Artículos de revistas: "Tubular steel structures"

1

Tsuda, K. "Concrete Filled Steel Tubular Structures". Concrete Journal 52, n.º 1 (2014): 65–70. http://dx.doi.org/10.3151/coj.52.65.

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2

Sonsino, C. M. y R. Umbach. "Hybrid Design Concept Using High-Strength Cast Steel Inserts for Tubular Joints of Offshore Structures". Journal of Offshore Mechanics and Arctic Engineering 120, n.º 1 (1 de febrero de 1998): 10–19. http://dx.doi.org/10.1115/1.2829513.

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In a joint project of a German working group supported by the ECSC and the Studiengesellschaft fu¨r Stahlanwendung e.V., the fatigue behavior of large-scale hybrid tubular joints with inserts manufactured from the high-strength cast steel GS-12 MnMo 7 4 welded into tubular members formed from the fine-grained steel StE 500 were compared to the behavior of large-scale welded tubular joints. The latter were made from medium-strength fine-grained steel StE 355 and high-strength StE 690. In addition, data from hybrid joints with cast steel inserts of medium-strength GS-8 Mn 7 welded into StE 355 tubulars is available for comparison. The tests were carried out under variable amplitude loading in artificial seawater. The results were evaluated for the failure criteria fatigue life to crack initiation (a = 1 mm) and through crack. With medium-strength (Rp0.2 > 355 N/mm2) hybrid tubulars, where by the use of cast steel inserts the welds were removed into areas of lower stress concentration, fatigue lives higher than a factor of 100 were achieved compared to the welded nodes, even those made from StE 690. However, by the use of high-strength (Rp0.2 > 500 N/mm2) cast steel inserts and tubular members of corresponding strength, the fatigue life to crack initiation was improved by a factor of two despite a thickness reduction compared to the medium-strength design. Post-weld treatments of the welded tubulars without cast steel inserts like shot-peening, TIG-dressing, or their combination resulted only in a slight increase of fatigue life. The results of this investigation do not only show how to improve the fatigue life by a new design using cast steel inserts, but indicate also how to revise design codes from the point of damage calculation (damage sum of 0.50 for welded nodes and 0.25 for cast steel inserts instead of the conventional value of 1.00), as well as consideration of fatigue life to initiation of a technically detectable crack with a defined depth e.g., a = 1 mm.

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3

Rasmussen, Kim J. R. "Recent research on stainless steel tubular structures". Journal of Constructional Steel Research 54, n.º 1 (abril de 2000): 75–88. http://dx.doi.org/10.1016/s0143-974x(99)00052-8.

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4

Kam, T. Y. "Nonlinear analysis of tubular steel framed structures". Computers & Structures 31, n.º 3 (enero de 1989): 445–52. http://dx.doi.org/10.1016/0045-7949(89)90392-1.

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5

Wang, Zhong Quan, Xiao Qun Luo, Jiang Min Hu y Zong Lin Yang. "Integrated CAD/CAM Software for Steel Tubular Truss Structures". Advanced Materials Research 139-141 (octubre de 2010): 1117–21. http://dx.doi.org/10.4028/www.scientific.net/amr.139-141.1117.

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Using ObjectARX, an integrated CAD/CAM software for steel tubular truss structures has been developed based on AutoCAD platform and Visual studio.Net environment. The design ideas and the application effects are introduced in this paper. Because of different data requirements in different design stages of steel tubular structures, i.e., the whole structure design and the detail design, a wireframe model and a solid model were adopted in the software, respectively. Joint lofting is the key point in manufacturing of complex tubular trusses. To solve this, 3D solid model was constructed by self-defined solid objects, which were designed with inheritance of class AcDb3dSolid in ObjectARX, and Boolean operation was used to realize 3D end lofting of branch pipes. Based on the lofted solid model, the G-codes can be generated automatically. At last, an actual tubular truss structure was designed and lofted by using the software. The proposed software package realizes the integration of CAD/CAM and it can greatly reduce the cost and time of design and fabrication, improve the quality of construction.

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6

Boukhalkhal, Said Hicham, Abd Nacer Touati Ihaddoudène, Luis Filipe Da Costa Neves y Wafa Madi. "Dynamic behavior of concrete filled steel tubular columns". International Journal of Structural Integrity 10, n.º 2 (8 de abril de 2019): 244–64. http://dx.doi.org/10.1108/ijsi-07-2018-0040.

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Purpose The purpose of this paper is to investigate the static and dynamic inelastic response of rigid and semi-rigid connections of steel structures with concrete-filled steel tube (CFST) columns built in high seismic areas, and to compare it with those with open section columns. Design/methodology/approach CFST columns are frequently used in moment resistant steel frames located in seismic areas due to their inherent advantages, including their ductility, energy absorption capacity as well as their high bearing capacity. The smart combination of steel and concrete makes it possible to benefit from the advantages of both components to the maximum. This research work presents the nonlinear dynamic response of moment resistant steel frames with CFST columns, with rigid or semi-rigid connections, built in high seismic areas, according to the Algerian seismic code RPA 99/2003, European EC8 and American FEMA 356 to show the nonlinear characteristics of this type of structures, and their advantages over steel frames with open section columns. Findings The paper presents the advantages of using CFST columns with rigid and semi-rigid connections on the seismic response of portal steel frames. A high performance level in terms of ductility, plastic hinges distribution and their order of appearance has been obtained. It also shows the low effect of seismic loading on the structural elements with CFST columns compared to structures with open section columns. Originality/value The investigation of the numerical results has shown the possibility of their use in the seismic areas for their adequate performance, and also with respect to the design limits specified in the seismic guidelines. In addition, this study represents a first step to develop seismic performance factors for steel structures with CFST columns in Algeria, where the Algerian code do not include a comprehensive specification for the composite steel structures.

