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1
Smallidge, Jeffrey M. "Behavior of bolted beam-to-column T-stub connections under cyclic loading." Thesis, Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/19534.
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Schrauben, Corey S. "Behavior of full-scale bolted beam-to-column T-stub and clip angle connections under cyclic loading." Thesis, Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/20013.
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YANG, Demao. "Compression Stability of High Strength Steel Sections with Low Strain-Hardening." University of Sydney. School of Civil Engineering, 2003. http://hdl.handle.net/2123/561.
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Thin-walled steel sections made from high strength thin cold-reduced G550 steel to Australian Standard AS 1397-1993 under compression are investigated experimentally and theoretically in this thesis. This thesis describes three series of compression tests performed on box-section stub columns, box-section long columns and lipped channel section columns cold-formed from high strength steel plates in 0.42 mm or 0.60 mm thickness with nominal yield stress of 550 MPa. The tests presented in this thesis formed part of an Australian Research Council research project entitled: Compression Stability of High Strength Steel Sections with Low Strain-Hardening. For the fix-ended stub column tests, a total of 94 lipped-square and hexagonal section stub columns were tested to study the influence of low strain hardening of G550 steel on the compressive section capacities of the column members. For the pin-ended long column tests, a total of 28 box-section columns were tested to study the stability of members with sections which undergo local instability at loads significantly less than the ultimate loads. For the fix-ended lipped channel section columns, a total of 21 stub and long columns were tested to study the failure resulting from local and distortional buckling with interaction between the modes. A numerical simulation on the three series of tests using the commercial finite element computer program ABAQUS is also presented as part of this thesis. The post-buckling behaviour of thin-walled compression members is investigated. The effect of changing variables, such as geometric imperfections and end boundary conditions is also investigated. The ABAQUS analysis gives accurate simulations of the tests and is in good agreement to the experimental results. Theoretical studies using finite strip methods are presented in this thesis to investigate the buckling behaviour of cold-formed members in compression. The theoretical studies provide valuable information on the local and distortional buckling stresses for use in the interaction buckling studies. The finite strip models used are the semi-analytical and spline models. As expected for the stub columns tests, the greatest effect of low strain hardening was for the stockier sections where material properties play an important role. For the more slender sections where elastic local buckling and post-local buckling are more important, the effect of low strain hardening does not appear to be as significant. The pin-ended and fix-ended long column tests show that interaction, which is between local and overall buckling in the box sections, and between local and distortional buckling in the open channel sections, has a significant effect on their member capacities. The results of the successful column tests and ABAQUS simulation have been compared with the design procedures in the Australian & New Zealand Standard for Cold-Formed Steel Structures AS&NZS 4600 and the North American Specification for Cold-Formed Steel Structural Members prepared by the American Iron and Steel Institute. The stub column tests show that the current design rules give too conservative predictions on the compressive section capacities of the column members; whereas the long column tests show that the current column design rules are unconservative if used in their current form for G550 steel. Three design proposals are presented in this thesis to account for the effects of high strength thin steels on the section and member capacities.
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Nuttayasakul, Nuthaporn. "Experimental and Analytical Studies of the Behavior of Cold-Formed Steel Roof Truss Elements." Diss., Virginia Tech, 2005. http://hdl.handle.net/10919/29765.
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Cold-formed steel roof truss systems that use complex stiffener patterns in existing hat shape members for both top and bottom chord elements are a growing trend in the North American steel framing industry. When designing cold-formed steel sections, a structural engineer typically tries to improve the local buckling behavior of the cold-formed steel elements. The complex hat shape has proved to limit the negative influence of local buckling, however, distortional buckling can be the controlling mode of failure in the design of chord members with intermediate unbraced lengths. The chord member may be subjected to both bending and compression because of the continuity of the top and bottom chords. These members are not typically braced between panel points in a truss.
Current 2001 North American Specifications (NAS 2001) do not provide an explicit check for distortional buckling. This dissertation focuses on the behavior of complex hat shape members commonly used for both the top and bottom chord elements of a cold-formed steel truss. The results of flexural tests of complex hat shape members are described. In addition, stub column tests of nested C-sections used as web members and full scale cold-formed steel roof truss tests are reported.
