Journal articles: 'Stub Column'

1

Wang, Zhan Fei, Lin Ge, Bao Yun Sun, Yue Ma, and Ke Liu. "Elasto-Plastic Mechanical Behavior of Steel Box Stub Column under Cyclic Uniaxial Tensile and Compressive Load." Applied Mechanics and Materials 578-579 (July 2014): 960–63. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.960.

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In this paper, to study mechanical behavior of steel box stub column under cyclic uniaxial tensile and compressive load, elasto-plastic analysis of the segment is carried out by using ABAQUS package. In this study, with changing parameters (such as length-width ratio L/B, width-thickness ratio RR) of the box stub column, the hysteresis curves, skeleton curves, stress distribution and deformation of the ultimate state for the steel box stub-column are investigated. These results show the L/B and RR have little impact on the ultimate strength and ductility of stub-columns during the tensile stage. However, RR has obvious impact on the elasto-plastic mechanical behavior and local deformation under compressive load.

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Xu, Yunlong, Fei Lyu, Faxing Ding, Chenglu Liu, and En Wang. "Analytical Modelling of LACFCST Stub Columns Subjected to Axial Compression." Mathematics 9, no. 9 (April 23, 2021): 948. http://dx.doi.org/10.3390/math9090948.

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This paper presents a numerical investigation of lightweight aggregate concrete-filled circular steel tubular (LACFCST) stub columns under axial compression. A finite 3D solid element model of the LACFCST stub column was established by adopting a plastic-damage constitutive model of lightweight aggregate concrete (LAC). The finite element model (FEM) analysis results revealed that the confinement effect of the steel tube on the infilled LAC was weaker than that on the infilled conventional concrete. A parametric study making use of 95 full-scale FEMs was conducted to investigate the influences of various design parameters of LACFCST stub columns on their ultimate axial bearing capacity and the composite actions. Moreover, a numerical model of the axial and transverse stress of steel tubes at the ultimate state of LACFCST columns was proposed using the regression method. Based on the equilibrium conditions and the proposed model, a practical design formula making use of an enhancement factor was derived to estimate the ultimate bearing capacity of LACFCST stub columns by using the superposition method. The validity of the proposed formula was verified against the experimental data of 49 LACFCST stub column specimens under the axial loading available in the literature. Meanwhile, the accuracy and conciseness of the proposed formula were evaluated by comparison with the formulas suggested by the existing design codes.

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Huo, Jing Si, Guo Wang Huang, and Yan Xiao. "Effects of Sustained Pre-Load on Residual Strength and Stiffness of Concrete-Filled Steel Tube after Exposure to High Temperatures." Key Engineering Materials 400-402 (October 2008): 769–74. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.769.

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This paper experimentally investigated the effects of axial load level on the residual strength and stiffness of concrete-filled steel tubular (CFT) stub columns which were heated and cooled down to room temperature under sustained axial load. Eight stub columns were axially loaded and heated to specified high temperatures in a purpose-built electric furnace. After the specimens cooled down to room temperature while the axial load was kept constant, the stub columns were loaded to failure. The test results show that not only the axial load level and the high temperature exposure have significant effects on the residual strength and stiffness of stub column, but the residual strength index and stiffness index of the fire-damaged CFT stub columns with pre-load are remarkably different from those without pre-load. From the test results, it is recommended that the sustained axial load effects and the fire cooling phase should be taken into consideration in assessing the fire-damaged CFT columns.

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Ting, Chui Huon Tina, and Hieng Ho Lau. "Compression Test on Cold-Formed Steel Built-Up Back-to-Back Channels Stub Columns." Advanced Materials Research 201-203 (February 2011): 2900–2903. http://dx.doi.org/10.4028/www.scientific.net/amr.201-203.2900.

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Built-up sections are used to resist load induced in a structure when a single section is not sufficient to carry the design load for example roof trusses. In current North American Specification, the provision has been substantially taken from research in hot-rolled built-up members connected with bolts or welds [1]. The aim of this paper is to investigate on built-up back-to-back channels stub columns experimentally and theoretically using Effective Width Method and Direct Strength Method. Compression test was performed on 5 lipped channel and 5 back-to-back channels stub columns fabricated from cold-formed steel sheets of 1.2mm thicknesses. The test results indicated that local buckling is the dominant failure modes of stub columns. Therefore, Effective Width Method predicts the capacity of stub columns compared to Direct Strength Method. When compared to the average test results, results based on EWM are 5% higher while results based on DSM are 12% higher for stub column.

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Vidya, K. C., and George M. Varghese. "Performance of Lean Duplex Stainless Steel Stub Columns with Stiffener." Applied Mechanics and Materials 857 (November 2016): 171–76. http://dx.doi.org/10.4028/www.scientific.net/amm.857.171.

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The stainless steel are employed in a wide range of structural application such as in bridges, storage tanks, reinforcing bars for concrete structure, etc. Among the various grade of stainless steel, austenitic grades are generally popular in construction industry which has nickel content 8-11%. The demand for a new form of a duplex stainless steel leads to the development of Lean Duplex Stainless Steel (LDSS), which has a low nickel content of about 1.5%. The paper is investigates the buckling performance of different shaped lean duplex stainless steel hollow stub column with stiffener. Also performance of LDSS stub column compared with concrete stub column. A non-linear static analysis of LDSS stub column was studied using ANSYS workbench.

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Mirzaie Aliabadi, Mahbobeh, Mohammad Reza Bahaari, and Shahabeddin Torabian. "Design and Analytical Evaluation of a New Self-Centering Connection with Bolted T-Stub Devices." Advances in Materials Science and Engineering 2013 (2013): 1–12. http://dx.doi.org/10.1155/2013/163021.

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A new posttensioned T-stub connection (PTTC) for earthquake resistant steel moment resisting frames (MRFs) is introduced. The proposed connection consists of high strength posttensioned (PT) strands and bolted T-stubs. The post-tensioning strands run through the column and are anchored against the flange of the exterior column. The T-stubs, providing energy dissipation, are bolted to the flange of beam and column and no field welding is required. The strands compress the T-stub against the column flange to develop the resisting moment to service loads and to provide a restoring force that returns the structure to its initial position following an earthquake. An analytical model based on fiber elements is developed in OpenSees to model PTTCs. The analytical model can predict the expected behavior of the new proposed connection under cyclic loading. PTTC provides similar characteristic behavior of the posttensioned connections. Both theoretical behavior and design methods are proposed, and the design methods are verified based on parametric studies and comparison to analytical results. The parametric studies prove the desired self-centering behavior of PTTC and show that this connection can reduce or eliminate the plastic rotation by its self-centering behavior as well as providing required strength and stiffness under large earthquake rotations.