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7

Wang, Libin, Hui Jin, Haiwei Dong y Jing Li. "Balance Fatigue Design of Cast Steel Nodes in Tubular Steel Structures". Scientific World Journal 2013 (2013): 1–10. http://dx.doi.org/10.1155/2013/421410.

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Cast steel nodes are being increasingly popular in steel structure joint application as their advanced mechanical performances and flexible forms. This kind of joints improves the structural antifatigue capability observably and is expected to be widely used in the structures with fatigue loadings. Cast steel node joint consists of two parts: casting itself and the welds between the node and the steel member. The fatigue resistances of these two parts are very different; the experiment results showed very clearly that the fatigue behavior was governed by the welds in all tested configurations. This paper focuses on the balance fatigue design of these two parts in a cast steel node joint using fracture mechanics and FEM. The defects in castings are simulated by cracks conservatively. The final crack size is decided by the minimum of 90% of the wall thickness and the value deduced by fracture toughness. The allowable initial crack size could be obtained through the integral of Paris equation when the crack propagation life is considered equal to the weld fatigue life; therefore, the two parts in a cast steel node joint will have a balance fatigue life.

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8

Liu, Yang-bing, Ping-ping Cui y Fang Chen. "On Factors behind the Reasonable Failure Mode of Concrete-Filled Circular Steel Tubular Composite Frame". Advances in Materials Science and Engineering 2021 (22 de diciembre de 2021): 1–10. http://dx.doi.org/10.1155/2021/3027640.

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As the most basic structure, the concrete-filled steel tubular (CFST) frame has been widely used in various structures and systems. Compared with conventional reinforced concrete structures and steel structures, CFST structures in strong earthquake showcase more complicated strength and deformation behavior because there are many factors underlying the failure mode. Furthermore, according to the specifications at home and abroad, the corresponding design method to achieve reasonable failure modes for CFST structures has not been clarified. Based on a destructive test on steel beam-CFST plane frames under constant axial load and lateral load, the fiber mode method and solid element model method are adopted to simulate the failure process of the test frames. Based on finite element model simulations and tests, the fiber model method is proposed to carry out the pushover analysis on the CFST frame structures. The factors behind the reasonable failure mode of steel beam-concrete-filled circular steel tubular (CFCST) frame structures are analyzed. Furthermore, the law and influencing factors behind the ratio of flexural capacity of column to beam, the ratio of line stiffness of beam to column, and the ratio of axial compression on the deformation, bearing capacity, and failure modes of the structure are discussed. Some suggestions on the design of reasonable failure mode of steel beam-concrete-filled circular steel tubular (CFCST) frame structures are proposed.

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9

Feng, Xiong, Sashi K. Kunnath y Liu Haowu. "Seismic behavior of concrete filled steel tubular arch structures". Earthquake Engineering and Engineering Vibration 4, n.º 1 (junio de 2005): 107–15. http://dx.doi.org/10.1007/s11803-005-0029-4.

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10

Raghava, G., A. G. M. Rao y D. S. R. Murthy. "Behavior of Unstiffened and Stiffened Steel Tubular T-Joints". Journal of Offshore Mechanics and Arctic Engineering 111, n.º 1 (1 de febrero de 1989): 56–60. http://dx.doi.org/10.1115/1.3257139.

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Offshore towers standing in deep sea are susceptible to cyclic nature of wave forces. Fatigue failure initiates at the welded tubular joints of these structures where a very high stress gradient and localized stress concentration exist due to abrupt changes in the geometry. Stress concentration plays a vital role in the design of steel tubular joints, as it directly affects the fatigue life of the structures. This paper presents results of an experimental study on the behavior of an unstiffened and a stiffened steel tubular welded T-joint under axial brace loading. The effect of internal ring stiffeners has been studied theoretically and experimentally. In the experimental technique, the specimens were extensively strain-gaged and the stress distribution determined under static load. The analytical results have been obtained by finite element technique.

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11

Wang, Fan y Xiao Rong Pan. "Excel Programming and Application for Concrete Filled Steel Tubular Structures". Applied Mechanics and Materials 166-169 (mayo de 2012): 756–63. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.756.

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We used to use the method from for the calculation on bearing capacity of steel pipe columns for a review. This paper improves this method, and uses excel in formula programming to calculate the internal forces from SAP2000. It effectively improves the efficiency of the structure designing.

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12

Šaraškinas, Viačeslavas y Balys Valiūnas. "TESTING AND CALCULATING THREE‐HINGE SUSPENSION STRUCTURES OF HOLLOW CONCRETE‐FILLED STEEL TUBULAR MEMBERS". Technological and Economic Development of Economy 13, n.º 2 (30 de junio de 2007): 153–58. http://dx.doi.org/10.3846/13928619.2007.9637791.

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Recently in the research publications an information about a new type of suspended straight‐line 3‐hinge roof structures has appeared. In this sources it was stressed that straight‐line elements is easy to manufacture and erect, roof decking service conditions are good. In the world building practice during last 30 years very effective composite structures were introduced, even hollow concrete‐filled steel tubular members. At this time no information about the application of such members for suspended roofs was obtained. In some sources very simple straight‐line suspended roofs structures were analysed, and for these shapes an effective centrifuged hollow concrete‐filled steel tubular members may be successfully applied. These members do not require additional roof stabilisation. These composite ropes may be attributed to the elements of final flexural stiffness, and they are effective and simple to decrease deflections of a suspended roof. However, for such composite ropes methods of their calculations must be developed. Investigations made into the deformation properties and methods of deflection, definition of straight‐line circular hollow concrete‐filled steel tubular members allows to declare a possibility of useful application of such members as ones of final flexural stiffness in suspended roof structures.