Numerical analyses using finite strip and finite element procedures were developed for the complex hat shape chord member in bending to compare with experimental results. Both elastic buckling and inelastic postbuckling finite element analyses were performed. A parametric study was also conducted to investigate the factors that affect the ultimate strength behavior of a particular complex hat shape.
The experimental results and numerical analyses confirmed that modifications to the 2001 North American Specification are necessary to better predict the flexural strength of complex hat shape members, especially those members subjected to distortional buckling. Either finite strip or finite element analysis can be used to better predict the flexural strength of complex hat shape members. Better understanding of the flexural behavior of these complex hat shapes is necessary to obtain efficient, safe design of a truss system. The results of these analyses will be presented in the dissertation.Ph. D.
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Đorđe, Jovanović. "Понашање моментих веза са чеоном плочом и четири завртња у реду." Phd thesis, Univerzitet u Novom Sadu, Fakultet tehničkih nauka u Novom Sadu, 2020. https://www.cris.uns.ac.rs/record.jsf?recordId=113927&source=NDLTD&language=en.
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У овом раду спроведене су опсежна експериментална и нумеричкаиспитивања понашања веза са чеоном плочом и четири завртња у реду,као и карактеристичне компоненте ових веза - Т-елемента.Експериментална испитивања укључују тестирања 36 узоракаТ-елемената у природној величини, као и четири везе греда-стуб сачеоном плочом и четири завртња у реду, такође у природној величини.Нумеричке анализе, спроведене у софтверском пакету ABAQUS, суобухватале све типове нелинеарности, али и отказ материјала, те се каотакве сврставају међу ретке којима су слични проблеми нумеричкииспитивани. Параметарска студија обухвата 33 различите конфигурацијеТ-елемената са четири завртња и представља највећу такву студијуизведену за ову компоненту. Као основни још увек нерешен проблем,круцијалан за понашање Т-елемената, препознати су положај сила уследефеката полуге, али и савијање завтњева. Приказан је и предложен новианалитички модел прорачуна носивости Т-елемената са четири завртња,и квантификована његова предност над до сада постојећим моделима.U ovom radu sprovedene su opsežna eksperimentalna i numeričkaispitivanja ponašanja veza sa čeonom pločom i četiri zavrtnja u redu,kao i karakteristične komponente ovih veza - T-elementa.Eksperimentalna ispitivanja uključuju testiranja 36 uzorakaT-elemenata u prirodnoj veličini, kao i četiri veze greda-stub sačeonom pločom i četiri zavrtnja u redu, takođe u prirodnoj veličini.Numeričke analize, sprovedene u softverskom paketu ABAQUS, suobuhvatale sve tipove nelinearnosti, ali i otkaz materijala, te se kaotakve svrstavaju među retke kojima su slični problemi numeričkiispitivani. Parametarska studija obuhvata 33 različite konfiguracijeT-elemenata sa četiri zavrtnja i predstavlja najveću takvu studijuizvedenu za ovu komponentu. Kao osnovni još uvek nerešen problem,krucijalan za ponašanje T-elemenata, prepoznati su položaj sila usledefekata poluge, ali i savijanje zavtnjeva. Prikazan je i predložen novianalitički model proračuna nosivosti T-elemenata sa četiri zavrtnja,i kvantifikovana njegova prednost nad do sada postojećim modelima.
In this research, extensive experimental and numerical investigations ofbehaviour of end-plate moment connection with four bolts per row areperformed, as well as specific component of the connection – T-stub element.Experimental research comprises tests on 36 unscaled specimens of T-stubelements and 4 specimens of beam-to-column joints with end-plate connectionand four bolts per row, also in full-size. Numerical analyses, performed withsoftware ABAQUS, included all types of nonlinearities, and materialdeterioration, hence they can be considered as one of the few mostsophisticated analyses used for investigation of the considered problem. Theparametric study comprises 33 different configurations of the T-stub elementwith four bolts per row and it presents the biggest study of this kind for this typeof component. Bending of the bolts and position of the prying forces arerecognized as the largest, still unsolved problem, crucial for the behavior of theT-stub elements. A new theoretical model for the resistance of the T-stubelement with four bolts per row is proposed and its advantage over the existingmodels is presented and quantified.