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7

Zhang, Fengjie, Junwu Xia, Guo Li, Zhen Guo, Hongfei Chang, and Kejin Wang. "Degradation of Axial Ultimate Load-Bearing Capacity of Circular Thin-Walled Concrete-Filled Steel Tubular Stub Columns after Corrosion." Materials 13, no. 3 (February 10, 2020): 795. http://dx.doi.org/10.3390/ma13030795.

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This work aimed to investigate the effects of steel tube corrosion on the axial ultimate load-bearing capacity (AULC) of circular thin-walled concrete-filled steel tubular (CFST) members. Circular thin-walled CFST stub column specimens were made of steel tubes with various wall-thicknesses. These CFST column specimens were subjected to an accelerated corrosion test, where the steel tubes were corroded to different degrees of corrosion. Then, these CFST specimens with corroded steel tubes experienced an axial static loading test. Results show that the failure patterns of circular thin-walled CFST stub columns with corroded steel tubes are different from those of the counterpart CFST columns with ordinary wall-thickness steel tubes, which is a typical failure mode of shear bulging with slight local outward buckling. The ultimate strength and plastic deformation capacity of the CFST specimens decreased with the increasing degree of steel corrosion. The failure modes of the specimens still belonged to ductile failure because of the confinement of outer steel tube. The degree of steel tube corrosion, diameter-to-thickness ratio, and confinement coefficient had substantial influences on the AULC and the ultimate compressive strength of circular thin-walled CFST stub columns. A simple AULC prediction model for corroded circular thin-walled CFST stub columns was presented through the regression of the experimental data and parameter analysis.

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Pokharel, Tilak, Helen Goldsworthy, and Emad Gad. "Low Damage Moment Resisting Connection Using Blind Bolts." Key Engineering Materials 763 (February 2018): 189–96. http://dx.doi.org/10.4028/www.scientific.net/kem.763.189.

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Concrete Filled Steel Tubes (CFSTs) are being used as columns in moment resisting frames in many parts of the world. Because of their aesthetic appearance, favourable ductility and large load bearing capacity, they are popular with architects and engineers. The use of CFSTs is limited in some countries (like Australia) due to the problems and cost associated with the connection of steel beams to the closed column section, unlike open H-shaped columns where ordinary structural bolts can be used. In this paper, a structural system is proposed which uses moment resisting frames as the lateral load resisting system. This system eliminates the use of welds at the site, which is the most common method, although expensive, which is used to achieve a moment resisting connections. The proposed system uses double T-stub connections to connect universal beams on opposite sides of the CFST column, and headed anchored blind bolts are used to connect those T-stubs to the column. This system provides sufficient stiffness and strength to be used in low to mid-rise buildings in low to moderate seismic regions. The proposed system uses a capacity design method to limit the load and non-recoverable damage in the connection (especially in the anchorage). One of the components in the connection, the web of the bottom T-stub, is designed as a fuse to create a low damage system for very rare earthquakes.

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9

Wang, Ji Zhong, Lu Cheng, and Xin Pei Wang. "Experimental Research of FRP Composite Tube Confined Steel-reinforced Concrete Stub Columns Under Axial Compression." E3S Web of Conferences 38 (2018): 03035. http://dx.doi.org/10.1051/e3sconf/20183803035.

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A new column of FRP composite tube confined steel-reinforced concrete (FTCSRC) column was proposed. This paper elaborates on laboratorial and analytical studies on the behavior of FCTSRC columns subjected to axial compressive load. Eight circular FTCSRC stub columns and one circular steel tube confined concrete (STCC) stub column were tested to investigate the failure mode and axial compression performance of circular FTCRSC columns. Parametric analysis was implemented to inquire the influence of confinement material (CFRP-steel tube or CFRP-GFRP tube), internal steel and CFRP layers on the ultimate load capacity. CFRP-steel composite tube was composed of steel tube and CFRP layer which was wrapped outside the steel tube, while CFRP-GFRP composite tube was composite of GFRP tube and CFRP layer. The test results indicate that the confinement effect of CFRP-steel tube is greatly superior to CFRP-GFRP tube. The ductility performance of steel tube confined high-strength concrete column can be improved obviously by encasing steel in the core concrete. Furthermore, with the increase in the layers of FRP wraps, the axial load capacity increases greatly.

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10

Wang, Yuan Xi, Xi Kai Du, and Jing Hong Liu. "Research on the mechanical properties of concrete stub column under axial compression loading with square steel tube self-compacting iron tailing." E3S Web of Conferences 165 (2020): 04024. http://dx.doi.org/10.1051/e3sconf/202016504024.

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In this paper, the influence of steel rate and substitution rate of iron tailing powder on the bearing capacity of the stub columns is mainly investigated through the test of five concrete stub columns under axial compression loading with square steel tube self-compacting iron tailing, and the test bearing capacity is compared with the bearing capacity calculated by each code. The test results show that the bearing capacity of the test piece increases obviously with the increase of the steel content; the bearing capacity of the test piece is less affected by the substitution rate of iron tailing powder; it is suggested to use code GB50936-2014 to design and calculate the bearing capacity of the stub column under axial compression loading.

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11

Yin, Ying Zi, Yan Zhang, and Gen Tian Zhao. "Experimental Study of Short Column with Welded H-Sharped Steel Reinforced Concrete under Axial Compresion." Applied Mechanics and Materials 405-408 (September 2013): 952–57. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.952.

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Abstract：In order to study Force Performance of new column, the paper describes and presents the results of nine stub-column tests performed on partially encased composite columns made with welded H-section steel. The test studies effect of column about ultimate strength in s steel ratio, wide-thickness ratio of wing, Space of Horizontal bar. Through anglicizing, ultimate strength of short column under axial compression in different steel ratio; influenced factors of ultimate strength of short column and directly effected column about ultimate strength.

