsequently developed a finite element (FE) model for the connections, with the experimental results validating the accuracy of the model. The discussion focused on the influence of parameters such as the width-to-diameter ratio of the beam to the column, the diameter-to-thickness ratio of the column, the diameter-to-thickness ratio of the column to the beam, and the height-to-thickness ratio of the beam web on the fatigue performance. The study proposed optimization methods including the addition of stiffeners and outer flange plates. The findings indicate that optimized connection configurations can effectively mitigate stress concentration in the connected areas, thereby enhancing the structural stability and fatigue life. The width-to-diameter ratio of the beam to the column and the diameter-to-thickness ratio of the column significantly affect the fatigue performance of welded STCSB connections, with an increased width-to-diameter ratio of the beam to the column or a reduced diameter-to-thickness ratio of the column leading to a substantial decrease in the maximum stress concentration factors (SCFs). The addition of stiffeners and adjustment of the outer flange plate can improve stress concentration effects in the connection area.

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Islam, Mukhlis, Ade Sri Wahyuni, and Jeirry Anggara. "The capacity analysis of wide flange steel section as beam-column elements." E3S Web of Conferences 331 (2021): 05006. http://dx.doi.org/10.1051/e3sconf/202133105006.

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The design of the steel frame structure for beam, column, and beam-column elements usually takes several iterations to obtain optimum results that are safe, efficient, and economical. The problems that arise due to the number of iteration for the design process are the basis for this research. The research was conducted on 100 sections IWF and HCS which are consisted of 81 sections of IWF and 19 sections of HCS. The analysis was carried out regarding SNI 1729:2015. The results of this study are in the form of moment capacity graphs and tables of the axial capacity of steel sections as well as coefficients of m and U for beam-column design. Moment capacity graphs and tables of the axial capacity of IWF and HCS profiles produced could be used to reduce the number of iteration in designing safe and efficient steel profiles as beam, column, and beam-column elements. Analysis results show that the usage of the graphs and tables for the beam-column design process will reduce the number of iteration needed.

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28

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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29

Chen, Cheng-Cheng, and Teguh Sudibyo. "Effect of Intermediate Stiffeners on the Behaviors of Partially Concrete Encased Steel Beams." Advances in Civil Engineering 2018 (November 25, 2018): 1–15. http://dx.doi.org/10.1155/2018/8672357.

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Partially concrete encased steel (PE) beams are composite steel beams and concrete elements that present several advantages, such as higher fire resistant, higher flexural capacity, and higher lateral torsional buckling resistant compared to bare steel beams. This paper reports an experimental study of eight PE beams under cyclic loading. The effectiveness of intermediate stiffeners, such as midspan stiffener and plastic hinge zone stiffener, in enhancing composite action and ductility of the PE beams was studied. The ductility performance of PE beams using strengthened beam-to-column connection and weakened beam-to-column connection was also investigated. The test results show that the plastic hinge zone stiffener performed well and has the potential to replace shear connectors. Strengthened and weakened beam-to-column connections can be implemented in PE beams to enhance the ductility of the PE beams; with the details of both strengthened and weakened beam-to-column connections determined by bare steel shape instead of the whole section. In addition, the suggestions to prevent premature failure of weakened beam-to-column connection were provide.

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30

Li, Jun-Tao, Zong-Ping Chen, Jin-Jun Xu, Cheng-Gui Jing, and Jian-Yang Xue. "Cyclic behavior of concrete-filled steel tubular column–reinforced concrete beam frames incorporating 100% recycled concrete aggregates." Advances in Structural Engineering 21, no. 12 (2018): 1802–14. http://dx.doi.org/10.1177/1369433218755521.

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Concrete-filled steel tubular structural members can be recognized as an effective mean to improve the mechanical behavior in terms of strength, stiffness, ductility, and energy dissipation for the initial recycle aggregate concrete deficiencies compared with natural aggregate concrete. A small-scale model of square concrete-filled steel tubular column–reinforced concrete beam frame realized employing 100% recycled coarse aggregates was tested under combined axial loads and cyclic reversed lateral flexure. The failure modes, plastic hinges sequence, hysteresis loop, skeleton curve, stiffness degeneration, energy dissipation capacity, and ductility of the frame were presented and analyzed in detail. The structural behavior of square concrete-filled steel tubular column–reinforced concrete beam frame with 100% recycled coarse aggregates was compared with circular concrete-filled steel tubular column–reinforced concrete beam frame made with 100% recycled coarse aggregates. A fiber-based program model for the nonlinear analysis of concrete-filled steel tubular column–reinforced concrete beam frames incorporating recycled coarse aggregates was developed using SeismoStruct, to highlight the effect of recycled coarse aggregate content on mechanical behavior of recycled aggregate concrete and the confinement effect provided by outer tubes on core concrete. The analysis results show that the numerical model can well simulate and predict the seismic behavior of concrete-filled steel tubular column–reinforced concrete beam frames with 100% recycled coarse aggregate content. Both experimental and numerical results demonstrate that concrete-filled steel tubular column–reinforced concrete beam frames with large content of recycled coarse aggregates have a receivable seismic performance, and it is feasible to apply and popularize recycled aggregate concrete into concrete-filled steel tubular structures in seismic regions.