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Dechka, David Charles. "Response of shear-stud-reinforced continuous slab-column frames to seismic loads." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2001. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/nq64854.pdf.
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Luo, Yunbiao. "Development of Stud-SFRCC Connection and Its Application to Composite Beam-to-Column Connections." 京都大学 (Kyoto University), 2013. http://hdl.handle.net/2433/180497.
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Scott, Joseph E. "Column Buckling Analysis of Wood Stud Members due to Reduced Stiffness over Partial Member Length." The Ohio State University, 2018. http://rave.ohiolink.edu/etdc/view?acc_num=osu1543325743355501.
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Hess, W. Gregory (Willard). "Cyclic behavior of shape memory alloy tendons and steel bolted t-stubs in beam-column connections." Thesis, Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/20740.
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Green, Travis P. "Behavior of full-scale partially-restrained beam-to-column T-stubn and shear tab connections under cyclic loading." Thesis, Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/20720.
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Růžička, Jan. "Parkovací dům." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240138.
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The aim of the thesis is to design a steel structure of the parking building in the center of Brno. The plan dimensions of the building are 29 x 77.5 m including a missing corner of the dimensions 5 x 12.5 m in the southeast part of the construction. The construction of the parking building has 4 above-ground floors with the same layout and the fifth floor situated only in the middle section of the construction. Each floor is 3.5 m high. The total height of the construction in the place of the roofed part of the fifth floor is 17.5 m, otherwise 14 m. A spatial frame is the main load-bearing part consisting of 7 fields in the longitudinal direction and 5 fields in the transversal direction. The spatial frame is formed of columns and longitudinal and transversal girders. Steel-concrete composite joists are pin-supported among longitudinal girders. The construction of the parking building is solved in three versions considering different placing of columns to the base structure and different placing of longitudinal and transversal girders to the columns. The resulting draft is worked out in details. Roof cladding will be made using sandwich panels and walls will be made out of glass panels. The calculation has been done in Scia Engineer 2014 program and by manual calculation.
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Lam, Dennis, L. Gardner, and M. Burdett. "Behaviour of Axially Loaded Concrete Filled Stainless Steel Elliptical Stub Columns." 2010. http://hdl.handle.net/10454/5924.
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This paper presents the details of an experimental investigation on the behaviour of axially loaded concrete-filled stainless steel elliptical hollow sections. The experimental investigation was conducted using normal and high strength concrete of 30 and 100 MPa. The current study is based on stub column tests and is therefore limited to cross-section capacity. Based on the equations proposed by the authors on concrete-filled stainless steel circular columns, a new set of equations for the stainless steel concrete-filled elliptical hollow sections were proposed. From the limited data currently available, the equation provides an accurate and consistent prediction of the axial capacity of the composite concrete-filled stainless steel elliptical hollow sections.
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Tao, Chi-chun, and 陶其駿. "Axial Behavior of Steel Reinforced Concrete Stub Column Containing Cross-H Steel Shape." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/05701652958092328463.