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13

Huang, Fuyun, Yulong Cui, Rui Dong, Jiangang Wei y Baochun Chen. "Evaluation on ultimate load-carrying capacity of concrete-filled steel tubular arch structure with preload". Advances in Structural Engineering 22, n.º 13 (29 de mayo de 2019): 2755–70. http://dx.doi.org/10.1177/1369433219850091.

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When casting wet concrete into hollow steel tubular arch during the construction process of a concrete-filled steel tubular arch bridge, an initial stress (due to dead load, etc.) would be produced in the steel tube. In order to understand the influence of this initial stress on the strength of the concrete-filled steel tubular arch bridge, a total of four single tubular arch rib (bare steel first) specimens (concrete-filled steel tubular last) with various initial stress levels were constructed and tested to failure. The test results indicate that the initial stress has a large influence on the ultimate load-carrying capacity and ductility of the arch structure. The high preloading ratio will reduce significantly the strength and ductility that the maximum reductions are over 25%. Then, a finite element method was presented and validated using the test results. Based on this finite element model, a parametric study was performed that considered the influence of various parameters on the ultimate load-carrying capacity of concrete-filled steel tubular arches. These parameters included arch slenderness, rise-to-span ratio, loading method, and initial stress level. The analysis results indicate that the initial stress can reduce the ultimate loading capacity significantly, and this reduction has a strong relationship with arch slenderness and rise-to-span ratio. Finally, a method for calculating the preloading reduction factor of ultimate load-carrying capacity of single concrete-filled steel tubular arch rib structures was proposed based on the equivalent beam–column method.

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14

Yuan, Fang, Hong Huang y Mengcheng Chen. "Behaviour of square concrete-filled stiffened steel tubular stub columns under axial compression". Advances in Structural Engineering 22, n.º 8 (8 de febrero de 2019): 1878–94. http://dx.doi.org/10.1177/1369433218819584.

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As China’s infrastructure grows rapidly, the use of concrete-filled steel tubular structures for engineering applications is attracting increasing interest owing to their high section modulus, high strength and good seismic performance. However, for concrete-filled steel tubular members with large width-to-thickness ratio, steel tubes are prone to outward buckling when they are subjected to axial compression. Welding of longitudinal stiffeners on the steel tubes is one of the most efficient approaches for delaying local buckling and thus improving the mechanical performance of such type of concrete-filled steel tubular members. This study attempts to investigate the axial compression behaviour of concrete-filled stiffened steel tubular members with square sections through experimental study and finite element analysis. First, 14 concrete-filled steel tubular stub columns, with different width-to-thickness ratios of steel tube and depth-to-thickness ratios of stiffener, were subjected to axial compression loads and tested. It was found that the use of stiffeners increases the ultimate strength and improves the stability of the stub columns. Later, an investigation on the behaviour of the stiffened concrete-filled steel tubular stub columns was carried out through a three-dimensional finite element analysis. The accuracy of the finite element analysis model was verified by the test results. A parametric study was conducted to further evaluate the stiffening schemes that influence the axial compression strength. Finally, the research findings were synthesized into a new simplified model to predict the load-carrying capacity of stiffened concrete-filled steel tubular stub columns that allows for large width-to-thickness ratios.

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15

Lanzerath, Horst y Markus Tuerk. "Lightweight Potential of Ultra High Strength Steel Tubular Body Structures". SAE International Journal of Materials and Manufacturing 8, n.º 3 (14 de abril de 2015): 813–22. http://dx.doi.org/10.4271/2015-01-0570.

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16

Yoda, K. y J. Jeon. "Technological Development of Concrete for Concrete Filled Steel Tubular Structures". Concrete Journal 54, n.º 5 (2016): 559–64. http://dx.doi.org/10.3151/coj.54.5_559.

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17

Dicleli, M. "Computer-aided optimum design of steel tubular telescopic pole structures". Computers & Structures 62, n.º 6 (marzo de 1997): 961–73. http://dx.doi.org/10.1016/s0045-7949(96)00298-2.

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18

Haldimann-Sturm, S. C. y A. Nussbaumer. "Fatigue design of cast steel nodes in tubular bridge structures". International Journal of Fatigue 30, n.º 3 (marzo de 2008): 528–37. http://dx.doi.org/10.1016/j.ijfatigue.2007.03.007.

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19

Moisa, Raul, Tiberiu Medgyesi, Liviu Bereteu, Gheorghe Drăgănescu, Dorin Simoiu y Marcela Sava. "Vibration Tests for Determination of Longitudinal Elasticity Modulus and Shear Modulus of some Structures Welded with Tubular Wire". Applied Mechanics and Materials 430 (septiembre de 2013): 101–7. http://dx.doi.org/10.4028/www.scientific.net/amm.430.101.

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The purpose of this paper is to determine Young's modulus and the shear modulus of some welded joints made with usual tubular steel by flexural vibration tests. This is the case of the type carbon steel plates S235 JR according to EN 10025, with a thickness of 3 mm welded with MIG/MAG welding process with R713 tubular wire with a diameter of 1.2 mm, using SelcoNeoMig 3500 equipment. The technological part is detailed: welding parameters used, advantages and disadvantages of tubular wires use, problems regarding ambient protection, punctual applications of welding procedures with tubular wire. Processing the obtained signal based on vibration response the elasticity modulus is determined and its value is then compared with the value of elasticity modulus obtained through tensile stress and also with the value obtained by theoretical way.