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31

Liu, Jian, Xiang Yun Huang, Guan Gen Zhou, Zhao Hui Wu, Qi Bei Wang, and Hong Yan Zhang. "A New Approach of Steel Frames-Reinforced Concrete Shear Wall Hybrid Structure Considered Semirigid Connection." Advanced Materials Research 250-253 (May 2011): 198–201. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.198.

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A new approach, which is suitable for analyzing steel frames-reinforced concrete shear wall hybrid structure considered the semirigid connection for beam and column in horizontal load, is presented. The new simplified method considered the semirigid connection for beam and column in hybrid structure is established. The inter-story drift stiffness of steel frames considered the semirigid connection of beam-column in hybrid structure is derived.The traditional continuum method used in RC frames-shear wall structure is expand to steel frames-reinforced concrete shear wall hybrid structure in the paper.The numerical examples of considered the semirigid connection for beam and column in hybrid structure are analysed. The analysis results show that the proposed method is suitable for adoption in practice.

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32

Popov, Egor P., and K. C. Tsai. "Performance of Large Seismic Steel Moment Connections Under Cyclic Loads." Engineering Journal 26, no. 2 (1989): 51–60. http://dx.doi.org/10.62913/engj.v26i2.518.

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Cyclic behavior of recently completed 18 tests in full-size beam-to-column steel moment connections is described. Main emphasis is placed on moment connections of beams to column flanges having plastic moduli of the flanges alone less than 70 percent of the respective plastic moduli of the total beam section. Also considered, cyclic behavior of improved beam-to-column web moment connections as well as some unconventional beam-to-column flange moment connections.

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33

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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34

Sputo, Thomas. "History of Steel Beam‐Column Design." Journal of Structural Engineering 119, no. 2 (1993): 547–57. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:2(547).

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35

Huang, You Qian, Wan Zhen Wang, Wei Tao Wang, and Ke Ting Tong. "Fracture Mechanism and Ductility Construction of Joints of H-Style Beam-Square Tubular Column." Advanced Materials Research 446-449 (January 2012): 484–89. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.484.

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Numerical simulation and fracture analysis were performed on conventional joint of H-style beam-square steel tubular column based on suggested elliptical yield model. The modified coefficient of elliptical fracture model was obtained by equivalently calculating the effects of residual stress and flaws. Using the elliptical fracture model with equivalently calculating the effects of residual stress and disfigurement for evaluation, the parameters of slot holes and horizontal haunch at beam flanges on failure mode of joints of H-style steel beam-square steel tubular column were studied by finite element method. The results indicate that the plastic rotation of joints of H-style beam-square steel tubular column with slot holes and horizontal haunch at beam flanges reach 0.03rad and meet with the requirement of the interim guidelines FEMA, and the loading capacity decrease within 15% compared with that of the conventional joint.

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36

Prasath, Palaniappan, Balaji Shanmugam, and Paul Awoyera. "Behaviour of Stainless-Steel Fibre-Reinforced Exterior Beam-Column Joints under Reverse Cyclic Loading." Advances in Civil Engineering 2023 (June 8, 2023): 1–7. http://dx.doi.org/10.1155/2023/7382626.

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The objective of this study is to evaluate the flexural behaviour of stainless-steel fibre-reinforced concrete beam-column (BC) joints under reverse cyclic loading. Based on the properties of concrete with various percentages of fibre, the optimized volume fraction was obtained as 0.75% of stainless-steel fibre. In the present work, two sets of beam-column joints with and without fibres were cast and tested under reverse cyclic loading. The beam-column joints were loaded up to five cycles, to study their behaviour, and examine the failure pattern of the joint. Based on test results, parameters such as ductility and the energy absorption capacity characteristics were evaluated. It is concluded that the inclusion of stainless-steel fibre improves the overall seismic resistance of RC beam-column joints.

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37

Bishay-Girges, N. W. "Improved Steel Beam-Column Connections in Industrial Structures." Engineering, Technology & Applied Science Research 10, no. 1 (2020): 5126–31. http://dx.doi.org/10.48084/etasr.3248.

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Beam-to-column connection is a rigid connection used in steel moment frames which acts as the main resisting system in structural design. Haunches with double beam section height at the eave, ridge and crane bracket are usually used to resist the large bending moment at the critical locations of the steel frames. Damper devices can be used as the main source of producing forces used to reduce the bending moment due to different static and dynamic loads. This study focuses on improving the steel beam-column connection with the proposed control system in the eave connection which can also be used under the bracket which supports crane beam in industrial buildings. The purpose of this study is to describe the development of the beam-column steel connection incorporating dampers installed to beam bottom flange to reduce the effect of applied load on the frame without the need to create haunches to make the connection design more efficient.

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38

Bishay-Girges, N. W. "Improved Steel Beam-Column Connections in Industrial Structures." Engineering, Technology & Applied Science Research 10, no. 1 (2020): 5126–31. https://doi.org/10.5281/zenodo.3659502.

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Beam-to-column connection is a rigid connection used in steel moment frames which acts as the main resisting system in structural design. Haunches with double beam section height at the eave, ridge and crane bracket are usually used to resist the large bending moment at the critical locations of the steel frames. Damper devices can be used as the main source of producing forces used to reduce the bending moment due to different static and dynamic loads. This study focuses on improving the steel beam-column connection with the proposed control system in the eave connection which can also be used under the bracket which supports crane beam in industrial buildings. The purpose of this study is to describe the development of the beam-column steel connection incorporating dampers installed to beam bottom flange to reduce the effect of applied load on the frame without the need to create haunches to make the connection design more efficient.

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39

Xu, Ya Feng, Qian Chen, Pi Yuan Xu, and Riyad S. Aboutaha. "Effects of Beam Material Strength on the Seismic Performance of Composite CFST Column and Steel Beam Connection." Applied Mechanics and Materials 578-579 (July 2014): 252–55. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.252.

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Composite concrete filled steel tubular (CFST) column is a new type of column having high ductility and high load-bearing capacity. In this paper, the finite element analysis software ABAQUS is used to study the seismic performance of 3D joint of composite CFST column and steel beam. The hysteretic curve and skeleton curve are obtained by changing the strength grade of the steel beam; calculate the energy dissipation ratio of the joint. The results show that the higher the beam’s steel strength the higher ultimate capacity of the joint in the constant axial load. But the full degree of hysteresis curve, energy dissipation and displacement ductility of the space joint decrease.

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40

Khodabandehlo, Ahmadreza, and Mohamad Taghi Kazemi. "Seismic Behavior and Study of RCS Composite Frame Composed of Steel Beams and Strong Concrete Column." Civil and Environmental Engineering 15, no. 2 (2019): 142–53. http://dx.doi.org/10.2478/cee-2019-0018.

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AbstractWith spreading of population and increasing of instruction, and also because of limited resources and materials, the demand for using novel materials in building industry has increased. The reinforced concrete columns and steel beams are used in structures with composite moment frame (RCS). Use of compression strength in proportion with concrete and bending strength of steel beam has bestowed these structures less weight than that of concrete structures and made it easier to access the measure of strong column - weak beam especially within long span in these structures. The most important part of these structures is connection of steel beam with the reinforced concrete column. These connections are divided into two general groups of connection with bracing beam and with bracing column from the joint. This paper aims to study the seismic behavior and parameters of RCS composite frame composed of steel beams and strong concrete column. The finite element method was analyzed by ABAQUS software and data analyzed by Excel.

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41

Han, Bing, Qian Wang, and Yuan Feng Wang. "Creep Modeling for Concrete Filled Steel Tubular Members Compressed with a Large Eccentricity." Advanced Materials Research 150-151 (October 2010): 1343–51. http://dx.doi.org/10.4028/www.scientific.net/amr.150-151.1343.

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Based on concrete creep calculation model B3 and mechanical characteristics of concrete-filled steel tube (CFT) beam-column members of large eccentricity, a creep calculation model of CFT beam-column members of large eccentricity is constructed, which accords with mechanisms of concrete creep, and creep characteristics of concrete core of CFT beam-column members of large eccentricity have been taken into account. The model is verified against previous creep experiments for CFT beam-column specimens, by changing model B3 for ACI209, CEB90, GL2000 model, elastic continuation and plastic flow theory. The results show that introduction of model B3 to predicting creep of CFT beam-column members with a large eccentricity is necessary. Using the model, a study is then carried out on the effects of practical design parameters, such as concrete mix (e.g. water to cement ratio ( ), aggregate to cement ratio ( )), steel ratio and eccentricity ratio, on creep of CFT beam-column members with a large eccentricity.