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博士國立臺灣科技大學
營建工程系
98
A total of 26 concrete encased steel stub columns (SRC) were tested under monotonic compression to study the effect of concrete confinement provided by the cross-H steel shape. These include concrete columns confined by Cross-H steel, conventional SRC with cross-H steel, and newly SRC with cross-H steel developed in this study. Based on the test results obtained, it is concluded that: (1) cross-H steel shapes are able to provide obvious confinement to the concrete. The compressive strength of the concrete can be raised 32~46% higher than the unconfined concrete. But the mechanism of the confinement is different from that of transverse reinforcing bars. (2) cross-H steel shape doesn’t provide obvious concrete confinement until the concrete stress reaches 80 % of the unconfined concrete compressive strength. (3) the shape of the concrete region confined by cross-H steel shape is more likely a shape that connect the tip of the flange to the tip of the neighboring flange by an arc; (4) the confined concrete stress-strain shape is basically independent of the with-to-thickness ratio of the flange within the research range; (5) a stress-strain relationship is proposed for the concrete confined by cross-H steel shape based on the test data obtained; (6) the strength of the conventional SRC with cross-H steel is underestimated by current specifications; (7) the strength of newly developed SRC with cross-H steel is increased 4.9~11.0 % with the increasing of the cross ties ; (8) after reaching the peak values, strength degradation of conventional SRC specimens is greater than the newly developed SRC specimens.
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Ren, Q.-X., L.-H. Han, Dennis Lam, and C. Hou. "Experiments on special-shaped CFST stub columns under axial compression." 2014. http://hdl.handle.net/10454/5929.
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This paper is an attempt to study the behavior of axially loaded concrete filled steel tubular (CFST) stub columns with special-shaped cross-sections, i.e. triangular, fan-shaped, D-shaped, 1/4 circular and semi-circular. A total of forty-four specimens including CFST stub columns and reference hollow steel tubular stub columns were tested. The effects of the changing steel tube wall thickness and the infill of concrete on the behavior of the composite columns were investigated. The results showed that the tested special-shaped CFST stub columns behaved in a ductile manner, and the composite columns showed an outward local buckling model near the middle section. Generally, the failure modes of these five kinds of special-shaped specimens were similar to those of the square CFST stub columns. Finally, simplified model for predicting the cross-sectional strength of the special-shaped CFST sections was discussed and proposed.
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Lin, Kun-Sian, and 林坤賢. "Experimental and analytical investigation of the seismic behavior of cored moment resisting stub column dampers." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/urd546.
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碩士國立中興大學
土木工程學系所
107
The usage of stub column dampers (SD) have increasingly adopted in special moment-resisting frame (SMRF) system in constructing projects. However, typical moment resisting stub columns (MRSCs) usually give a limited post-yield stiffness, and severe strength degradation as using slender webs. To improve the drawbacks mentioned above, this study proposes an alternative of MRSC with a cored configuration which is referred to as cored MRSC. The design consists of a combination of one core segment and two side segment using different steel grades, and detailing of reduced column sections to achieve a hysteretic behavior having enhanced post-yield stiffness, improved ductility and postponed and mitigated the strength degradation. A general discrete model was developed in Opensees and validated by the experimental results. The numerical model enables to accurately capture the hysteretic behaviors of specimens. A parametric analytical study was performed using the developed numerical model mentioned above to establish the accurate regression equations of estimating the initial and post-yield stiffness of the cored MRSCs. The cored MRSCs design procedures was established and use to develop a experimental program. Several full-scale cored MRSCs specimens were designed and tested to verify the hysteretic behavior, seismic performance and feasibility with different design parameters. The experimental results shown that the presence of the core segment provide a stable cyclic behavior with very limited strength degradation, and the RCSs were verified to effectively shift plastic regions away from beam-column joints and postpone the occurrence of local buckling. A nonlinear time history analytical study was performed to evaluation the seismic performance and investigate the hysteretic behaviors of cored MRSCs which were installed in the Frame system.
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Rehman, Hafiz Muhammad Ubaid Ur. "FEM analysis of the cyclic behaviour of steel beam-to-column joints." Master's thesis, 2018. http://hdl.handle.net/10316/84873.