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20

Flaga, Kazimierz y Kazimierz Furtak. "Examples of Solutions for Steel-Concrete Composite Structures in Bridge Engineering / Przykłady Konstrukcji Zespolonych W Budownictwie Mostowym". Civil And Environmental Engineering Reports 16, n.º 1 (1 de marzo de 2015): 51–68. http://dx.doi.org/10.1515/ceer-2015-0004.

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Abstract The aim of the article [1] was to discuss the application of steel-concrete composite structures in bridge engineering in the aspect of structural design, analysis and execution. It was pointed out that the concept of steel-concrete structural composition is far from exhausted and new solutions interesting from the engineering, scientific and aesthetic points of view of are constantly emerging. These latest trends are presented against the background of the solutions executed in Poland and abroad. Particular attention is focused on structures of double composition and steel-concrete structures. Concrete filled steel tubular (CFST) structures are highlighted.

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21

Li, Jun-Tao, Zong-Ping Chen, Jin-Jun Xu, Cheng-Gui Jing y 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, n.º 12 (7 de febrero de 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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22

Liu, Jing Bo y Xue Li. "Realization of Strong Column-Weak Beam Failure Mode for Concrete-Filled Square Steel Tubular Frame Structure". Advanced Materials Research 446-449 (enero de 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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23

YU, MIN, XIAOXIONG ZHA, JIANQIAO YE y YI Li. "FIRE RESPONSES AND RESISTANCE OF CONCRETE-FILLED STEEL TUBULAR FRAME STRUCTURES". International Journal of Structural Stability and Dynamics 10, n.º 02 (junio de 2010): 253–71. http://dx.doi.org/10.1142/s0219455410003452.

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This paper presents the results of dynamic responses and fire resistance of concrete-filled steel tubular (CFST) frame structures in fire conditions by using the nonlinear finite element method. Both strength and stability criteria are considered in the collapse analysis. The frame structures are constructed with circular CFST columns and steel beams of I-sections. In order to validate the finite element solutions, the numerical results are compared with those from a fire resistance test on CFST columns. The finite element model is then adopted to simulate the behavior of frame structures in fire. The structural responses of the frames, including the critical temperature and fire-resisting limit time, are obtained for the ISO-834 standard fire. Parametric studies are carried out to show their influence on the load capacity of the frame structures in fire. Suggestions and recommendations are presented for possible adoption in future construction and design of similar structures.

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24

Jia, Yu Zhuo y Chuan Hui Zhang. "The Pole Design of 500kV Centrifugal Concrete Filled Thin-Wall Steel Tubular Structures". Applied Mechanics and Materials 680 (octubre de 2014): 175–78. http://dx.doi.org/10.4028/www.scientific.net/amm.680.175.

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According to the existing specifications, devise door type double pole of 500kV centrifugal concrete filled thin-wall steel tubular structures, and use the finite element analysis software ANSYS to simulate the pole.The results show that the mechanical performance of door type double pole is fine, can bear the maximum bending moment of roots of the pole well.The safety degree in the long term effect under the load is high,can be used in the 500kV transmission lines. In the technical and economic aspect, construction of centrifugal concrete filled thin-wall steel tubular structures pole is convenient,cover an area of an area small,economic and reasonable.

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25

Gong, Jing, Jia Li, Yue Tang y Yuan Miao. "Summary of Performance and the Application of the Concrete Filled Steel Tubular Structures". Advanced Materials Research 834-836 (octubre de 2013): 693–96. http://dx.doi.org/10.4028/www.scientific.net/amr.834-836.693.

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Due to the restraint of steel tube concrete of concrete filled steel tubular components，three directions’ compression at the same time， the bearing capacity of concrete is obviously improved.As a result of the existence of steel pipe concrete，can effectively prevent the steel tube of local buckling ，com-plementary advantages and disadvantages of these two kinds of material ， the performance of the material is greatly improved. In this paper, the performance and characteristics of the composite material has carried on the detailed instructions，the ultimate bearing capacity of calculation principle has carried on the detailed analysis and research， the application of this new type of material are summarized.

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Xie, Li, Mengcheng Chen, Wei Sun, Fang Yuan y Hong Huang. "Behaviour of concrete-filled steel tubular members under pure bending and acid rain attack: Test simulation". Advances in Structural Engineering 22, n.º 1 (27 de junio de 2018): 240–53. http://dx.doi.org/10.1177/1369433218783323.

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As infrastructure in China continues to develop rapidly, concrete-filled steel tubular structures are increasingly attracting interest for use in construction engineering owing to their high section modulus, high strength and good seismic performance characteristics. However, acid rain occurs throughout much of China, and the mechanical behaviour of concrete-filled steel tubular members may be affected by the corrosive environment created by acid rain. In this study, a total of 14 circular and square-shaped concrete-filled steel tubular members made of different types of concrete (general and recycled) and with varying corrosion rates (0%, 10%, 20% and 30%) were tested under four-point bending. After testing, the flexural behaviour of the corroded and uncorroded concrete-filled steel tubular beams were analysed in detail in terms of their failure modes, moment versus deformation curves and ultimate strength. The results indicate that the corrosion leads to an evident decrease in yield strength, elastic modulus and tensile strain capacity of steel plates and also to a noticeable deterioration in the ultimate strength of the concrete-filled steel tubular members. The replacement of general concrete aggregate with recycled concrete aggregate has little impact on the flexural performance of corroded and uncorroded concrete-filled steel tubular beams. Finally, comparisons were made between the experimental results and predicted ultimate strengths from four existing codes (GB 50936-2014, DB36/J001-2007, AIJ and EN 1994-1-1:2004).