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42

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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43

Chu, Liusheng, Gaoju Li, Danda Li, and Jun Zhao. "Study on Progressive Collapse Behavior of SRC Column-Steel Beam Hybrid Frame Based on Pushdown Analysis." Shock and Vibration 2017 (2017): 1–12. http://dx.doi.org/10.1155/2017/3075786.

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To investigate the progressive collapse behavior of Steel Reinforced Concrete (SRC) column-steel beam hybrid frame after the failure of key structural elements, a PQ-Fiber model for an 8-storey structure is established in ABAQUS program. Nonlinear dynamic and static pushdown analysis are carried out after the failure and removal of the bottom-middle and bottom-corner columns. Numerical results of both methods agree well with each other. Results show that SRC column-steel frame has good resistance to progressive collapse under dynamic instantaneous load. After sudden removal of a bottom middle column, the development of structural collapse exhibits two mechanisms, the beam mechanism and the catenary mechanism. When the structure is within small deformation range, the collapse resistance of the residual frame is provided by the beam bending moment capacity, which is beam mechanism. For large deformation situation, the collapse resistance is mainly provided by the beam tensile strength, which is catenary mechanism. However, with the removal of a bottom corner column, the residual structure only undergoes the beam mechanism even for large deformations. For future practical applications, the influence of the steel ratio, steel section size, and the vertical position of the removed key components are investigated through a detailed parametric study.

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44

Yang, Song Sen, and Yan Wang. "Experimental Study on Hysteretic Performance of Steel Frame with Improved Node." Applied Mechanics and Materials 405-408 (September 2013): 1148–52. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.1148.

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Using the test and finite element analysis methods study the load-displacement hysteretic performance of the widened beam flange connections steel frame under the low cyclic load. Results of the research show that under the low cyclic load, the plastic hinge of steel frame with widen beam flange connections can be moved out of the beam-column connection welding. And the centers of plastic hinge locate out of widened arc part, achieving the ductile design goals that avoid the brittle break near the welding seam at the end of the beam. The bearing capacity of the steel frame with widen beam flange connections has been improved, but the stiffness of the column web domain is relatively lower. So construction measures should be taken to reinforcing the column web domain.

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45

Babu, Sreelakshmi, and Amna . "Strengthening of RC Beam-Column Joints Using Steel Plates and Shear Connectors." International Journal for Research in Applied Science and Engineering Technology 11, no. 4 (2023): 3512–22. http://dx.doi.org/10.22214/ijraset.2023.51022.

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Abstract: The role of a beam‐column joint is very vital in RCC framed structures. Most of the structural collapses due to earthquakes have been initiated by the failure of the beam‐column joints and therefore understanding the behavior of beam‐column joints is important. The beam column joint is a crucial area where loads from the beam and columns are transferred. It becomes the most critical part of the structure when poor detailing ,unsafe design adopted in the region ,overuse or lack of maintenence.

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46

Wang, Xiaoping, Fuyong Liu, Xiangxue Li, et al. "Static Bearing Capacity Investigation of a Novel Prefabricated Light-Steel Beam–Column Connection." Applied Sciences 12, no. 9 (2022): 4387. http://dx.doi.org/10.3390/app12094387.

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In this study, a novel prefabricated light-steel beam–column connection consisting of a thin-walled rectangular hollow section column and two cold-formed steel truss beams is proposed and investigated by carrying out experimental tests. Eight cruciform beam–column connection specimens with different configurations are fabricated and tested to failure under monotonic static loading. First, failure mode and the loading–displacement curve of each specimen are investigated. Consequently, the effect of three variables, including truss-beam configuration, truss-beam type, and with or without sleeve tube reinforcing the column, on the static bearing capacity of the proposed connection and the deflection of the truss beams are investigated. It is found that plug welding the sleeve to the column can significantly increase the static bearing capacity of the proposed connection. In addition, fillet welding connecting the column and the channel connectors to accommodate the end of the truss beams is crucial to the static bearing capacity of the proposed beam–column connection. Because beam–column connections with single-truss beams have a higher load-bearing capacity and require less material and assembly work, it is recommended to adopt this type of configuration for the proposed connection.

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47

Abraham, Er Nimmy, Er Gopika Moorthy, and Er Prashanth Krishnan. "Seismic Analysis of Concrete Filled Steel Tubular Column and H Steel Beam of Normal and Reduced Beam Sections." International Journal of Engineering Research in Mechanical and Civil Engineering (IJERMCE) 9, no. 6 (2022): 37–40. http://dx.doi.org/10.36647/ijermce/09.06.a007.

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A beam-column junction is a structural member that is subjected to transverse bending and axial compression at the same time. H Steel beams are beams that are composed of an H-steel core within a precast concrete beam. Advantage of H steel beam is its high bearing capacity compared to RC columns. Concrete Filled Steel Tubular (CFST) structure consists of hollow steel tube filled with plain or reinforced concrete. They are lighter than RC columns and are safer and dependable in seismic regions. The study is to find the seismic analysis of developed joints between H steel beam and CFST column under cyclic loading and to compare the behavior of those joints of CFST tubes with normal and Reduced Beam Section beams (RBS). The result aims to show a significant seismic behavior in RBS section than the normal beam section in terms of load- displacement hysteresis curve.

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48

Li, Ding Shi, Qing Tian Su, and Yuan Wei Liu. "Mechanical Behavior of Steel Arch Bridge with Outward Inclined Ribs." Applied Mechanics and Materials 275-277 (January 2013): 1127–31. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1127.

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Steel tied arch bridge with outward rib was adopted in Aixihu bridge in Nanchang city, in which steel girder width was 73 m. Outstanding features, such as large ratio of width to length, outward inclined ribs, four groups arrangement of spatial suspender existed in this bridge. Beam-column finite element model (FEM) and shell-beam FEM for the arch bridge are established respectively. The mechanical behaviors of the arch ribs and the girder analyzed by two different models are compared. The calculation results show that both beam-column FEM and shell-beam FEM can be used in the analyzing the mechanical behavior of arch ribs, while for the wide girder mechanical character analysis should not depend on beam-column FEM but shell-beam FEM.

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49

Yu, Yong Fu, and Deng Feng Wang. "Optimization of Casing Wall Structure of Electrostatic Precipitator - A Case Study." Applied Mechanics and Materials 241-244 (December 2012): 1449–54. http://dx.doi.org/10.4028/www.scientific.net/amm.241-244.1449.

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The conventional structural design of wallboard of electrostatic precipitator casing uses the wall structure of stiffened flat sheet which consumes a great amount of steel. Consequently, a new structural idea was explored to optimize the conventional design which applied profiled steel sheet and located wall beam and wall column. The codes were written which designed and analyzed the wall structure of casing. On the basis of a practical project, as the design parameters were varying, the codes were used to automatically compute the strength, stability, stiffness and steel consumption of profiled steel sheet, wall beam and wall column of the corresponding design case. Then, the design with the minimum steel consumption was selected as the optimum one among all the cases which could satisfy the design requirements. The characteristics of the optimum section shape were generalized. The influence of structure layout on the minimum total steel consumption of casing wall structure was investigated. The total steel consumption of casing wall structure is comparatively small when wall column and wall beam divide the whole wallboard into several smaller blocks whose aspect ratio is about 1.6-2.9. Compared with the original wall structure of stiffened steel sheet, the optimized wall structure composed of profiled sheet, wall column and wall beam can save steel significantly which can be applied widely in large-scale electrostatic precipitator casing structures.

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50

Shi, Ke, Mengyue Zhang, Tao Zhang, Pengfei Li, Junpeng Zhu, and Li Li. "Seismic Performance of Steel Fiber Reinforced High–Strength Concrete Beam–Column Joints." Materials 14, no. 12 (2021): 3235. http://dx.doi.org/10.3390/ma14123235.

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In high–strength concrete, the reinforcement concentration will cause some problems in the beam–column joints (BCJs) due to a large amount of transverse reinforcement. Hence, the main object of this paper is to prevent the reinforcement concentration and reduce the amount of transverse reinforcement in the BCJs through the ideal usage of steel fibers and reinforced high–strength concrete. Pseudo–static tests on seven specimens were carried out to investigate and evaluate the seismic performance of beam–column joints in steel fiber reinforced high–strength concrete (SFRHC). Test variables were steel fiber volume ratio, concrete strength, the stirrup ratio in the core area, and an axial compression ratio of the column end. During the test, the hysteresis curves and failure mode were recorded. The seismic indicators, such as energy dissipation, ductility, strength, and stiffness degradation, were determined. The experimental results indicated that the failure modes of SFRHC beam–column joints mainly included the core area failure and the beam end bending failure. With the increase in stirrup ratio, volume ratio of steel fiber, and axial compression ratio in the core area, both the ductility and energy consumption of beam–column joints increased, while the opposite was true for concrete strength.

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Journal articles on the topic 'Steel Beam-Column'

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