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Dissertação de Mestrado em Construção Metálica e Mista apresentada à Faculdade de Ciências e TecnologiaA análise e dimensionamento de estruturas metálicas devem considerar todos os tipos de ações que esta possa ser submetida ao longo do seu período de vida útil. A ação sísmica é uma ação particularmente severa que tem que ser cuidadosamente considerada. Neste cenário, as ligações viga-pilar de estruturas metálicas devem ser dimensionadas de forma a evitar modos de rotura frágeis. Para este efeito, o dimensionamento das ligações viga-pilar de estruturas metálicas deve ser levado a cabo seguindo as prescrições da EN 1998, EN 1993 e da EN 1993-1-8 em particular, fazendo do método das componentes.A análise experimental é o método tradicionalmente usado pela comunidade científica para avaliar o comportamento cíclico de ligações viga-pilar metálicas. No entanto, a caracterização do comportamento cíclico das ligações metálicas ao nível das componentes diretamente a partir dos resultados experimentais não é viável. Desta forma, são necessários modelos numéricos avançados desenvolvidos e validados com base em ensaios experimentais.Nesta dissertação são desenvolvidos modelos com base no Método dos Elementos Finitos para avaliar o comportamento monotónico e cíclico das zonas tracionadas de ligações viga-pilar metálicas, focando esta análise no comportamento da componente banzo dos pilar em flexão. Este trabalho enquadra-se no âmbito do projeto EQUALJOINTS.................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
The construction of a structure undergoes several stages, each of which must be thoroughly thought. In structures that may be subject to seismic actions at some point of their use life, these considerations are especially significant. Joints between steel elements in this type of structures should always be designed, fabricated and erected such that brittle failure is avoided and a ductile mode of failure governs the collapse. Designers must always bear in mind design requirements set by the relevant design standards. In Europe, EN1998 must be observed for the seismic design of structures, with significant reference to EN1993 for the design of steel structures and EN1993-1-8 in particular for the design of steel joints making use of the components method.Nowadays the experimental test is the preferred method between the scientific community to assess the seismic behavior of steel joints. However, the analysis of the seismic behavior of beam-to-columns joints at component level directly from the analysis of the results of the experimental test is unfeasible. Accordingly, advanced numerical models must be developed and validated with the experimental tests. The aim of this dissertation is to develop advanced FEM based models for the simulation of cyclic tests of T-Stub of steel beam-to-column joints tested in the scope of “European pre-qualified steel joints (EQUALJOINTS) Grant agreement no. RFSR-CT-2013-00021” project. These models will allow to extract and characterize the cyclic behaviour of the components of the joint
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Dai, Xianghe, and Dennis Lam. "Axial compressive behaviour of stub concrete-filled columns with elliptical stainless steel hollow sections." 2010. http://hdl.handle.net/10454/5923.
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This paper presents the axial compressive behaviour of stub concrete-filled columns with elliptical stainless steel and carbon steel hollow sections. The finite element method developed via ABAQUS/Standard solver was used to carry out the simulations. The accuracy of the FE modelling and the proposed confined concrete stress-strain model were verified against experimental results. A parametric study on stub concrete-filled columns with various elliptical hollow sections made with stainless steel and carbon steel was conducted. The comparisons and analyses presented in this paper outline the effect of hollow sectional configurations to the axial compressive behaviour of elliptical concrete-filled steel tubular columns, especially the merits of using stainless steel hollow sections is highlighted.
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Lam, Dennis, Xianghe Dai, L.-H. Han, Q.-X. Ren, and W. Li. "Behaviour of inclined, tapered and STS square CFST stub columns subjected to axial load." 2012. http://hdl.handle.net/10454/5918.
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This paper describes the finite element method using ABAQUS to model the axial compressive behaviour of inclined, tapered and straight-tapered-straight (STS) concrete filled steel tubular stub (CFST) columns with square hollow sections. The accuracy of the numerical model was verified by comparing the numerical predictions with experimental study of the 200×200×3.75 RHS filled with C60 concrete with inclined angle of 0-9° and tapered angle of 0-4°. The results show that the compressive behaviours, load vs. strain relationship and failure mode predicted by the numerical simulations were agreeable with experimental results. After the validation, a parametric study was performed with 3 typical steel hollow sections (200×200×3.75 RHS, 300×300×6.3 RHS and 400×400×8.0 RHS) and extended the inclined angle and tapered angle to 0-15° and 0-12° respectively. The parametric study highlights some of the behaviour observed in test and extends the application range. In addition, reduction factor for calculating the axial capacity of this form of CFST columns are proposed.
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Ren, Q.-X., C. Hou, Dennis Lam, and L.-H. Han. "Experiments on the bearing capacity of tapered concrete filled double skin steel tubular (CFDST) stub columns." 2014. http://hdl.handle.net/10454/10283.
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noTapered concrete filled double skin steel tubular (CFDST) columns have been used in China for structures such as electricity transmission towers. In practice, the bearing capacity related to the connection details on the top of the column is not fully understood. In this paper, the experimental behaviour of tapered CFDST stub columns subjected to axial partial compression is reported, sixteen specimens with top endplate and ten specimens without top endplate were tested. The test parameters included: (1) tapered angle, (2) top endplate thickness, and (3) partial compression area ratio. Test results show that the tapered CFDST stub columns under axial partial compression behaved in a ductile manner. The axial partial compressive behaviour and the failure modes of the tapered CFDST stub columns were significantly influenced by the parameters investigated. Finally, a simple formula for predicting the cross-sectional capacity of the tapered CFDST sections under axial partial compression is proposed.
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Dai, Xianghe, and Dennis Lam. "Shape effect on the behaviour of axially loaded concrete filled steel tubular stub columns at elevated temperature." 2012. http://hdl.handle.net/10454/5883.
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Concrete filled steel tubular columns have been extensively used in modern construction owing to that they utilise the most favourable properties of both constituent materials. It has been recognized that concrete filled tubular columns provide excellent structural properties such as high load bearing capacity, ductility, large energy-absorption capacity and good structural fire behaviour. This paper presents the structural fire behaviour of a series of concrete filled steel tubular stub columns with four typical column sectional shapes in standard fire. The selected concrete filled steel tube stub columns are divided into three groups by equal section strength at ambient temperature, equal steel cross sectional areas and equal concrete core cross sectional areas. The temperature distribution, critical temperature and fire exposing time etc. of selected composite columns are extracted by numerical simulations using commercial FE package ABAQUS. Based on the analysis and comparison of typical parameters, the effect of column sectional shapes on member temperature distribution and structural fire behaviour are discussed. It shows concrete steel tubular column with circular section possesses the best structural fire behaviour, followed by columns with elliptical, square and rectangular sections. Based on this research study, a simplified equation for the design of concrete filled columns at elevated temperature is proposed.
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Tambá, Bracia Veríssimo. "Comportamento experimental de T-Stubs sob condições cíclicas." Master's thesis, 2020. http://hdl.handle.net/10316/93859.
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Dissertação de Mestrado Integrado em Engenharia Civil apresentada à Faculdade de Ciências e TecnologiaO estudo de dispositivos de ligação, com o objetivo de assegurar a continuidade e transmissão de esforços numa estrutura, é um assunto amplamente desenvolvido por vários autores, sendo o método das componentes uma referência na análise e dimensionamento de uma gama alargada de configurações de juntas, encontrando-se mesmo codificado no Eurocódigo 3 – Projeto de estruturas de aço, Parte 1-8: Projeto de ligações. Ainda assim, este método foi calibrado apenas para juntas viga-pilar sob condições monotónicas de carregamento. O caráter cíclico de ações como o sismo, introduz uma camada de complexidade adicional a análise do comportamento das juntas, saindo fora do âmbito do método das componentes. Vários autores têm apresentado modelos analíticos capazes de simular o comportamento dissipativo das juntas metálicas aparafusadas em condições cíclicas de carregamento.Esta dissertação tem por objetivo a caraterização do comportamento de uma componente de extrema relevância para o comportamento dissipativo de uma ligação metálica viga-pilar: o T-Stub, através da sua modelação analítica e cujos resultados são confrontados com resultados de ensaios experimentais realizados.......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
The study of connection devices, with the objective of ensuring the continuity and transmission of efforts in an all structure is a subject widely developed by several authors, the component method being a reference in the analysis and design of a wide range of joint configurations, it is even featured in Eurocode 3 - Design of steel structures, Part 1-8: design of structural connections. Nonetheless, this method was calibrated only for beam-column joints under monotonic loading conditions. The cyclical nature of these actions such as an earthquake, introduces a layer of additional complexity to the analysis of the behaviour of the joints, leaving outside the scope of the component method. Several authors have published analytical models capable of simulating the dissipative behaviour of bolted metal joints under cyclic loading conditions.This dissertation aims to characterize the behaviour of a component of extreme relevance for the dissipative behaviour of a beam-column metallic connection: the T-Stub, through its analytical modelling and whose results are compared with the results of experimental performed tests...................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
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Jamaluddin, N., Dennis Lam, and J. Ye. "Finite Element Analysis of Elliptical Stub CFT Columns." 2009. http://hdl.handle.net/10454/5582.
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MUKHERJEE, AGNITA. "STRUCTURAL BENEFITS OF HEMPCRETE INFILL IN TIMBER STUD WALLS." Thesis, 2012. http://hdl.handle.net/1974/6986.
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Due to an increase in environmental consciousness in the construction industry there has been increasing interest in using natural building materials like rammed earth construction, straw bale construction and hempcrete construction. These materials have very small embodied energy and are carbon negative or carbon neutral. Hempcrete is a bio-composite mix made up of hemp shive, lime, cement and water. There has been extensive research undertaken on the thermal, acoustic, and mechanical properties of hempcrete. It has low density, good thermal and acoustic insulation properties, and can passively regulate humidity in a built environment. However it also has low compressive strength and modulus of elasticity. Thus hempcrete cannot be used as a direct load bearing material but can used as an infill material in timber stud walls. This thesis investigates how hempcrete can have beneficial structural effects by preventing buckling of timber (increasing the buckling load) columns when used as an infill in between columns in a timber stud wall. Eight timber walls were constructed (both half scale -1200mm high; and full scale – up to 2133mm high) with varying column dimensions. Six of the walls were infilled with hempcrete of varying density. Two walls were not infilled and were baseline tests. All walls were tested in compression. It was found that high density hempcrete (715 kg/m3) not only prevented weak axis buckling of columns but also carried some direct load. Low density hempcrete was also successful in preventing weak axis buckling of the infilled walls. In-filled walls failed in strong axis buckling at a load twice (for half scale walls with 38x89mm columns) or 4 times(full scale walls with 38x235mm columns) that of the unfilled walls. An analytical model based on buckling of a strut on an elastic foundation was proposed to predict the maximum strength hempcrete can add to a wall by preventing buckling. The timber column strength equations from CSA –O86-01 closely predicted the buckling load of the walls from the experiments. The results from the model were also put in design equations from CSA –O86-01 to predict practical failure loads if the walls failed by buckling into hempcrete. Although only a single test result was available, it was in good agreement with the model predictions.Thesis (Master, Civil Engineering) -- Queen's University, 2012-01-30 21:18:13.842
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Dai, Xianghe, and Dennis Lam. "Shape Effect on Structural Fire Behaviour of Axially Loaded Concrete Filled Tubular (CFT) Stub Columns." 2012. http://hdl.handle.net/10454/5604.
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CHIN, TUN MIN LATT @. MAUNG YAN SHAUNG, and 楊雄清. "Stress-Strain Behavior of Highly Confined Concrete in SRC Stub Columns." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/60099185064242605708.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
97
A total of 16 concrete encased steel stub columns (SRC) were tested under monotonic compression loading to study the effect of concrete confinement provided by the cross-sectional steel shape. The cross-sectional steel shapes used were of 4 differents width-to-thickness ratio and the shape of confined concrete section includes cruciform and rounded cruciform types. In addition, concrete stress-strain curve models were developed. Based on the results obtained, it is concluded as: (1) width-thickness ratio of flange do not influence the confine stress for either rectangular or circular confined shape, (2) the confining effect of rounded cruciform shape concrete section was higher than that of cruciform shape concrete section, (3) the tension stress provided by web of steel is higher as the width of flange increases, and (4) the proposed concrete stress-strain model gives good agreement with the experimental results.