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27

Cruz, Magnus G. H. y Alexandre Viecelli. "A methodology for replacement of conventional steel by microalloyed steel in bus tubular structures". Materials & Design 29, n.º 2 (enero de 2008): 539–45. http://dx.doi.org/10.1016/j.matdes.2006.12.010.

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28

Ahn, Jin-Hee, Seok-Hyeon Jeon, Young-Soo Jeong, Kwang-Il Cho y Jungwon Huh. "Evaluation of Residual Compressive Strength and Behavior of Corrosion-Damaged Carbon Steel Tubular Members". Materials 11, n.º 7 (20 de julio de 2018): 1254. http://dx.doi.org/10.3390/ma11071254.

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Local corrosion damage of steel structures can occur due to damage to the paint-coated surface of structures. Such damage can affect the structural behavior and performance of steel structures. Compressive loading tests were, thus, carried out in this study to examine the effect of local corrosion damage on the structural behavior and strength of tubular members. Artificial cross-sectional damage on the surface of the tubular members was introduced to reflect the actual corroded damage under exposure to a corrosion environment. The compressive failure modes and compressive strengths of the tubular members were compared according to the localized cross-sectional damage. The compressive loading test results showed that the compressive strengths were affected by the damaged width within a certain range. In addition, finite element analysis (FEA) was conducted with various parameters to determine the effects of the damage on the failure mode and compressive strength of the stub column. From the FEA results, the compressive strength was decreased proportionally with the equivalent cross-sectional area ratio and damaged volume ratio.

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29

Packer, Jeffrey A. y John S. M. Kremer. "A reliability assessment of tubular joint specifications". Canadian Journal of Civil Engineering 15, n.º 2 (1 de abril de 1988): 167–75. http://dx.doi.org/10.1139/l88-023.

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The limit states design of structural components involves the use of resistance factors which account for the variabilities and uncertainties which exist in both load effect and element resistance. In this paper, the rational development of such resistance factors is examined for axially loaded K, T, and Y joints between steel circular hollow section members subject to predominantly static loading. The development of these factors is primarily oriented to the design of such joints in offshore structures under extreme environmental loading conditions, but onshore applications to buildings are also considered. A level II method of reliability analysis has been used for the derivation of the resistance factors. The joint strength criteria from seven prominent code and noncode design documents have been considered, and recommendations for resistance factors to be used in the design of offshore and onshore tubular joints are made. Key words: steel, offshore structures, tubes, joints, reliability analysis, structural safety.

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30

Hu, Xiao Guang, Jing Bo Yang y Mao Hua Li. "Research on Rib Stiffener Distribution and Ultimate Strength of Steel Tubular Tower’s K-Joint". Advanced Materials Research 1078 (diciembre de 2014): 166–70. http://dx.doi.org/10.4028/www.scientific.net/amr.1078.166.

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The method of calculating K-joint’s ultimate strength given by “Code for design of steel structures” GB 50017-2003 requires that, the angle θ between K-joint’s chord and brace is no less than 30°. While, due to the request of electric gap or transmission line corridor, the angle of steel tubular tower’ K-joint in power transmission line have to be designed less than 30° sometimes. In order to solve the engineer problem, rib stiffener were usually added to K-joint structure. 3 kinds of new rib stiffener to directly-welded K-joint of steel tubular tower were designed, and numerical simulation was made to study the structures’ performance under load and ultimate bearing capacity. With new-designed rib stiffener, K-joint’s stress distribution in weld jointing area, where usually bear stress badly, is improved obviously. Stress concentration is eliminated, and maximum stress is lowered. It is suggested that, in the case of exceeding code’s suggest range, k-joint structure must be reinforced to increase intensity, and the 3 format of rib stiffeners can improve the structure’s stress distribution and ensure the security of the structure.

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31

Zhu, Zheng Hao, Wen Feng Du, Zhi Fei Sun y Li Ming Zhu. "The Bionic Optimization and Analysis and Calculation of the Cast-Steel Joint with Three Branches". Applied Mechanics and Materials 548-549 (abril de 2014): 1618–22. http://dx.doi.org/10.4028/www.scientific.net/amm.548-549.1618.

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The tree-like structure is a branch of space bionic structures,belonging to the Bionic Architectural Structures. Cast-steel joints with branches are the keys to build the tree-like structures.They are used widely,and the most common joints in our projects are cast-steel joints with two、three and four branches. The cast-steel joints with two branches are planar,while the joints with three and four branches are spatial.Until now,the basic theoretical researches about the cast-steel joints with branches are also relatively scarce.This paper did researches about mechanical properties, calculation methods and structural optimization of the cast-steel joints with three branches deeply and systematically. The result shows that the bending moment has a big influence on the value of the max stress. And the three main failure modes of the cast-steel joint with three branches are yield of the main tubular along the axial direction, local buckling at the connection of the main tubular and branches, and the tearing out of the branches.

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32

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, n.º 2 (30 de junio de 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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33

Dalcin, Rafael Luciano, Ivan Guerra Machado, Arnaldo Ruben Gonzalez y Cintia Cristiane Petry Mazzaferro. "Bending Strength of Welded Joints in TMCP Steel Square Tubular Profiles “T” Connexions". International Journal of Engineering & Technology 5, n.º 3 (2 de julio de 2016): 70. http://dx.doi.org/10.14419/ijet.v5i3.6195.

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The use of DOMEX 700 MCTM steel weldments is still little explored, due to some concern of the validity of the rules imposed by several standards and Codes for this class of steel. This material has low ductility and consequently the relation between tensile strength and yield strength is significantly lower than ordinary structural steels. For this reason, the instability phenomena are more critical than the instability phenomena of ordinary structural steels. Therefore, the aim of this study was to obtain detailed data on the mechanical efficiency of joints welded by GMAW. Six different heat inputs were used on square tubular profiles of TMCP steel. The tubular profiles were placed as a column/beam weldment with transverse and longitudinal welds positioned in relation to the loading axis. Twelve welded structures were instrumented with extensometer and tested in simple bending. Comparing the obtained data, it was verified that longitudinal welded joints presented higher bending strength than transversal welded joints. In the case of longitudinal joints, two weld beads were subjected to bending efforts, and in the case of transverse joints, only one weld bead resisted bending forces.

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34

Yamane, Makoto, Kimiharu Tanaka, Baku Matsuda, Masahiko Fujikubo, Daisuke Yanagihara y Naoki Iwao. "Evaluation of the LCC of tubular steel structures in marine environments". Journal of the Japan Society of Naval Architects and Ocean Engineers 4 (2006): 229–37. http://dx.doi.org/10.2534/jjasnaoe.4.229.

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35

Zhang, Yufen y Zhijun Zhou. "Beam-column connections of concrete-filled double steel tubular frame structures". Structural Design of Tall and Special Buildings 28, n.º 5 (15 de enero de 2019): e1592. http://dx.doi.org/10.1002/tal.1592.

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36

Liu, Yu-Fei, Xiao-Gang Liu, Jian-Sheng Fan, B. F. Spencer, Xiao-Chen Wei, Si-Yu Kong y Xiao-Hua Guo. "Refined safety assessment of steel grid structures with crooked tubular members". Automation in Construction 99 (marzo de 2019): 249–64. http://dx.doi.org/10.1016/j.autcon.2018.11.027.

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37

Kanyilmaz, Alper y Filippo Berto. "Robustness‐oriented topology optimization for steel tubular joints mimicking bamboo structures". Material Design & Processing Communications 1, n.º 1 (febrero de 2019): e43. http://dx.doi.org/10.1002/mdp2.43.

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38

Niu, Jian Hui, Ping Zhu y Yong Jin Guo. "Crush Performance of Top-Hat Tubular Structures Considering Different Forming Conditions". Advanced Materials Research 139-141 (octubre de 2010): 571–75. http://dx.doi.org/10.4028/www.scientific.net/amr.139-141.571.

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The influence of forming condition on crash performance of thin-walled structures is investigated, in which high strength low alloy steel HSLA340 and dual phase steel DP590 are considered. Stamping and knife-edge-bending process were carried out respectively to form hat channels, and then, impact tests were performed on the spot-welded top-hat sections subjected to quasi-static and dynamic axial loading conditions to identify the forming effect on the crashworthiness. Regular progressive buckling (quasi-inextensional mode) was observed for knife-edge-bent specimens, while the stamped specimens showed peculiar collapse mode, especially, global instability existed for all the specimens under dynamic impacting and their energy absorption capacity was significantly reduced. The result demonstrates that for accurate assessing the structural performance detailed stamping history of sheet metal components should be taken into consideration.

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39

Sun, Wen Bo, Tao Hu y Wei Huang. "Research on Rigidity of Circular Tubular ZYY-Joint in Single Fold Surface of Multi-Planar Steel Structure of 26^th Universaide Shenzhen 2011". Advanced Materials Research 255-260 (mayo de 2011): 421–27. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.421.

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Due to its convenience of construction connection and simple appearance, steel tubular structure with simple joints is widely used in spatial structures. Tubular joint generally belongs to semi-rigid joint. Its different internal detail is closely related to the bearing capacity and stiffness of joints and its stiffness characteristic has some definite effects on the internal forces, deformation and bearing capacity of the steel tubular structure. In this paper, the roof structure of the main stadium of 26th Universaide Shenzhen 2011 was selected as the engineering background. This paper also studied the comparison test on different structural forms of spatial circular tubular ZYY-joints of the peaks of its steel structure by scaling down as the proportion of 1:3, and carried out a numerical analysis on these joints by finite element software ANSYS. It shows that, results of numerical analysis coincide with the experimental results and the joint with ribbed stiffener has better bearing capacity and stiffness, which can well meet the engineering needs.

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40

Ramachandra Murthy, D. S., P. Gandhi y G. Raghava. "Fatigue Life of Cathodically Protected Tubular Joints of Offshore Structures". Journal of Offshore Mechanics and Arctic Engineering 120, n.º 4 (1 de noviembre de 1998): 232–36. http://dx.doi.org/10.1115/1.2829545.

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Steel jacket platforms are widely used for production and processing of oil from offshore fields. Tubular joints of these structures are susceptible to fatigue or corrosion fatigue cracking due to cyclic wave action, stress concentration, and corrosive environment. The submerged part of the structure is cathodically protected against corrosion by fixing sacrificial anodes at various places. The effect of cathodic protection on the fatigue life of tubular joints was studied by conducting fatigue tests on 13 T and Y-joints in air, under free corrosion, and with cathodic protection. The results of the studies are discussed in this paper.

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41

Disha, J. y K. Gourav. "A Collateral study on Optimization of Pre-Engineered building with Tubular sectional connection". IOP Conference Series: Earth and Environmental Science 1130, n.º 1 (1 de enero de 2023): 012028. http://dx.doi.org/10.1088/1755-1315/1130/1/012028.

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Abstract Over the recent years, innumerable upheaval has been done in the field of steel construction industry, out of which pre-Engineered buildings (PEB) are one of the most remarkable ones. Pre-Engineered buildings are typical steel structures which are pre-fabricated and the designs are pre-determined which are contemplated to be more cost efficient, because of the tapered sections being utilized, in accordance with its bending moment requirement. These types of structures will not only be cost effective and environmentally friendly but also more flexible, thus eradicating the failure due to sequel of seismic forces. PEBs are generally industrial structures, which are designed for enormous spans. In this research work, the variation of structural behaviour of PEBs when it’s been embraced with considerably increased spans (30 m, 60 m and 90m) are compared and studied. In general, hot rolled tapered I-sections are used in erection of a PEB. Due to the inadequacy in connection configurations available, Pre- Engineered light weight cold form steel structures with tubular steel sectional connections are not well renowned. An attempt is also been made to bring out tubular sectional connections for the beam- rafter junction in all the PEBs deigned for 30 m, 60 m and 90m using E350 steel. Typical connections are proposed for both main frames and the gable frames of the PEB. The outcome of this study appears to be contended for at both the junctions in 30 m span and 60 m span, but 90 m main joint fails, due to the substantial bending moments developed across the major axis. So, these set of connections can be adopted for PEBs up to a moderate span, which helps in reducing the weight of steel that is been utilized in the construction, which successively foster sustainability.

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42

Sant'anna, Matheus Sarcedo, Armando Lopes Moreno Jr y Kleber Aparecido Gomide. "Slender Mixed Concrete Filled Steel Columns, in Fire Condition". Advanced Materials Research 875-877 (febrero de 2014): 490–95. http://dx.doi.org/10.4028/www.scientific.net/amr.875-877.490.

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This research is part of an extensive developing line at the Laboratory of Structures at Faculty of Civil Engineering in State University of Campinas, UNICAMP, about the behavior of columns in fire situation. In this paper, experimental results on the behavior of steel columns, slender, unfilled or filled with usual strength concrete in fire situation, are presented and compared with standard codes. It was observed that concrete filling of columns made of tubular steel profiles may provide significant improvement in structures fire safety.

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43

Baleh, R. y A. Abdul-Latif. "Quasi-Static Biaxial Plastic Buckling of Tubular Structures Used as an Energy Absorber". Journal of Applied Mechanics 74, n.º 4 (24 de mayo de 2006): 628–35. http://dx.doi.org/10.1115/1.2424470.

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The aim of this experimental study is to improve the energy absorption capacity of tubular metallic structures during their plastic buckling by increasing the strength properties of materials. Based on a novel idea, a change in the plastic strength of materials could be predictable through the loading path complexity concept. An original experimental device, which represents a patent issue, is developed. From a uniaxial loading, a biaxial (combined compression–torsion) loading path is generated by means of this device. Tests are carried out to investigate the biaxial plastic buckling behavior of several tubular structures made from copper, aluminum, and mild steel. The effects of the loading path complexity, the geometrical parameters of the structures, and loading rates (notably the tangential one) on the plastic flow mechanism, the mean collapse load, and the energy absorbed are carefully analyzed. The results related to the copper and aluminum metals show that the plastic strength properties of the tubes crushed biaxially change with the torsional component rate. This emphasizes that the energy absorption improves with increasing the applied loading complexity. However, the energy absorbed data for the mild steel tubular structures do not demonstrate the same sensitivity to the quasi-static loading path complexity.

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44

Park, Young IL, Jin-Seong Cho y Jeong-Hwan Kim. "Numerical and Experimental Investigation of Quasi-Static Crushing Behaviors of Steel Tubular Structures". Materials 15, n.º 6 (12 de marzo de 2022): 2107. http://dx.doi.org/10.3390/ma15062107.

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In this study, a numerical and experimental investigation of the quasi-static crushing behavior of steel tubular structures was conducted. As the crushing failure behavior involves a high level of nonlinearity for the numerical simulations, these were compared with previous experimental works, including crushing tests of steel square tubes to calibrate the numerical results. Six parameters for the numerical simulations, namely (1) loading boundary condition, (2) geometrical imperfection, (3) friction coefficient, (4) element size, (5) element type, and (6) material nonlinearity model, were examined using a series of finite element analyses. Through the sensitivity study for each parameter, the deformation and crushing load of the steel tube were investigated, and the value that best matched the experimental results was selected. The results of the numerical analysis for the determined model were compared with the experimental results. Finally, the authors provided recommendations that should be considered when performing nonlinear finite element simulations of crushing failure events.

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45

Li, Guo Chang, Chen Fang y Hong Ping Yu. "Finite Analysis on Performance of Joint between Gangue Concrete Filled Steel Tubular Column with through Rebar and Gangue Concrete Beam under the Monotonic Loading". Applied Mechanics and Materials 204-208 (octubre de 2012): 3724–30. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3724.

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In order to study the performance of the joint between gangue concrete filled steel tubular column with through rebar and gangue concrete beam under the monotonic loading, element analysis model, which is taken into consideration the material nonlinearity, the geometrical nonlinearity and the contact nonlinearity, is established by finite element analysis software ABAQUS. The results show the force transferring mechanism, the stress distribution, the failure model and the load-displacement curve of the joint under the monotonic loading. It indicates in this paper that the joint between gangue concrete filled steel tubular column with through rebar and gangue concrete beam has such numerous advantages as high bearing capacity, large stiffness and good performance. Meanwhile, the paper provides the calculation evidences to analyze the composite construction of gangue concrete filled steel tubular column and the results can be used to make the analysis on the practical structures.

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46

Xu, W., A. Z. Zhu y K. Gao. "Parameter Analysis on the Anti-Impact Behavior of Pcfst Columns under Lateral Impact Load". MATEC Web of Conferences 206 (2018): 01020. http://dx.doi.org/10.1051/matecconf/201820601020.

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Concrete-filled steel tubular (CFST) structures have been widel y used in civil engineering structures, due to its good behaviors under both static and dynamic loads. In this paper, numerical studies were carried out to investigate the anti-impact behavior of partially concrete-filled steel tubular (PCFST) columns under lateral impact loads. Finite element analysis (FEA) model was established using ABAQUS. To validate the FEA model, the numerical results were compared with experimental results. Moreover, parameter analysis was carried out to further study the anti-impact behaviors of the PCFST columns. The concrete filling height, the impact energy, the impact direction, and the yield strength of steel were the main parameters considered in this study. The dynamic responses under the impact load, including the impact force, the failure mode, and the displacement response, were all analyzed. The results of parameter analysis showed that the anti-impact behaviors of the PCFST columns significantly increased when the concrete filling height or the yield strength of steel increased greatly. The impact energy and direction also greatly affected the anti-impact behaviors of the PCFST columns.

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47

Zou, Zhong Quan, Xu Wang y Zhi Mei Wang. "Application of Ultrasonic Testing in Concrete Filled Steel Tubular Arch Bridge". Advanced Materials Research 639-640 (enero de 2013): 1025–28. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.1025.

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Concrete Filled Steel Tube(CFST) is widely used in civil engineering structures because of its superior mechanical performance. Yet the mechanical behavior of CFST is highly depended on the construction quality of the filled concrete. Hence it is very important for the inspection of the construction quality of the filled concrete in CFST structures. In this paper, the ultrasonic testing technique was used to detect the defect of the filled concrete of a CFST arch bridge. During the inspection, the ultrasonic transducer was moved along the circumference of the cross-section of the arch, and the defect of the concrete was comprehensively judged by detecting the change of sonic time, sonic amplitude and sonic frequency. Based on the analysis of the ultrasonic transmission path, the influences of different defects on the sonic time, sonic amplitude and sonic frequency were discussed. The detecting results were verified by core-drilling method. The verification showed that different kinds of defects defected by ultrasonic testing was in good accordance with the drilling samples, which demonstrates the adaptability of the ultrasonic detection technique in the construction quality inspection of CFST structures.

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48

Dong, Chun Xiao y Johnny Ching Ming Ho. "THEORETICAL MODEL FOR DOUBLE-SKINNED CONCRETE-FILLEDSTEEL-TUBULAR COLUMNS WITH EXTERNAL CONFINEMENT". Journal of Civil Engineering and Management 21, n.º 5 (6 de mayo de 2015): 666–76. http://dx.doi.org/10.3846/13923730.2014.893913.

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Recent advances in the production of super-fine cement and filler technology has made the production of high-strength concrete (HSC) of 120 MPa practicable in the industry. Nonetheless, the application of such HSC in real construction is still limited. One of the reasons that inhibits the use of HSC is the brittleness, which causes HSC structures to fail explosively if the concrete confinement is not adequate. The traditional method of installing transverse steel as confinement is not feasible in HSC structures, as the steel will be too congested to ensure proper concrete placing. To overcome the problem, double-skinned high-strength concrete-filled-steel-tubular (HSCFST) columns has been advocated, which could provide large, continuous and uniform confinement to HSC. However, a major shortcoming of the double-skinned HSCFST columns is the imperfect interface bonding that occurs at the elastic stage that reduces the elastic strength and stiffness of columns. To improve the situation, the authors have verified previously that using external steel rings on the outer steel tube can successfully restrict the dilation of HSCFST columns and thus restore an intact interface bonding condition. As a continued study, the authors will in this paper develop a theoretical model for predicting the uni-axial load-carrying capacity of doubled-skinned HSCFST columns.

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49

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

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

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50

Tan, Qinghua, Leroy Gardner y Linhai Han. "Performance of Steel-Reinforced Concrete-Filled Stainless Steel Tubular Columns at Elevated Temperature". International Journal of Structural Stability and Dynamics 19, n.º 01 (20 de diciembre de 2018): 1940002. http://dx.doi.org/10.1142/s0219455419400029.

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Steel-reinforced concrete-filled stainless steel tubular (SRCFSST) columns combine the advantages of concrete-filled stainless steel tubular (CFSST) columns and steel-reinforced concrete (SRC) columns, resulting in excellent corrosion resistance, good economy, good ductility, and excellent fire resistance. Thus, SRCFSST columns have many potential structural engineering applications, especially in offshore structures. The performance of SRCFSST columns at elevated temperatures is investigated by finite element (FE) analysis in this paper. Firstly, FE models capable of capturing the full load-deformation response of structural members at elevated temperatures are developed and validated against relevant published tests on CFSST and SRC columns under fire conditions. Based on the validated FE models, the behavioral mechanisms of the SRCFSST columns under fire are explained by analysis of the sectional temperature distribution, typical failure modes, axial deformation versus time response, and load redistribution. Finally, the fire resistance of SRCFSST columns is evaluated in comparison to CFSST columns with equivalent sectional load-bearing capacity at ambient temperature or equivalent steel ratios. The results lay the foundation for the development of fire resistance design rules for SRCFSST columns.

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