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12

Ding, Faxing, Changbin Liao, En Wang, Fei Lyu, Yunlong Xu, Yicen Liu, Yuan Feng, and Zhihai Shang. "Numerical Investigation of the Composite Action of Axially Compressed Concrete-Filled Circular Aluminum Alloy Tubular Stub Columns." Materials 14, no. 9 (May 7, 2021): 2435. http://dx.doi.org/10.3390/ma14092435.

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This paper studied the composite action of concrete-filled circular aluminum alloy tubular (CFCAT) stub columns under axial compression. A fine-meshed finite three-dimensional (3D) solid element model making use of a tri-axial plastic-damage constitutive model of concrete and elastoplastic constitutive model of aluminum alloy was established. A parametric study utilizing the verified finite element (FE) model was carried out and the analytical results were exploited to investigate the composite actions of concrete-filled circular aluminum alloy tubular stub columns subjected axial compression. Compared with the concrete-filled steel tube (CFCST) stub columns, the aluminum alloy tube exerted a weaker constraint effect on the infilled concrete due to its lower elastic modulus. Based on the FE analytical results and regression method, the composite action model of concrete-filled circular aluminum alloy tubular stub columns was proposed. By generalizing the stress nephogram of the concrete-filled circular aluminum alloy tubular stub column at the limit state, a design formula was proposed to estimate the ultimate bearing capacity the columns using the superposition method. The predicted results of the proposed formula show a good agreement with both the experimental and FE analytical results. The comparison between the proposed formula and current design methods indicates that the proposed formula is more accurate and convenient to use.

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13

Dawe, J. L., and S. V. Mehendale. "Shear connections using stub tees between W beams and HSS columns." Canadian Journal of Civil Engineering 22, no. 4 (August 1, 1995): 683–91. http://dx.doi.org/10.1139/l95-080.

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Ten full-scale specimens consisting of wide-flange beams shear connected by means of tee stubs to hollow structural section (HSS) column faces were tested. Shear–displacement and shear–rotation behaviour were documented and five possible failure modes were identified for this type of connection. In all cases, excessive displacements resulted from yielding of the tee stem, while different ultimate failure modes were observed. Except for bending of the HSS wall, the identified failure modes could be related to well-known limit states. Quantitative evaluations were provided for the remaining failure modes. Key words: connection, steel, HSS, W shape, shear, column, beam, tee stub, experimental.

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14

Zheng, Yong Qian, and Jin Ping Zhuang. "Analytical Behavior of Square Reinforced Concrete Stub Columns under Overall Fire and Axial Compression." Applied Mechanics and Materials 256-259 (December 2012): 2709–12. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.2709.

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A finite element model for square reinforced concrete stub column under overall fire and axial compression is developed. The temperature of columns subjected to simulated heating and cooling standard fire and the maximal temperature field were determined. The creep of steel bars, bond slip between steel bars and concrete, transformation of material properties were considered in the force analysis. The deformation under overall fire and the load bearing capacity of the column with initial load after fire are provided.

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15

Chen, Shi Zhe, Zhan Wang, and Chao Zhou. "Performance Study for T-Stub Considering the Bending Capacity of Bolt." Applied Mechanics and Materials 741 (March 2015): 175–78. http://dx.doi.org/10.4028/www.scientific.net/amm.741.175.

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The bending capacity of the beam end-plate or the column flange and the tensile property of the bolt could be expressed by an equivalent t-stub model. In this paper, ten groups of different sizes of T-stub are designed for monotonic loading test. The accurate element models are established for comparable study with the experimental result. The stress distribution and deformation characteristics of the T-stub and bolts are determined. A theoretic formula of tensile stiffness for T-stub is derived, it is presented that the calculation results are consistent with the tests.

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16

Zhou, Rong, Jun Hai Zhao, and Xue Ying Wei. "Analysis on Bearing Capacity of Concrete-Filled Tubular CFRP-Steel Stub Column under Axle Compression." Applied Mechanics and Materials 584-586 (July 2014): 1155–60. http://dx.doi.org/10.4028/www.scientific.net/amm.584-586.1155.

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New progress of research and applications of CFRP at home and abroad are introduced in this paper. The circular concrete-filled tubular CFRP-steel stub column under axial loads is studied based on the unified strength theory in the paper. The effect of intermediate principal stress on the ultimate strength for the concrete-filled tubular CFRP-steel stub column have been investigated. The ultimate load calculation formula for the concrete-filled tubular CFRP-steel stub column is derived in this paper, and can be simplified for cases without CFRP. Compared with the solution obtained in this paper and the experimental results, the good agreement can be found. The effects of the intermediate shear stress, the cross-section deformation ratio and also the inner friction angle of the concrete are all considered in the theory analysis. The analysis result further tests the applicability of the unified strength theory in the field of concrete-filled CFRP-steel tube. It has an important theory value for engineering application.

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Liu, Jiepeng, Hua Song, and Yuanlong Yang. "Research on mechanical behavior of L-shaped multi-cell concrete-filled steel tubular stub columns under axial compression." Advances in Structural Engineering 22, no. 2 (August 21, 2018): 427–43. http://dx.doi.org/10.1177/1369433218790127.

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A total of 11 L-shaped multi-cell concrete-filled steel tubular stub columns were fabricated and researched in axial compression test. The key factors of width-to-thickness ratio D/ t of steel plates in column limb and prism compressive strength of concrete fck were investigated to obtain influence on failure mode, bearing capacity, and ductility of the specimens. The test results show that the constraint effect for concrete provided by multi-cell steel tube cannot be ignored. The ductility decreases with the increase of width-to-thickness ratio D/ t of steel plates in column limb. The bearing capacity increases and the ductility decreases with the increase in prism compressive strength of concrete fck. A finite element program to calculate concentric load–displacement curves of L-shaped multi-cell concrete-filled steel tubular stub columns was proposed and verified by the test results. A parametric analysis with the finite element program was carried out to study the influence of the steel ratio α, steel yield strength fy, prism compressive strength of concrete fck, and width-to-thickness ratio D/ t of steel plates in column limb on the stiffness, bearing capacity and ductility. Furthermore, the design method of bearing capacity was determined based on mainstream concrete-filled steel tubular codes.

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Zhu, Xiaoming, and Zhaoqi Wu. "Study on New Bolted T-Stub Connection with Inserted Plates under Axial and Cyclic Loads." Applied Sciences 10, no. 7 (April 10, 2020): 2631. http://dx.doi.org/10.3390/app10072631.

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The bolted T-stub connection joining beam with column is being widely applied. To enhance the energy dissipation capacity of conventional T-stub connections, two rectangular plates are proposed to be inserted between the T-stub and column, so that the T-stub flange can yield both under tensile and compressive loads. This study put forward a mechanical model of a new T-stub connection with inserted plates and investigated important factors that could affect its mechanical behavior through experimental tests. Thirty specimens were designed with different configurations that differed according to the existence or absence of inserted plates, the fabrication method and the width of inserted plates. These configurations were tested under axial and cyclic loading conditions, and results showed that the proposal aiming to improve the energy dissipation capacity was feasible. The mechanical model presented coincided with the test observation and data. The advent of two inserted plates elevated the load bearing capacity, stiffness and ductility of connections under compression, whereas in tension the properties were not substantially enhanced. The welded T-stub connections outperformed those cut from standard section steel. The energy dissipated by connections with inserted plates was about 150% of that by traditional connections without inserted plates. Only within a reasonable range can the increment of plate width promote the energy dissipation capacity of T-stub connections. The optimum width of plates in terms of energy consumption accounted for around 31% of the overall width of connections.

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Wang, Zhi Bin, and Li Ying Liu. "Finite Element Modelling of Concrete-Filled Steel Tube Reinforced Concrete Stub Columns under Axial Compression." Applied Mechanics and Materials 351-352 (August 2013): 138–42. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.138.

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Concrete-filled steel tube reinforced concrete (CFSTRC) columns are currently being studied as a popular method to improve the shear strength, the ductility and the seismic behaviour of reinforced concrete (RC) columns. Owing to the complexity of confinement provided by steel tubes and stirrups, the behaviour of CFSTRC column is difficult to be accurately simulated. Thus,so far there is not a finite element (FE) model for CFSTRC columns. For studying the performance of this composite column, a FE model was developed based on the existing test results and theories. The predicted results using this FE model agree with the test results, which means that this model can be applied to carry out the further mechanism analysis.

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Guo, Ying, and Yufen Zhang. "Comparative Study of CFRP-Confined CFST Stub Columns under Axial Compression." Advances in Civil Engineering 2018 (July 18, 2018): 1–8. http://dx.doi.org/10.1155/2018/7109061.

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This paper presented a comparative study of concrete-filled steel tubular (CFST) stub columns with three different confinement types from carbon fiber reinforced polymer (CFRP): outer circular CFRP, inner circular CFRP, and outer square CFRP. The compressive mechanism and physical properties of the composite column were analyzed firstly aiming at investigating the confinement effect of CFRP. Ultimate axial bearing capacity of these three CFRP-confined CFST columns was calculated based on Unified Theory of CFST and elastoplastic limit equilibrium theory, respectively. Meanwhile, the corresponding tests are adopted to validate the feasibility of the two calculation models. Through data analysis, the study confirmed the ultimate strength calculation results of the limit equilibrium method were found to be more reliable and approximate to the test results than those of Unified Theory of CFST. Then axial bearing capacity of the pure CFST column was predicted to evaluate the bearing capacity enhancement ratio of the three types of composite columns. It was demonstrated that the averaged enhancement ratio is 16.4 percent, showing that CFRP-confined CFST columns had a broad engineering applicability. Through a comparative analysis, this study also confirmed that outer circular CFRP had the best confinement effect and outer square CFRP did better than inner circular CFRP. The confinement effect of CFRP increased with the decrease of concrete strength, and it was proportional with relative proportions of CFRP and steel under the same concrete strength.

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Dunberry, E., D. Leblanc, and R. G. Redwood. "Cross-section strength of concrete-filled HSS columns at simple beam connections." Canadian Journal of Civil Engineering 14, no. 3 (June 1, 1987): 408–17. http://dx.doi.org/10.1139/l87-059.

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Tests are described in which short, rectangular steel columns filled with concrete are loaded to failure under axial load. Part of the load is applied at typical beam connections within the column length; and part is applied at the top, representing the load from upper stories of a building. The length of the column near the connection over which slip takes place is examined, and the ultimate strength of the columns is compared with that of stub columns loaded uniformly over their length. A small reduction in strength is found to occur, which depends upon the proportion of total load applied at the connection. An empirical means of accounting for this strength reduction is given. Key words: columns, composite construction, connections, tubular columns, axial compression.

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Li, Yong Jin, Qing Xin Ren, and Fei Yu Liao. "Behaviour of Concrete Filled Steel Tube Reinforced Concrete (CFSTRC) Stub Columns: Experiments." Applied Mechanics and Materials 166-169 (May 2012): 859–62. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.859.

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Concrete filled steel tube (CFST) reinforced concrete (CFSTRC) columns subjected to axial compression were experimentally investigated in this paper. A total of ten specimens were tested. The main parameters varied in the experiments were steel tube ratio and concrete strength. It was found that, under axial compression, the column ultimate strength increases with the increasing of steel tube ratio and concrete strength. The work in this paper provides a basis for the further theoretical study on the behavior of CFSTRC columns.

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Choi, Chang Sik, Hyung Suk Jung, and Hyun Ki Choi. "Behaviour of Concrete Filled Steel Square-Tube Stub Column with Steel-Fiber Reinforced High Strength Concrete." Advanced Materials Research 663 (February 2013): 125–29. http://dx.doi.org/10.4028/www.scientific.net/amr.663.125.

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The paper presents an experimental study on the behavior of axial loaded concrete-filled steel square-tube stub columns with high strength fiber reinforced concrete until failure. Four specimens were tested to investigate the effect of high strength concrete on the load carrying capacity of the concrete-filled steel square-tube stub columns. The effect of the presence of steel fiber in high strength concrete which filled in the steel tube was also investigated. The main parameters in the tests were: (1) the strength of concrete (30 Mpa and 100 Mpa), and (2) the use of reinforcing steel fiber in concrete (plain high strength concrete and steel fiber high strength concrete). The main purpose of these tests were three-step: (1) to describe a series of tests on composite stub columns, (2) to analyze the influence of several parameters, and (3) to compare the accuracy of the predictions by using the specifications in the code (ACI and EC4 etc.) for the design of high-strength composite columns. Experimental results indicate that the high strength of concrete and use of steel-fiber in concrete had significant influence on both the axial compressive load capacity and the ductile of the steel square-tube stub columns.

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Blaževičius, Žygimantas. "ON THE ADAPTABILITY OF CONCRETE‐FILLED STEEL TUBULAR COLUMNS IN THE LIGHT OF THE POST‐FIRE TESTING RESULTS." Technological and Economic Development of Economy 13, no. 2 (June 30, 2007): 100–108. http://dx.doi.org/10.3846/13928619.2007.9637783.

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The objective of this work is assessment of the applicability of the concrete‐filled steel tubular columns for their further maintenance after exposing to fire. The properties of steel and concrete after heating are briefly described, as well as the attributes of the structures indicating temperature reached during the fire. An experimental research on the HC‐FST (hollow concrete‐filled steel tubular) column behaviour under post‐fire conditions was performed. Behaviour of 16 axially loaded HC‐FST columns has been experimentally investigated and the results presented in this paper. The experimental values of the post‐fire resistance were measured and failure mode was determined for 4 axially loaded columns. For the comparison of test parameters, 4 axially loaded HC‐FST columns were tested under normal conditions. In addition, 8 hollow concrete‐filled steel tubular stub columns and 4 hollow concrete tubular stub columns under normal conditions were tested. One of the research objectives was preparing the experimental data for analysis and developing some analytical dependences between different test parameters influencing most significantly the post‐fire resistance of HC‐FST columns.

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ZHOU, Feng, Keiichiro SUITA, Tomohiro MATSUMIYA, and Masahiro KURATA. "TESTS ON STEEL COLUMN BASES WITH T-STUB CONNECTIONS." Journal of Structural and Construction Engineering (Transactions of AIJ) 69, no. 581 (2004): 117–25. http://dx.doi.org/10.3130/aijs.69.117_2.

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Yuan, H. X., Y. Q. Wang, Y. J. Shi, and L. Gardner. "Stub column tests on stainless steel built-up sections." Thin-Walled Structures 83 (October 2014): 103–14. http://dx.doi.org/10.1016/j.tws.2014.01.007.

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Zhang, Yufen, Junhai Zhao, and Weifeng Yuan. "STUDY ON COMPRESSIVE BEARING CAPACITY OF CONCRETE-FILLED SQUARE STEEL TUBE COLUMN REINFORCED BY CIRCULAR STEEL TUBE INSIDE." Journal of Civil Engineering and Management 19, no. 6 (October 24, 2013): 787–95. http://dx.doi.org/10.3846/13923730.2013.799088.

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This paper concentrates on the compressive bearing capacity of one composite column of a Concrete-Filled Square Steel Tube (CFSST) reinforced by a circular steel tube inside. Some tests were conducted to consider the compression behaviour of the stub columns under axial compressive loading. Through an elastoplastic limit analysis based on Unified Strength Theory (UST), the ultimate load capacity of the CFSST columns reinforced by inner circular steel tube under axial compression has been derived, which has a good agreement with the experimental results in comparison with other empirical models. So this model is extended to predict the optimal design of the inner tube, namely, Di/ti and Di/B. In addition, another simple model is also proposed to testify the optimal section of this composite column. With the optimal circular steel tubes inside the CFSST column, the composite column can result in significant savings in column size, which ultimately can lead to significant economic savings and higher bearing capacity. The results show that it has a theoretical significance and application value to adopt circular steel tube to strengthen CFSST column.

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Zhao, Gen Tian, and Chao Feng. "Axial Ultimate Capacity of Partially Encased Composite Columns." Applied Mechanics and Materials 166-169 (May 2012): 292–95. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.292.

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The test results of nine stub-column tests performed on partially encased composite (PEC) columns made with welded H-section steel are described and presented. The H-section steel is stiffened with transverse link and concrete is poured between the flanges of the steel section. The axial comprehensive study has been conducted on all specimens to investigate the ultimate axial capacity of PEC columns. The failure of all columns is due to local buckling of the flanges along with concrete crushing. Closer link spacing improves the ductility of the columns; however, the measurements show that in general yielding do not occur before the peak load in the links. The additional longitudinal bars have no a remarkable effect to the strength of the composite columns. Finally, an equation is proposed to predict the ultimate axial capacity of the partially encased composite column.

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Zuo, Zhi Liang, Da Xin Liu, Jian Cai, Chun Yang, and Qing Jun Chen. "Experiment on T-Shaped CFT Stub Columns with Binding Bars Subjected to Axial Compression." Advanced Materials Research 838-841 (November 2013): 439–43. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.439.

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To improve the mechanical behavior of T-shaped concrete-filled steel tubular (T-CFT) column, the method that setting binding bars along the height of steel tube is proposed. Five T-CFT stub columns with binding bars and another two without binding bars subjected to axial compression were tested. The influences of the spacing and diameter of binding bars on the failure modes, maximum strength, and ductility of T-CFT stub columns are investigated. The experimental results demonstrate that by setting binding bars or decreasing the spacing of binding bars, the buckling modes of the steel plates are changed, the local buckling of the steel plates is postponed, and the confinement effects on the core concrete can be improved significantly. By setting binding bars, the bearing capacity and ductility of the columns are enhanced by 1.17 and 3.38 times at most, respectively. By increasing the diameter of binding bars, the ductility of the columns is improved, but the bearing capacity and buckling strength cannot be improved when the diameter is large enough.

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Zhang, Jin Fan, Zhen Yu Wang, and Jian Qun Jiang. "Component Modeling of Steel Bolted End-Plate Joints under Bending and Shearing Loads." Applied Mechanics and Materials 226-228 (November 2012): 1194–98. http://dx.doi.org/10.4028/www.scientific.net/amm.226-228.1194.