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Pagoulatou, M., Therese Sheehan, Xianghe Dai, and Dennis Lam. "Finite element analysis on the capacity of circular concrete-filled double-skin steel tubular (CFDST) stub columns." 2014. http://hdl.handle.net/10454/9891.
Full textAbstract:
YesThis paper presents the behaviour of circular concrete-filled double-skin steel tubular (CFDST) stub columns compressed under concentric axial loads. To predict the performance of such columns, a finite element analysis is conducted. Herein, for the accurate modelling of the double-skin specimens, the identification of suitable material properties for both the concrete infill and steel tubes is crucial. The applied methodology is validated through comparisons of the results obtained from the finite element analysis with those from past experiments. Aiming to examine the effect of various diameter-to-thickness (D/t) ratios, concrete cube strengths and steel yield strengths on the overall behaviour and ultimate resistance of the double-skin columns, a total of twenty-five models are created to conduct the parametric study. In addition, four circular concrete-filled steel tubes (CFST) are included to check the dissimilarities, in terms of their behaviour and weight, when compared with identical double-skin tubes. A new formula based on Eurocode 4 is proposed to evaluate the strength of the double-skin specimens. Based on the comparison between the results derived from the analysis, the proposed formulae for the concrete filled double-skin would appear to be satisfactory.
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Lam, D., X. H. Dai, L. H. Han, Q. X. Ren, and W. Li. "Behaviour of inclined, tapered and STS square CFST stub columns subjected to axial load." 2012. http://hdl.handle.net/10454/6060.
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El-Lobody, E., B. Young, and Dennis Lam. "Behaviour of normal and high strength concrete-filled compact steel tube circular stub columns." 2006. http://hdl.handle.net/10454/5789.
Full textAbstract:
This paper presents the behaviour and design of axially loaded concrete-filled steel tube circular stub columns. The study was conducted over a wide range of concrete cube strengths ranging from 30 to 110 MPa. The external diameter of the steel tube-to-plate thickness (D/t) ratio ranged from 15 to 80 covering compact steel tube sections. An accurate finite element model was developed to carry out the analysis. Accurate nonlinear material models for confined concrete and steel tubes were used. The column strengths and load¿axial shortening curves were evaluated. The results obtained from the finite element analysis were verified against experimental results. An extensive parametric study was conducted to investigate the effects of different concrete strengths and cross-section geometries on the strength and behaviour of concrete-filled compact steel tube circular stub columns. The column strengths predicted from the finite element analysis were compared with the design strengths calculated using the American, Australian and European specifications. Based on the results of the parametric study, it is found that the design strengths given by the American Specifications and Australian Standards are conservative, while those of the European Code are generally unconservative. Reliability analysis was performed to evaluate the current composite column design rules.
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Sheehan, Therese, Xianghe Dai, T. M. Chan, and Dennis Lam. "Structural response of concrete-filled elliptical steel hollow sections under eccentric compression." 2012. http://hdl.handle.net/10454/5916.
Full textAbstract:
The purpose of this research is to examine the behaviour of elliptical concrete-filled steel tubular stub columns under a combination of axial force and bending moment. Most of the research carried out to date involving concrete-filled steel sections has focussed on circular and rectangular tubes, with each shape exhibiting distinct behaviour. The degree of concrete confinement provided by the hollow section wall has been studied under pure compression but remains ambiguous for combined compressive and bending loads, with no current design provision for this loading combination. To explore the structural behaviour, laboratory tests were carried out using eight stub columns of two different tube wall thicknesses and applying axial compression under various eccentricities. Moment-rotation relationships were produced for each specimen to establish the influence of cross-section dimension and axis of bending on overall response. Full 3D finite element models were developed, comparing the effect of different material constitutive models, until good agreement was found. Finally, analytical interaction curves were generated assuming plastic behaviour and compared with the experimental and finite element results. Ground work provided from these tests paves the way for the development of future design guidelines on the member level.