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Engineering
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(2005) Tangsubkul, NatthiraThesis
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(2001) Fitch, RonaldThesis
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(2002) Roberts, CraigThesis
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(2006) