Relevant bibliographies by topics / Concrete-filled steel tubular arches

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Academic literature on the topic 'Concrete-filled steel tubular arches'

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Published: 10 January 2023
Last updated: 28 January 2023

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Journal articles on the topic "Concrete-filled steel tubular arches"

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Pi, Yong-Lin, Changyong Liu, Mark Andrew Bradford, and Sumei Zhang. "In-plane strength of concrete-filled steel tubular circular arches." Journal of Constructional Steel Research 69, no. 1 (February 2012): 77–94. http://dx.doi.org/10.1016/j.jcsr.2011.08.008.

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Bouras, Yanni, and Zora Vrcelj. "Thermal in-plane stability of concrete-filled steel tubular arches." International Journal of Mechanical Sciences 163 (November 2019): 105130. http://dx.doi.org/10.1016/j.ijmecsci.2019.105130.

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Jiang, Wei, and Dagang Lü. "In-plane creep buckling of concrete-filled steel tubular arches." Transactions of Tianjin University 20, no. 3 (June 2014): 168–73. http://dx.doi.org/10.1007/s12209-014-2136-7.

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Huang, Fuyun, Yulong Cui, Rui Dong, Jiangang Wei, and Baochun Chen. "Evaluation on ultimate load-carrying capacity of concrete-filled steel tubular arch structure with preload." Advances in Structural Engineering 22, no. 13 (May 29, 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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Rajeev, Shilpa, Deepak John Peter, and M. V. Varkey. "Study of Concrete Filled Steel Tubular Arch Bridge: A Review." Applied Mechanics and Materials 857 (November 2016): 261–66. http://dx.doi.org/10.4028/www.scientific.net/amm.857.261.

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In many developed countries, concrete filled steel tubular arch bridges are being constructed for roads and railway lines. The CFST arch bridges use steel tubular arches with self consolidating concrete pumped inside and the steel tube provides confinement to the concrete infill. Also, these concrete filled steel tubes have enhanced ductility, better seismic performance, aesthetic quality, lesser consumption of materials and self weight, speedy construction and small vibrations according to studies conducted earlier. Due to the presence of steel tube, local buckling of arch is delayed and reduces the ingress of moisture when exposed to harsh environmental conditions. This paper aims to find the seismic performance of CFST arch bridges in terms of seismic output and deformation when compared to conventional bridges being currently constructed.
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Jiang, Wei, and Da Gang Lu. "In-Plane Creep Stability Design of Concrete Filled Steel Tubular Arches Using Inverse Reliability Method." Applied Mechanics and Materials 351-352 (August 2013): 1601–4. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.1601.

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An inverse first order reliability method (FORM) is presented to solve the safety factors for the in-plane creep stability of concrete filled steel tubular (CFST) arches. In the inverse analysis, the safety factors with or without considering the time-dependent behavior of concrete are introduced into limit state equations for the in-plane stability design of CFST arches. For different target reliability indices and steel ratios, the time-independent and time-dependent safety factors are solved. The results show that the inverse FORM is of good efficiency and applicability. The target reliability indices have little effect on the safety factors for the creep stability of CFST arches. The effects of steel ratios are significant which should be considered in design. For the commonly used steel ratios of CFST arches, the in-plane safety factors for creep stability range from 1.17 to 1.43.
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Liu, Changyong, Qing Hu, Yuyin Wang, and Sumei Zhang. "In-Plane Stability of Concrete-Filled Steel Tubular Parabolic Truss Arches." International Journal of Steel Structures 18, no. 4 (July 18, 2018): 1306–17. http://dx.doi.org/10.1007/s13296-018-0122-y.

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Shrestha, K. M., Bao-chun Chen, and Yong-feng Chen. "State of the art of creep of concrete filled steel tubular arches." KSCE Journal of Civil Engineering 15, no. 1 (December 11, 2010): 145–51. http://dx.doi.org/10.1007/s12205-011-0734-7.

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Luo, Kai, Yong Lin Pi, Wei Gao, and Mark A. Bradford. "Finite Element Model for Analysis of Time-Dependent Behaviour of Concrete-Filled Steel Tubular Arches." Applied Mechanics and Materials 553 (May 2014): 606–11. http://dx.doi.org/10.4028/www.scientific.net/amm.553.606.

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This paper presents a finite element model for the linear and nonlinear analysis of time-dependent behaviour of concrete-filled steel tubular (CFST) arches. It is known when a CFST arch is subjected to a sustained load, the visco-elastic effects of creep in the concrete core will result in significant increases of the deformations and internal forces in the long-term. In this paper, a finite element model is developed using the age-adjusted effective modulus method to describe the creep behaviour of the concrete core. The finite element results of long-term displacement and stress redistribution agree very well with their analytical counterparts. The finite element model is then used to compare the linear and nonlinear results for the long-term behaviour of shallow CFST arches. It is demonstrated that the linear analysis underestimates the long-term deformations and internal force significantly and that to predict the time-dependent behaviour shallow CFST arches accurately, the nonlinear analysis is essential.
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Wu, Xinrong, Changyong Liu, Wei Wang, and Yuyin Wang. "In-Plane Strength and Design of Fixed Concrete-Filled Steel Tubular Parabolic Arches." Journal of Bridge Engineering 20, no. 12 (December 2015): 04015016. http://dx.doi.org/10.1061/(asce)be.1943-5592.0000766.

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Dissertations / Theses on the topic "Concrete-filled steel tubular arches"

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Mollazadeh, Mohammad Hassan. "Load introduction into concrete-filled steel tubular columns." Thesis, University of Manchester, 2015. https://www.research.manchester.ac.uk/portal/en/theses/load-introduction-into-concretefilled-steel-tubular-columns(6750e9ae-b2c4-46d4-858f-c4a3f238439c).html.

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Concrete-Filled Steel Tubular (CFST) columns are increasingly being used because of their many advantages, including high strength, high ductility, and higher fire resistance than conventional steel or concrete columns of the same size. In order to maximise the advantages of CFST column, composite action of the column should be ensured. In realistic structures, the load is not directly applied to the entire CFST column section and is introduced from the beam-column connection. Simple shear connections, which are usually preferred in constructions, are only connected to the external face of the steel tube and there is an issue about how this load is introduced to the concrete core, through the bond at the steel/concrete interface. There are fundamental errors in the load introduction mechanism assumed in various current design methods. Furthermore, based on this erroneous load introduction mechanism, construction methods, such as placing shear connectors inside the steel tube or using through-column plates, are recommended to ensure complete load introduction. However, these methods are either impractical or uneconomical. The aim of this project, therefore, is to develop a thorough understanding of the load introduction mechanism and to use the new insights to assess design implications, for both ambient temperature and fire safety design. The research has been conducted through physical testing, extensive numerical modelling and detailed analytical derivations. A series of new load introduction tests, in which square CFST columns are loaded through simple fin plate connections, are carried out. These tests are designed to investigate the effects of changing column lengths below and above the connection, the effectiveness of using shear connectors inside the steel tube below the connection (according to Eurocode 4) and using a cap plate on the column top for load introduction into the concrete core. The test results indicate that the connection load is introduced to the concrete core through the column length above and within the connection or the cap plate on top of the column. This is different from the currently assumed mechanism of load introduction which assumes that load introduction occurs from underneath the connection. Below the connection, there is transfer of forces from the steel tube to the concrete core, but the total force in the column remains unchanged. Consequently, using shear connectors below the connection is ineffective in increasing CFST column strength, as has been demonstrated by the tests. The physical tests are supplemented by an extensive numerical parametric study to check whether the conclusions are applicable to different design conditions and to provide data for development of a new design method. The parameters include: section geometry (square, circular, and rectangular), position of load application to CFST column, dimensions of the square column cross-section, steel tube thickness, connection length, column length above the connection, column length below the connection, and maximum bond stress at the steel-concrete interface. The numerical simulation results confirm the experimental observations. Furthermore, the numerical simulation results indicate that the entire column length and the entire perimeter of the steel-concrete interface above and within the connection are engaged in load introduction. Based on the experimental and numerical simulation results, a simple calculation method has been proposed to calculate the column cross-section resistance under compression. According to this equation, the concrete compression resistance to the composite column is the minimum of the plastic resistance or the bond strength within and above the connection. This gives rise to a “concrete strength reduction factor” to account for incomplete load introduction, being the ratio of the load introduced to the concrete core through the interface bond to the concrete plastic resistance. Based on the new load introduction calculation method and using representative values of column dimensions and concrete cylinder strength, it has been demonstrated that complete load introduction can be achieved in almost all practical arrangements of concrete-filled tubular construction. For slender CFST column design, this concrete strength reduction factor should also be used to calculate the CFST column cross-section flexural stiffness. For a CFST column under combined axial compression and bending, the concrete strength reduction factor should be used when calculating the compression force, but should be ignored when calculating the bending resistance because composite action is not necessary for bending of the CFST column. The new load introduction mechanism induces additional compression in the concrete core and possible tension in the steel tube above the connection. Therefore, the concrete core of the column above the connection in multi-storey construction should be designed to resist the additional compression force. For the steel tube, in ambient temperature design, the steel contribution ratio (steel section resistance/plastic resistance of composite cross-section) of the top floor column should be at least 0.25. For fire resistance design, the steel contribution ratio of the top floor columns, those on the floor below the top floor, and those two floors below the top floor, should not be less than 0.5, 0.33, and 0.25 respectively.
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Chao, Min, of Western Sydney Hawkesbury University, Faculty of Science and Technology, and School of Construction and Building Sciences. "The design and behaviour of concrete filled steel tubular beam-columns." THESIS_FST_CBS_Chao_M.xml, 2000. http://handle.uws.edu.au:8081/1959.7/92.

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Concrete filled steel tubular (CFST) columns are widely used in building and infrastructure projects throughout the world.Compared with other form of construction CFST columns offer superior structural performance and speed and ease of construction.Design procedures and recommendations provided in most of the design codes are often tedious and complex. There have been attempts to simplify the design procedure by providing a simplified expression to predict the capacity of a CFST under a general loading condition.In this thesis a rigorous analysis procedure was presented for the analysis of CFST beam-columns under general loading conditions.All the analytical results were verified by comparisons with the available test results and current ACI, AISC AND Eurocode 4 design codes. The comparisons demonstrated that the proposed numerical equations are accurate, and slightly conservative. Based on the numerical analysis, a simple and easy to follow calculation procedure was proposed for design of CFST columns under either uniaxial or biaxial bending moment and axial load.
Doctor of Philosophy (PhD)
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Chao, Min. "The design and behaviour of concrete filled steel tubular beam-columns /." View thesis View thesis, 2000. http://library.uws.edu.au/adt-NUWS/public/adt-NUWS20030429.154344/index.html.

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Dong, Chunxiao, and 董春宵. "Uni-axial behaviour of concrete-filled-steel-tubular columns with external confinement." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2013. http://hdl.handle.net/10722/195975.

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This thesis studies the uni-axial behaviour of circular double-skinned concrete-filled-steel-tubular (CFST) columns with external confinement in form of external steel rings. Particular attention is paid to the experimental behaviour of double-skinned CFST columns and theoretical model for evaluating the loadcarrying capacity of un- and ring-confined double-skinned CFST columns. Experimental studies on circular double-skinned CFST columns with various spacing of confinement, concrete strength and hollow ratio were conducted and discussed comprehensively. The mechanical properties of double-skinned CFST columns such as elastic stiffness, elastic strength, load-carrying capacity and ductility are presented. From the result, it is found that the elastic stiffness, elastic strength, load-carrying capacity and ductility are enhanced by installing the external steel rings to the outer tube as external confinement. To verify the effectiveness of external steel rings, the Poisson’s ratios of the double-skinned CFST columns are listed and found to be similar to that of concrete so that a perfect bonding is maintained. To emphasis the excellent performance of double-skinned CFST columns with external rings under uni-axial compression, the load-carrying capacity, elastic strength and elastic stiffness are compared to those of single-skinned CFST columns and reinforced concrete columns. To fill up the gap that no design model is provided in Eurocode 4 (EC4) for confined double-skinned CFST columns, a theoretical model based on the force equilibrium condition is proposed for evaluating the load-carrying capacity of both un- and ring-confined double-skinned CFST columns. The model takes into account the composite action between the steel tubes and core concrete. To verify the proposed model, numerous test results obtained by the author and other researchers are used for comparing the theoretical results. According to the above theoretical model above, a parametric study is carried out to investigate the effect of various geometry and material properties on the load-carrying capacity of double-skinned CFST columns. The confining pressure is expressed in terms of geometry and material factors. A simplified design formula is proposed to facilitate the preliminary design of double-skinned CFST columns with and without external confinement.
published_or_final_version
Civil Engineering
Master
Master of Philosophy
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Luo, Lie, and 罗冽. "Uni-axial behavior of normal-strength concrete filled steel tubular columns with external confinement." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hub.hku.hk/bib/B49618210.

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This thesis proposes two forms of external confinement for concrete filled steel tubular (CFST) columns. The confinement efficiency is studied by examining the axial strength enhancement and ductility improvement of the CFST columns with external confinement. Due to the heavy demand of confining steel to restore the column ductility in seismic regions, it is more efficient to confine these columns by hollow steel tube to form CFST column. Compared with transverse reinforcing steel, steel tube provides a stronger and more uniform confining pressure to the concrete core, and reduces the steel congestion problem for better concrete placing quality. The CFST columns are therefore characterised by higher strength, ductility and large energy absorption before failure. However, a major shortcoming of CFST columns is the imperfect steelconcrete interface bonding occurred at the elastic stage as steel dilates more than concrete in compression. This adversely affects the confining effect and decreases the elastic modulus. To resolve the problem, it is proposed in this thesis to use external steel confinement in the forms of rings and ties to restrict the dilation of steel tube. For verification, a series of uni-axial compression test was performed on some CFST columns with external steel rings and ties. From the results, it was found that the external steel rings could improve both the axial strength and stiffness of the CFST columns significantly. However, the steel ties could not improve either the axial strength or elastic stiffness significantly. The confining efficiency was then investigated by comparing the strength of these confined-CFST columns with the reinforced concrete (RC) columns counterparts with the same concrete and steel volume. It is evident that the axial strength of CFST columns is much higher than the RC columns, which suggests that the application of CFST columns can utilise less construction materials and reduce the demolition waste. A theoretical model is also proposed for predicting the axial strength of ring-confined CFST columns. Comparison between the predicted results and the test results obtained by the author and other researchers shows that the proposed model gives good estimation for both unconfined and confined CFST columns.
published_or_final_version
Civil Engineering
Master
Master of Philosophy
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Elsawaf, Sherif Ahmed Elkarim Ibrahim Soliman. "Robustness of connections to concrete-filled steel tubular columns under fire during heating and cooling." Thesis, University of Manchester, 2012. https://www.research.manchester.ac.uk/portal/en/theses/robustness-of-connections-to-concretefilled-steel-tubular-columns-under-fire-during-heating-and-cooling(b1ef6849-2d59-4e73-b0c9-c57d0293ec51).html.