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Based on the component method of EuroCode3, a new component model to evaluate rotational properties of extended end-plate beam-to-column joints under shearing and bending loads has been proposed in this paper. Firstly, the T-stub model was set up. And then the end-plate beam-to-column joint was simplified with a set of T-stubs. Finally the end-plate beam-to-column joint was simulated by the proposed component model consists of a series of levers and equivalent springs. With the purpose of verifying and calibrating the proposed model, an experiment of extended end-plate joint is recommended and a corresponding finite element model has also been set up. Results of experiment, FEM and component model fit well each other. The method of this paper can describe the rotational property of end-plate joint under beading moment and shear with enough precision, which can be a useful improvement to conventional design codes.

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Blaževičius, Žygimantas, and Audronis Kazimieras Kvedaras. "EXPERIMENTAL INVESTIGATION INTO FIRE RESISTANCE OF HC‐FST COLUMNS UNDER AXIAL COMPRESSION." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 13, no. 1 (March 31, 2007): 1–10. http://dx.doi.org/10.3846/13923730.2007.9636413.

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A certain amount of analytical methods for determining fire resistance of concrete filled steel tubular columns are developed. Mostly those methods refer to or have as an origin the data about the results of real experiments. The research work on this kind of composite column behaviour under fire conditions with a wide range of different parameters measuring was performed. The behaviour of 16 axially loaded HC‐FST (hollow concrete filled steel tubular) columns without fire protection under conditions similar to ISO‐834 fire and under normal conditions was experimentally investigated and the results are presented in this paper. The experimental values of fire resistance were measured and the failure mode was determined for 4 axially loaded columns. And for the comparison of test parameters, 4 axially loaded HC‐FST columns were tested under normal conditions. In addition, 8 hollow concrete‐filled steel tubular stub columns and 4 hollow concrete tubular stub columns under normal conditions were tested. The final objective was to prepare experimental data for analysis and to find some analytical dependence between test parameters with the most significant influence on the fire results of HC‐FST columns.

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Zhou, Feng, and Ben Young. "Compressive strengths of concrete-filled double-skin (circular hollow section outer and square hollow section inner) aluminium tubular sections." Advances in Structural Engineering 22, no. 11 (April 22, 2019): 2418–34. http://dx.doi.org/10.1177/1369433219842381.

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Experimental and numerical investigations of concrete-filled double-skin aluminium stub column with a circular hollow section as the outer skin and a square hollow section as the inner skin are presented in this article. A test program was carried out to study the influences of aluminium tube geometric dimensions and concrete strength on structural performance and strength of composite columns. A series of composite columns was tested on outer circular hollow section tubes and inner square hollow section tubes; the spaces between them had been filled with concrete of different nominal cylinder strengths of 40, 70 and 100 MPa. The tubes were fabricated by extrusion using 6061T6 heat-treated aluminium alloy having a nominal 0.2% proof stress of 240 MPa. A non-linear finite element model was developed and verified against experimental results. The test and numerical results were compared with the design strengths to evaluate the applicability of the design rules in the American specifications for aluminium and concrete structures. In addition, the proposed design equations, developed by the authors for concrete-filled double-skin aluminium tubular stub columns with circular hollow section as both outer and inner skins, were used to calculate the design strengths and compared with the experimental and numerical results obtained in this study. The proposed design equations also predicted the ultimate strengths of the concrete-filled double-skin aluminium tubular stub columns accurately with circular hollow section as the outer skin and square hollow section as the inner skin.

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Landović, Aleksandar, and Miroslav Bešević. "Experimental Research on Reinforced Concrete Columns Strengthened with Steel Jacket and Concrete Infill." Applied Sciences 11, no. 9 (April 29, 2021): 4043. http://dx.doi.org/10.3390/app11094043.

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Experimental research on axially compressed columns made from reinforced concrete (RC) and RC columns strengthened with a steel jacket and additional fill concrete is presented in this paper. A premade squared cross-section RC column was placed inside a steel tube, and then the space between the column and the tube was filled with additional concrete. A total of fourteen stub axially compressed columns, including nine strengthened specimens and five plain reinforced concrete specimens, were experimentally tested. The main parameter that was varied in the experiment was the compressive strength of the filler concrete. Three different concrete compression strength classes were used. Test results showed that all three cross-section parts (the core column, the fill, and the steel jacket) worked together in the force-carrying process through all load levels, even if only the basic RC column was loaded. The strengthened columns exhibited pronounced ductile behavior compared to the plain RC columns. The influence of the test parameters on the axial compressive strength was investigated. In addition, the specimen failure modes, strain development, and load vs. deformation relations were registered. The applicability of three different design codes to predict the axial bearing capacity of the strengthened columns was also investigated.

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MORITA, KOJI, BEN KATO, and TAKEHIKO TERADA. "SHEAR STRENGTH OF REINFORCED CONCRETE STUB CLADDING STEEL COLUMN BASES." Journal of Structural and Construction Engineering (Transactions of AIJ) 354 (1985): 32–39. http://dx.doi.org/10.3130/aijsx.354.0_32.

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Jayaganesh, S., J. Raja Murugadoss, G. Ganesh Prabhu, and J. Jegan. "Effects of Concentrical Partial (Local) Compression on the Structural Behavior of Concrete Filled Steel Tubular Column." Advances in Materials Science and Engineering 2015 (2015): 1–9. http://dx.doi.org/10.1155/2015/491038.

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The objective of this present paper is to investigate the structural behavior of square and circular Concrete Filled Steel Tubular (CFST) stub columns subjected to axial partial/local compression. The experimental parameters were local compression area and section type. Among the twelve specimens, six specimens were tested under full compression and the remaining six specimens were tested under local compression. The experimental observation indicated that the failure pattern of the CFST column with partial compression is fairly different from the CFST column subjected to full compression. The confinement provided by the circular section is quite different than the confinement provided by the square section, when the CFST column is subjected to axially local compression. It was found that the elastic modulus (stiffness) and the ultimate bearing capacity of the CFST column decreased with the increase in local compression ratio. The circular and square CFST columns subjected to partial/local compression achieved an ultimate strength of 4.45% and 14.15%, respectively, less than that of the columns subjected to full compression. From the above observation, it can be inferred that the structural performance of the CFST column is significantly influenced by the local area compression ratio and this effect should be taken into account in design models.