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Joint behaviour in fire is currently one of the most important topics of research in structural fire resistance. The collapse of World Trade Center buildings and the results of the Cardington full-scale eight storey steel framed building fire tests in the UK have demonstrated that steel joints are particularly vulnerable during the heating and cooling phases of fire. The main purpose of this research is to develop robust joints to CFT columns that are capable of providing very high rotational and tying resistances to make it possible for the connected beam to fully develop catenary action during the heating phase of fire attack and to retain integrity during the cooling phase of fire attack. This research employed the general finite element software ABAQUS to numerically model the behaviour of restrained structural subassemblies of steel beam to concrete filled tubular (CFT) columns and their joints in fire. For validation, this research compared the simulation and test results for 10 fire tests previously conducted at the University of Manchester. It was envisaged that catenary action in the connected beams at very large deflections would play an important role in ensuring robustness of steel framed structures in fire. Therefore, it was vital that the numerical simulations could accurately predict the structural behaviour at very large deflections. In particular, the transitional behaviour of the beam from compression to catenary action presented tremendous difficulties in numerical simulations due to the extremely high rate of deflection increase. This thesis will explain the methodology of a suitable simulation method, by introducing a pseudo damping factor. The comparison between the FE and the experimental results demonstrates that the 3-D finite element model is able to successfully simulate the fire tests. The validated ABAQUS model was then applied to conduct a thorough set of numerical studies to investigate methods of improving the survival temperatures under heating in fire of steel beams to concrete filled tubular (CFT) columns using reverse channel connection. This study investigated five different joint types of reverse channel connection: extended endplate, flush endplate, flexible endplate, hybrid flush/flexible endplate and hybrid extended/flexible endplate. The connection details investigated include reverse channel web thickness, bolt diameter and grade, using fire-resistant (FR) steel for different joint components (reverse channel, end plate and bolts) and joint temperature control. The effects of changing the applied beam and column loads were also considered. It is concluded that by adopting some of the joint details to improve the joint tensile strength and deformation capacity, it is possible for the beams to develop substantial catenary action to survive very high temperatures. This thesis also explains the implications on fire resistant design of the connected columns in order to resist the additional catenary force in the beam. The validated numerical model was also used to perform extensive parametric studies on steel framed structures using concrete filled tubular (CFT) columns with flexible reverse channel connection and fin plate connection to find means of reducing the risk of structural failure during cooling. The results lead to the suggestion that in order to avoid connection fracture during cooling, the most effective and simplest method would be to reduce the limiting temperature of the connected beam by less than 50°C from the limiting temperature calculated without considering any axial force in the beam.
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Pascual, Pastor Ana María. "Fire behaviour of blind-bolted connections to concrete filled tubular columns under tension." Doctoral thesis, Universitat Politècnica de València, 2015. http://hdl.handle.net/10251/53240.