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Lin, Qingjie, Yu Chen, and Chao Liu. "Mechanical properties of circular nano-silica concrete filled stainless steel tube stub columns after being exposed to freezing and thawing." Nanotechnology Reviews 8, no. 1 (December 31, 2019): 600–618. http://dx.doi.org/10.1515/ntrev-2019-0053.

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AbstractExperimental research on circular nano-silica concrete filled stainless steel tube (C-CFSST) stub columns after being exposed to freezing and thawing is carried out in this paper. All of forty specimens were tested in this paper, including nine C-CFSST specimens at normal temperature, 28 short columns of C-CFSST for freeze-thaw treatment and three circular hollow stainless steel stub columns. The failure mode, load-displacement curves, load-strain curves and load-bearing capacity were obtained and analyzed in this paper. The main parameters explored in the test include the number of freeze-thaw cycles (N=0, N=50, N=75, and N=100), wall thickness (T=1.0mm, T=1.2mm, T=1.5mm) andnano-silica concrete strength (fc=20MPa, fc=30MPa, fc=40MPa). The result shows that C-CFSST short columns at normal temperature and subjected to freezing and thawing follow similar failure mode. The effect of freeze-thaw cycles (N) of 50 on bearing capacity of C-CFSST column was maximal, and then the influence of N on the bearing capacity of specimens was small when N reached to 75, finally the effect of N on bearing capacity of C-CFSST column was large when N reached to 100. The bearing capacity of C-CFSST columns increases with increasing wall thickness. In addition, the loss percentage of bearing capacity of specimens (fc=40MPa) for freeze-thaw treatment is maximal, and the loss percentage of bearing capacity of specimens (fc=30MPa) for freeze-thaw treatment is minimal. According to the test results, this paper proposed a formula to calculate the bearing capacity of C-CFSST short columns for freeze-thaw treatment.

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Wang, Wei, Chenchen Zhang, Zeshen Li, and Xuehong Gan. "A Study on the Application of Two Different Material Constitutive Models Used in the FE Simulation of the Cyclic Plastic Behavior of a Steel Beam-Column T-Stub Connection." Advances in Civil Engineering 2021 (February 8, 2021): 1–14. http://dx.doi.org/10.1155/2021/8868015.

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Seismic actions inevitably cause cyclic plastic deformations in steel frame connections, which is a common cause of failure in steel structures. Nonlinear finite element (FE) static analysis has been employed in the study of the cyclic plastic behavior of a T-stub connection based on the reported cyclic test on the corresponding extensively tested T-stub connection made of Q235 steel. In particular, the isotropic-hardening and Chaboche constitutive models were employed to predict both the stress distribution and plastic development on the T-stub and the hysteretic curves of the entire T-stub connection. The two constitutive models were calibrated by four material tests to describe the yield and hardening behaviors of the Q235 steel used to make this T-stub connection. The two sets of simulation results obtained from the simulations of the two FE models employed by the two different constitutive models were compared with each other and with the experimental results. The comparisons reveal that the simulation results are similar and in good agreement with the experimental results when the cumulative plastic deformation in the T-stub is small. However, the results of the FE analysis using the Chaboche model are in better agreement with the experimental results when the cumulative deformation in the T-sub is large. This study can provide a reference for FE simulation of the cyclic plastic behavior of steel connections, including the T-stub connection.

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Kristóf, Imola, Zsanett Novák, and Dezső Hegyi. "A Simplified Method for the Design of Steel Beam-to-column Connections." Periodica Polytechnica Architecture 48, no. 2 (November 13, 2017): 79–86. http://dx.doi.org/10.3311/ppar.11089.

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The moment resistance of beam-to-column connections is frequently utilised in steel structures. Eurocode 3 suggests the component method to analyse such connections, and it implements the equivalent T-stub method to determine the resistance of the end plate of the beam. The latter method requires tedious and concentrated work. A simplified method is suggested to reduce the number of calculations and enable the designer to focus on construction aspects in the pre-design phase, or in education.The resistance of the T-stub covers three possible failure modes: the yield of the plate, the failure of the of the bolt and simultaneous yield. The yield of the plate and simultaneous yield depend on numerous parameters, and they are verified by multiple equations. The failure of the bolts are more easily checked.In the present paper, requirements for geometric ratios are defined for the widely used steel sections to assure failure of the bolts at a lower level of the load than the yield of the plate. These parameters facilitate the simple calculation of the resistance of the bolts instead of the tedious work needed for the end plate resistance.The paper presents a proper explanation for the design rules and the effect of the geometric parameters on the resistance of the end plate. Geometric parameters are suggested for the widely used hot rolled and typical welded beam sections. All the parameters fulfil the requirements of the equivalent T-stub method of Eurocode 3.

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Hansapinyo, Chayanon, Chinnapat Buachart, and Preeda Chaimahawan. "Tests of Inclined Concrete-Filled Steel Tubular Stub Columns under Vertical Cyclic Loading." Advances in Civil Engineering 2018 (September 2, 2018): 1–9. http://dx.doi.org/10.1155/2018/5426731.

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This paper presents an experimental study on the cyclic behavior of fifteen concrete-filled steel tubular columns subjected to vertical cyclic loading. All test samples’ cross-sectional area is 75 × 75 mm2square, and they are 500 mm long. The main variables in the test are the thickness of the steel tube (1.8 and 3.0 mm with the width-to-thickness ratios (b/t) of 41.7 and 25), the strength of the infilled concrete (no-fill, 23 MPa, and 42 MPa), and the inclined angle (0, 4, and 9 degrees). The results show that all samples failed due to local buckling in compression followed by tearing of the steel tube in tension. The inclination angles of 4 and 9 degrees decreased the vertical compressive capacity of the 1.8 mm vertical hollowed steel column by 34 and 39 percent, respectively. However, the infilled concrete and thicker tube (3.0 mm) could substantially reduce the adverse effect of the inclination angle. The compressive ductility of the hollowed column with the thinner tube was significantly enhanced by the infilled concrete as well.

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40

KAMBA, Teruyasu. "STUB COLUMN TEST OF HIGH-STRENGTH CRS STEEL COLUMN WITH SMALL DIAMETER-TO-THICKNESS RATIO." Journal of Structural and Construction Engineering (Transactions of AIJ) 63, no. 507 (1998): 123–29. http://dx.doi.org/10.3130/aijs.63.123_2.