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[EN] Concrete filled steel tubular columns have many advantages in terms of bearing capacity, aesthetics, execution and fire resistance, thanks to the collaborative work of both materials steel and concrete. The effort made in the last decades to rise a high understanding of their behaviour subjected to different loads and assuming multiple variations has resulted in the wide spread of its use between the designers. Nonetheless, how to solve the connection with I-beams is still a handicap and requires a specific study. One of the most common and popular solution to connect open section steel beams (I-beams) to open section steel columns are endplate connections. In the cases of columns with hollow section, special fastenings are needed, which are able to be tightened from one external side and are denominated blind-bolts. Nowadays, there are several fastener systems that allow these types of connections. The characterization of their response and their capacity to support different loads is the objective of several investigations, where the geometrical definition and the material properties are crucial parameters. Despite the promising results of these connections at room temperature regarding their capability to resist bending moments, their performance is un-known at high temperatures. Therefore, the aim of this thesis is the study of the tensile behaviour of blind-bolts in endplate connections to concrete filled tubular columns at elevated temperatures and subjected to bending moment. Primarily, the research comprises the understanding of the pure thermal transfer problem. The temperature distribution through the connection section is obtained experimental and numerically. The thermal parameters that characterize the connections response are determined through the calibration of the numerical models with the experiments. Secondly, the blind-bolt capacity under pull out and at high temperatures is under analysis. During the fire the temperature increases while connection transmits loads from the beam to the column, the objective of this dissertation is to know how the mechanical response of the pulled blind-bolts changes under these conditions. Thus, the study of the material properties dependent on the temperature and their effect on the connection response is covered by the investigation. Furthermore, the influence of the concrete and the type of fastener is a highlighted aspect through the thermal and the fire analysis. Finally, the reliability of these connections to comply with requirements of 30 minutes fire exposure before the collapse is evaluated. As a result, valuable Finite Element models able to simulate the thermal and thermo-mechanical behaviour of the connection are developed, providing useful behavioural patterns of the blind-bolts. Among the main conclusions, it is noted the temperature reduction due to concrete core in concrete filled columns compared to hollow sections, in the exposed bolt surface means 100ºC less. Conversely, a longer bolt shank of the fastener system embedded in concrete has a negligible effect on the temperature of the resistant part of the bolt. Regarding the fire capacity, the concrete core in the steel tube columns presents significant benefits in terms of fire resistance time and connection stiffness. Besides, the bolt anchorage enhances the stiffness at elevated temperatures, however, the failure of the shank next to the bolt head causes that the anchorage does not mean an improvement on the fire time resistance.
[ES] Las columnas tubulares de acero rellenas de hormigón presentan múltiples ventajas en términos de capacidad de carga, estética, ejecución y resistencia al fuego, gracias a la acción combinada de acero y hormigón. El esfuerzo realizado en las últimas décadas por conocer su comportamiento frente a diferentes cargas y bajo distintos parámetros ha dado lugar a una amplia difusión de su uso entre los diseñadores. No obstante, la forma de resolver la conexión con vigas de sección en I sigue siendo un hándicap y requiere un estudio específico. Una de las soluciones más comunes y populares para conectar las vigas de acero de sección abierta (vigas I) a columnas de acero de sección abierta es la conexión con chapa de testa, que en el caso de sección hueca requiere de tornillos especiales denominados tornillos ciegos, puesto que reciben el par de apriete desde una cara de la sección. En la actualidad existen diversos sistemas de fijación que permiten este tipo de conexiones y cuya respuesta y caracterización es objeto de numerosas investigaciones. En este sentido, la definición geométrica de la unión y las propiedades de los materiales son parámetros cruciales en el rendimiento de la conexión. La presente tesis analiza el comportamiento de los tornillos ciegos en el área traccionada de conexiones de placa de testa a columnas tubulares de acero rellenas de hormigón sometidas a momentos de flexión y a elevadas temperaturas. Las prestaciones de esta solución constructiva para la unión viga-columna tubular, junto con la ausencia de datos relacionados con su comportamiento en situación de incendio la convirtió en el objetivo del trabajo. En primer lugar, la investigación aborda el problema de transferencia de calor, analizando experimental y numéricamente la distribución de temperaturas en la sección de la conexión. En esta parte del estudio se obtienen los parámetros térmicos que caracterizan la respuesta térmica de la conexión a través de la calibración de los modelos numéricos con los datos experimentales. En segundo lugar, se realiza el estudio de la capacidad de los tornillos ciegos para soportar cargas de tracción en situación de incendio, es decir, se analiza cómo cambia el comportamiento de la conexión con sus características alteradas debido a las altas temperaturas. El estudio de las propiedades del material en función de la temperatura y su efecto sobre la respuesta de la conexión constituyen una parte importante de la investigación. Además, se evalúa la influencia del hormigón y el tipo de elemento de sujeción tanto en el comportamiento mecánico como termo-mecánico de la conexión. Por último, se estudia la capacidad de las uniones para cumplir con requerimientos de exposición al fuego de 30 minutos previamente al colapso. Como resultado de este trabajo se obtuvieron modelos de elementos finitos capaces de simular la conexión térmica y termo-mecánicamente, proporcionando patrones de comportamiento de gran utilidad en el diseño de las mismas. Entre las principales conclusiones, se observó la reducción de la temperatura en los tornillos gracias al núcleo de hormigón en columnas de hormigón lleno en comparación con secciones huecas, que ya en la superficie expuesta del tornillo se cuantificaba en 100ºC menos. Por el contrario, los elementos de fijación que presentaban mayor longitud de vástago de tornillo embebida en el hormigón, no generaban un efecto significativo sobre la temperatura de la parte resistente del perno. En cuanto a la capacidad resistente frente a fuego, el núcleo de hormigón supuso una mejora en términos de rigidez y de tiempo de resistencia al fuego. Sin embargo, el fallo de los pernos en una sección próxima a la superficie expuesta redujo el efecto esperado del anclaje del tornillo, que si bien implicaba una mayor rigidez de la conexión, no parecía mejorar el tiempo de resistencia a fuego. Finalmente se planteó la necesidad de
[CAT] Els pilars tubulars d'acer omplerts de formigó (CFT) presenten molts avantatges en termes de capacitat de carrega, estètica, execució i resistència al foc, gràcies a l'acció combinada de l'acer i el formigó. L'esforç realitzat en les darreres dècades per conèixer el seu comportament enfront a diferents càrregues i sota distints paràmetres ha donat lloc a una amplia difusió del seu ús entre el dissenyadors. No obstant això, la manera de resoldre la connexió amb bigues de secció en I, continua sent un handicap i requereix d'un estudi específic. Una de les solucions més comuns i populars per a connectar les bigues d'acer de secció oberta (bigues I) a columnes d'acer de secció oberta és la connexió amb 'chapa de testa', que en el cas de la secció buida requereix de perns especials denominats perns cecs perquè es rosquen des d'una cara de la secció. En l'actualitat existeixen diversos sistemes de fixació que permeten aquest tipus de connexions, la resposta i caracterització dels quals es l'objectiu de nombroses recerques. En aquest sentit, la definició geomètrica de la unió i les propietats dels materials son paràmetres crucials en el rendiment de la connexió. Aquesta tesi analitza el comportament dels perns cecs en l'àrea traccionada de connexions de 'chapa de testa', a pilars tubulars d'acer omplerts de formigó, sotmeses a moments de flexió i a elevades temperatures. Les prestacions d'aquesta solució constructiva per a la unió biga-pilar tubular junt amb l'absència de dades relacionades amb el comportament en situació d'incendi, la van convertir en l'objectiu d'aquest treball. En primer lloc, la recerca aborda el problema de transferència de calor, analitzant tant experimental com numèricament la distribució de temperatures en la secció de la connexió. En aquesta part de l'estudi, s'obtenen el paràmetres tèrmics que caracteritzen la resposta tèrmica de la connexió mitjançant el calibratge del models numèrics amb les dades experimentals. En segon lloc, es realitza l'estudi de la capacitat dels perns cecs per a suportar càrregues de tracció en situació d'incendi, es a dir, s'analitza com canvia el comportament de la connexió amb les seues característiques alterades degut a les altes temperatures. L'estudi de les propietats del material en funció de la temperatura i el seu efecte en la resposta de la connexió formen també part de la recerca. Un contingut important d'aquest treball consisteix en determinar l'influencia del formigó i el tipus d'element de fixació tant en el comportament mecànic com termo-mecànic de la connexió. Per últim, s'estudia la capacitat de les unions per a complir amb els requeriments d'exposició al foc de 30 minuts prèviament al col·lapse. Com a resultat d'aquest treball s'obtingueren models d'elements finits amb capacitat per a simular el comportament tèrmic i termo-mecànic de la connexió, proporcionant patrons de comportament de gran utilitat en el disseny. Entre les principals conclusions, es va observar la reducció de la temperatura en els perns gràcies al nucli de formigó en pilars omplerts de formigó en comparació amb el pilars buits, on ja en la superfície esposada del cargol es quantificava en 100 ºC menys. Pel contrari, els elements de fixació que presentaven major longitud de embeguda en el formigó, no generaven un efecte significatiu en la temperatura de la part resistent del pern. En quant a la capacitat resistent davant del foc, el nucli de formigó va suposar una millora en termes de rigidesa i de temps de resistència al foc. Tanmateix, la fallada dels perns en una secció pròxima a la superfície esposada va reduir l'efecte esperat de la fixació del pern, que si be implicava una major rigidesa de la connexió, no semblava millorar el temps de resistència al foc. Finalment, es va plantejar la necessitat de aprofundir en l'anàlisi incorporant un major rang de paràmetres.
Pascual Pastor, AM. (2015). Fire behaviour of blind-bolted connections to concrete filled tubular columns under tension [Tesis doctoral no publicada]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/53240
TESIS
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Zhao, H., R. Wang, Dennis Lam, C.-C. Hou, and R. Zhang. "Behaviours of circular CFDST with stainless steel external tube: Slender columns and beams." Elsevier, 2020. http://hdl.handle.net/10454/18141.