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Jovanović, Đorđe, Drago Žarković, Zoran Brujić, and Đorđe Lađinović. "Fiber beam-column element implementation in academic CAD software Matrix 3D." Gradjevinski materijali i konstrukcije 60, no. 2 (2017): 57–77. http://dx.doi.org/10.5937/grmk1702057j.

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42

Liu, Jing, Zhe Li, and Fa-Xing Ding. "Experimental Investigation on the Axially Loaded Performance of Notched Hexagonal Concrete-Filled Steel Tube (CFST) Column." Advances in Civil Engineering 2019 (September 29, 2019): 1–9. http://dx.doi.org/10.1155/2019/2612536.

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This study aimed to investigate the static performance of notched hexagonal concrete-filled steel tube (CFST) stub columns through axial loading. Notch length, notch location, and notch direction in 14 CFST stub columns were experimentally studied. Stress process, failure mechanism, and ultimate strength in the notched CFST columns were analyzed. Results show that notches in steel tubes can weaken the restraining effect of steel pipes on core concrete and induce a decrease in the ultimate strength of specimens. The failure mode of components is greatly affected by notch orientation. The notch is closed under axial compression in the horizontally notched specimen, and the slotting indicates outward buckling in the vertically notched specimen. Based on the test results, a method for calculating the ultimate strength of notched hexagonal CFST columns was established. This research encourages the extensive application of these structures in civil engineering.

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AVE, Takeo, Takahiro OHTSUKA, Shuji SHIBATA, Markus KNOBLOCH, and Mario FONTANA. "BUCKLING BEHAVIOR OF CRUCIFORM SECTION STEEL STUB COLUMN AT HIGH TEMPERATURES." Journal of Structural and Construction Engineering (Transactions of AIJ) 76, no. 660 (2011): 437–42. http://dx.doi.org/10.3130/aijs.76.437.

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Chen, Ju, Yong He, and Wei-Liang Jin. "Stub column tests of thin-walled complex section with intermediate stiffeners." Thin-Walled Structures 48, no. 6 (June 2010): 423–29. http://dx.doi.org/10.1016/j.tws.2010.01.008.

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Cai, Jian, and Zhen-Qiang He. "Axial load behavior of square CFT stub column with binding bars." Journal of Constructional Steel Research 62, no. 5 (May 2006): 472–83. http://dx.doi.org/10.1016/j.jcsr.2005.09.010.

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46

Rondal, J., and R. Maquoi. "Stub-column strength of thin-walled square and rectangular hollow sections." Thin-Walled Structures 3, no. 1 (January 1985): 15–34. http://dx.doi.org/10.1016/0263-8231(85)90017-5.

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Han, Lin-Hai, Hua Yang, and Shu-Liang Cheng. "Residual Strength of Concrete Filled RHS Stub Columns after Exposure to High Temperatures." Advances in Structural Engineering 5, no. 2 (April 2002): 123–34. http://dx.doi.org/10.1260/1369433021502614.

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Tests are reported on twenty-six concrete filled steel tube of rectangular section after being exposed to high temperatures, to investigate the influence of temperature on section capacity and load-deformation behavior. The main parameter varied is temperature, from 20°C to 900°C. A mechanics model is described in this paper for the behaviour of concrete-filled RHS (Rectangular Hollow Section) columns after exposed to high temperatures, and is a development of the analysis (Han et al, 2001a) used when only normal temperatures apply. The predicted load versus axial strain relationship is in good agreement with stub column test results. Simplified models are derived for the section capacities and the modulus of elasticity of the composite sections. It was found in general, that the higher the exposure temperature, the higher the loss of section capacities and elastic modulus which resulted. The tests have shown the importance of the influence of high temperatures on the performance of concrete filled steel tubes. The work in this paper provides a basis for further theoretical study on the residual strength of concrete filled steel tubular columns.

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Solodovnyk, Y., V. Riumin, and V. Nikichanov. "EVALUATION OF LOAD-BEARING CAPACITY OF THE STEEL CONSTRUCTION JOINTS ON THE BASIS OF COMPONENT METHOD." Municipal economy of cities 1, no. 161 (March 26, 2021): 19–24. http://dx.doi.org/10.33042/2522-1809-2021-1-161-19-24.

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Connections are essential in every kind of steel constructions. Structure is a constructed assembly of joints separated by members which implies the importance of connections. Three basic parameters describe the behavior of connections: strength, stiffness and ductility, and the mechanical behavior of steel joint in those terms are complex phenomena. It must be said that absence in current Ukrainian design codes rules for the load capacity calculation of steel constructions connections led to some difficulties in project decisions. On the basis of component method, which lay in the EC3 design codes load capacity estimation of beam to column connection was made. According to component method beam to column connection divided into basic components. EN 1993 -1-8 provides a good overview of different components. Most important components for bolted steel joints are the plates and bolts which both are considered by the design of a T-stub through the “Equivalent T-stub in tension”. The procedure of load capacity calculation used yield line formulations to determine resistance of the following basic components: column flange in bending, end plate in bending, column flange in bending, column web in tension, column web in compression, beam flange in compression. Failure by this method is described by yield-line models depending on geometry of plates and bolts. Obtained analytical results were compared with the results obtained by means of specialized software and it shown their adequacy. It must be noted that presented in EC3 calculation algorithm of beam to column connection is time consumable for domestic designer also designer must have knowledge about features of connection design in countries of EC. The choice of design procedure depends on the time effort and thereby to the designer preferences.

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HANAI, Nobuaki, and Toshio SHIRAKAWA. "ANCHORAGE OF BEAM REBARS ON RC BEAM-COLUMN KNEE JOINT WITH STUB." AIJ Journal of Technology and Design 18, no. 38 (2012): 177–80. http://dx.doi.org/10.3130/aijt.18.177.

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Bastos, Cristiane Cruxen Daemon d´Oliveira, and Eduardo de Miranda Batista. "Experimental analysis of built-up cold-formed steel lipped channel stub column." REM - International Engineering Journal 72, no. 4 (October 2019): 571–79. http://dx.doi.org/10.1590/0370-44672019720008.

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Journal articles on the topic 'Stub Column'

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