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No
In this work, experimental and numerical investigations were performed on the behaviours of circular concrete filled double steel tubular (CFDST) slender columns and beams, in which the external tube employed stainless steel tube. Eighteen specimens, 12 slender columns and 6 beams, were tested to obtain the failure patterns, load versus deflection relationships and strain developments of stainless steel tube. A finite element (FE) model was developed and verified by experimental results. The validated FE model was then employed to investigate the effects of key parameters, including hollow ratio, eccentric ratio and material strength, on the load-carrying capacity. The load distribution among the components and contact stress between steel tube and sandwiched concrete were also analyzed. Finally, the design methods for CFDST, hollow CFST and solid CFST members with carbon steel external tube respectively suggested by Han et al. (2018), Chinese GB 50936-2014 (2014) and AISC 360-16 (2016) were employed to evaluate their applicability for the circular CFDST slender columns and beams with stainless steel outer tube.
The authors gratefully acknowledge the Shanxi Province Outstanding Youth Fund (No. 201701D211006) and the National Natural Science Foundation (No. 51838008).
The full-text of this article will be released for public view at the end of the publisher embargo on 9th Nov 2021.
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Jones, Mark Hadyn. "Tensile and shear behaviour of fin-plate connections to hollow and concrete-filled steel tubular columns at ambient and elevated temperatures." Thesis, University of Manchester, 2008. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.504745.

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Following recent events such as the World Trade Center building collapse and the Cardington large scale structural fire research program, the fire behavior of connections has now become an important research subject. This thesis presents the results of experimental, numerical and theoretical studies into the behavior of simple welded fin-plate to concretefilled tubular (CFT) columns loaded by tensile or shear force. Such connections represent a simple single-sided joint solution to steel CFTs which are considered an attractive and robust structural element. Experiments have been performed at both ambient and elevated temperatures against the results of which numerical finite element models have been validated. The ranges of parameters encompassed by the tests include column cross-section shape; column and finplate thickness; concrete in-fill; elevated temperatures and connection lever arm. The observed failure modes include fracture of the fin-plate and tearing out of the tube around the welds. By considering the results of previously published research, the current design method for similar connections under purely tensile load, in CIDECT Guide 9, based on a deformation limit of 3% of the tube width is shown to be inadequate when evaluating the ultimate strength of such connections. By comparing the results from the current test program which failed in the fin-plate with Eurocode guidance for failure of a fin-plate alone under shear and bending load it is shown that the column face influences the overall connection strength regardless of failure mode. Concrete in-fill is observed to significantly increase the strength of connections over empty specimens, and circular column specimens were observed to exhibit greater strength than similarly proportioned square columns. When validating the numerical model against elevated temperature tests it was found that the strength reduction factors suggested by Eurocode for steel at elevated temperature are appropriate. The numerical models developed have been used to perform extensive parametric studies from which simple hand calculation methods have been developed for evaluating the strength of the column component of square CFTs under either tensile or shear load imparted through a fin-plate connection. The simple hand calculation procedures are based upon defining a rigid plate deformation pattern for the connection and then applying the internal work principle. For connections under shear load a method is presented for combining the column failure load with the fin-plate failure derived from existing Eurocode guidance. Both simple hand calculation methods are compared favorably with available test results. A limited number of tests and numerical validation have also been performed for reverse channel to CFT connections loaded in shear at both ambient and elevated temperatures.
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Alam, Md Iftekharul. "Behaviour of FRP strengthened steel tubular members subjected to transverse impact loading." Thesis, Queensland University of Technology, 2017. https://eprints.qut.edu.au/105782/1/Md%20Iftekharul_Alam_Thesis.pdf.

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This PhD thesis is devoted to contributing to the existing knowledge of FRP (Fibre Reinforced Polymer) strengthened metallic structural members subjected to dynamic impacts. The outcome of this research will be beneficial to design structures for mitigating damage and failure due to lateral impact forces from transportation accidents, explosive attacks or from flying debris. A new series of laboratory tests results along with computer based structural analyses are presented to understand the effectiveness of FRP strengthening of tubular structural members. FRP strengthening found to be a promising sustainable option for minimising structural damage and human casualty due to impact loads.
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Books on the topic "Concrete-filled steel tubular arches"

1

Chen, Baochun, Junping Liu, and Jiangang Wei. Concrete-Filled Steel Tubular Arch Bridges. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-3700-2.

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Al-Rawdan, Abdel-Kareem. Steel beam connections to concrete-filled tubular columns. Manchester: University of Manchester, 1996.

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Kvedaras, Audronis Kazimieras. Theory and practice of concrete filled steel tubular structures. Vilnius: Technika, 1999.

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Han, Lin-Hai, Dennis Lam, and David A. Nethercot. Design Guide for Concrete-Filled Double Skin Steel Tubular Structures. First edition. | Boca Raton, FL : CRC Press/Taylor & Francis Group, [2019]: CRC Press, 2018. http://dx.doi.org/10.1201/9780429440410.

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Lu, Yue Qing. The flexural behaviour of concrete-filled hollow structural sections. Edmonton, Alta., Canada: Dept. of Civil Engineering, University of Alberta, 1992.

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Choong, Kok Keong, Jayaprakash Jaganathan, Sharifah Salwa Mohd Zuki, Shahiron Shahidan, and Nurul Izzati Raihan Ramzi Hannan. Concrete-Filled Double Skin Steel Tubular Column with Hybrid Fibre Reinforced Polymer. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-2715-6.

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Patel, Vipulkumar, Qing Quan Liang, and Muhammad N. S. Hadi. Concrete-Filled Stainless Steel Tubular Columns. Taylor & Francis Group, 2020.

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Patel, Vipulkumar, Qing Quan Liang, and Muhammad Hadi. Concrete-Filled Stainless Steel Tubular Columns. Taylor & Francis Group, 2018.

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Patel, Vipulkumar, Qing Quan Liang, and Muhammad Hadi. Concrete-Filled Stainless Steel Tubular Columns. Taylor & Francis Group, 2018.

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Patel, Vipulkumar, Qing Quan Liang, and Muhammad Hadi. Concrete-Filled Stainless Steel Tubular Columns. Taylor & Francis Group, 2018.

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Book chapters on the topic "Concrete-filled steel tubular arches"

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Chen, Baochun, Junping Liu, and Jiangang Wei. "Maintenance." In Concrete-Filled Steel Tubular Arch Bridges, 513–65. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-3700-2_6.

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Chen, Baochun, Junping Liu, and Jiangang Wei. "Structural System." In Concrete-Filled Steel Tubular Arch Bridges, 101–93. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-3700-2_2.

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Chen, Baochun, Junping Liu, and Jiangang Wei. "Construction." In Concrete-Filled Steel Tubular Arch Bridges, 413–511. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-3700-2_5.

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Chen, Baochun, Junping Liu, and Jiangang Wei. "Introduction." In Concrete-Filled Steel Tubular Arch Bridges, 1–99. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-3700-2_1.

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Chen, Baochun, Junping Liu, and Jiangang Wei. "Structural Details." In Concrete-Filled Steel Tubular Arch Bridges, 195–311. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-3700-2_3.

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Chen, Baochun, Junping Liu, and Jiangang Wei. "Design and Calculation." In Concrete-Filled Steel Tubular Arch Bridges, 313–411. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-3700-2_4.

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Terry, P. J., M. A. Bradford, and R. I. Gilbert. "Creep and shrinkage in concrete-filled steel tubes." In Tubular Structures VI, 293–98. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203735015-43.

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Kvedaras, A., D. Mykolaitis, and A. Šapalas. "Projects in hollow concrete-filled steel tubular structures." In Tubular Structures VII, 341–48. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203735008-51.

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Kvedaras, A., D. Mykolaitis, and A. Šapalas. "Projects in hollow concrete-filled steel tubular structures." In Tubular Structures VII, 341–48. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203735008-51.

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Kvedaras, A., D. Mykolaitis, and A. Šapalas. "Projects in hollow concrete-filled steel tubular structures." In Tubular Structures VII, 341–48. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203735008-51.

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Conference papers on the topic "Concrete-filled steel tubular arches"

1

Pi, Yong-Lin, Mark Andrew Bradford, and Weilian Qu. "Interval Long-Term Analysis of Concrete-Filled Steel Tubular Arches." In Modern Methods and Advances in Structural Engineering and Construction. Singapore: Research Publishing Services, 2011. http://dx.doi.org/10.3850/978-981-08-7920-4_s2-s68-cd.

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Liu, Changyong, Yuyin Wang, and Sumei Zhang. "Dynamic Buckling of Concrete-Filled Steel Tubular Arches using IDA Method." In 10th International Conference on Advances in Steel Concrete Composite and Hybrid Structures. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-07-2615-7_136.

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Pi, Yong-Lin, and Mark Andrew Bradford. "Linear And Nonlinear Long-Term Analyses Of Concrete-Filled Steel Tubular Arches." In The Seventh International Structural Engineering and Construction Conference. Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-5354-2_st-67-176.

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Tu, Bing, and Jielian Zheng. "Innovative Technologies for Construction of the Pingnan Third Bridge." In IABSE Congress, Nanjing 2022: Bridges and Structures: Connection, Integration and Harmonisation. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/nanjing.2022.2055.

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<p>The main bridge of the Pingnan Third Bridge is a half-through concrete-filled steel tubular (CFST) arch bridge with a world-largest effective span of 560 m. Due to the significant breakthrough in span and the adverse environmental features of construction site, many technological difficulties were encountered in construction of the Pingnan Third Bridge. Accordingly, systematic innovative technologies on design, construction, material and management of large-span CFST arch bridges were proposed, and fairly remarkable technological and economic benefits were achieved in this bridge. Meanwhile, considering the proposed technologies have solved several key general bottlenecks of extra-large arch bridges, especially CFST arch bridges, the technologies can also be good references for other similar bridges in the future.</p>
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Yang, Lingqiang, Rui Gao, and Yan Wang. "Behavior of Concrete-filled Fiber Reinforced Polymer(FRP) Tubular Arches." In 2018 7th International Conference on Energy, Environment and Sustainable Development (ICEESD 2018). Paris, France: Atlantis Press, 2018. http://dx.doi.org/10.2991/iceesd-18.2018.119.

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"Confined Concrete in Concrete-Filled Steel Tubular Columns." In SP-238: International Symposium on Confined Concrete. American Concrete Institute, 2006. http://dx.doi.org/10.14359/18277.

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Shallal, Muhaned A. "Flexural behavior of concrete-filled steel tubular beam." In 2018 International Conference on Advance of Sustainable Engineering and its Application (ICASEA). IEEE, 2018. http://dx.doi.org/10.1109/icasea.2018.8370974.

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Jeung, In-Kyu, and Young-Bong Kwon. "The Squash Load of Concrete-Filled Tubular Sections." In International Conference on Composite Construction in Steel and Concrete 2013. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784479735.005.

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Pi, Yong-Lin, and Mark Bradford. "Uncertain Creep Analysis of Concrete-Filled Steel Tubular Columns." In Research, Development and Practice in Structural Engineering and Construction. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-08-7920-4_st-109-0335.

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Qian, Wei-Wu, Wei Li, Lin-Hai Han, and Xiao-Ling Zhao. "Analytical Behaviour of Concrete-Encased Concrete-Filled Steel Tubular Column to Steel Beam Joint." In 10th Pacific Structural Steel Conference (PSSC 2013). Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7137-9_035.

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Reports on the topic "Concrete-filled steel tubular arches"

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WANG, Liping, Xing-Xing CAO, Fa-Xing DING, and Yi SUN. COMPRESSION TESTS OF CONCRETE-FILLED DOUBLE CIRCULAR STEEL TUBULAR STUB COLUMNS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.083.

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Chen, Zhenming, Xi Wu, and Lei Jiang. THE KEY TECHNOLOGY FOR CONSTRUCTION OF CONCRETE-FILLED STEEL TUBULAR COMPOSITE COLUMN. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.098.

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Li, Wei, and Bing Chen. PUSH-OUT TESTS ON CIRCULAR CONCRETE-FILLED DOUBLE-SKIN STEEL TUBULAR COLUMNS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.172.

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Shu, Ganping, Jianhong Han, Yue Li, Xiaowei Miao, and Peijuan Zhu. EXPERIMENTAL STUDY ON NEW TYPE OF CONCRETE- FILLED STEEL TUBULAR COLUMN TO STEEL BEAM CONNECTION. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.093.

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Musa, Idris A., and Fidelis R. Mashiri. PARAMETRIC STUDY ON CONCRETE-FILLED STEEL TUBULAR T-JOINTS UNDER IN-PLANE BENDING. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.113.

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QI, H., Y. DU, B. WANG, and R. Liew. STUDY ON TEMPERATURE DISTRIBUTION OF HIGH STRENGTH CONCRETE FILLED STEEL TUBULAR COLUMNS DUE TO FIRE. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.165.

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Yiran, Wu, Meng Lingye, and Shi Yongjiu. INVESTIGATIONS OF JOINTS STRENGTH PERFORMANCE WITH T-SECTION CONCRETE FILLED STEEL TUBULAR COLUMNS AND I-SECTION STEEL BEAMS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.027.

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NUMERICAL ANALYSIS OF PLAIN AND STEEL FIBER REINFORCED CONCRETE FILLED STEEL TUBULAR SLENDER COLUMN. The Hong Kong Institute of Steel Construction, June 2018. http://dx.doi.org/10.18057/ijasc.2018.14.2.10.

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SEISMIC BEHAVIOR OF BIAXIAL HOLLOW REINFORCED CONCRETE SLAB TO CONCRETE-FILLED STEEL TUBULAR COLUMN CONNECTIONS. The Hong Kong Institute of Steel Construction, September 2020. http://dx.doi.org/10.18057/ijasc.2020.16.3.4.

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10

CALCULATION METHOD OF ULTIMATE LOAD BEARING CAPACITY OF CONCRETE FILLED STEEL TUBULAR LATTICE COLUMNS. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.095.

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Abstract:
To investigate the influence of eccentricity ratio and slenderness ratio on the mechanical properties of eccentric compressed concrete filled steel tubular (CFST) lattice column, the ultimate bearing capacity tests of 20 K shape arrangement lacing strip of four-tube CFST columns were conducted. Based on the stress-strain relationship of CFST and the influence of shear deformation, the equilibrium equation of the mid-section is established and a numerical method for the ultimate bearing capacity of CFST lattice column is proposed. The slenderness reduction coefficient calculation model and equivalent slenderness ratio formula of CFST lattice column are established. Combined with the numerical results and the slenderness ratio reduction coefficient calculation model, the formula of slenderness ratio reduction coefficient is put forward. The comparison between theoretical analysis and experimental results shows that the calculation method of elastic-plastic ultimate bearing capacity of CFST lattice column proposed in this paper is quite accurate. The research outcomes can provide a reference for the application of CFST lattice column and revision of current specifications.
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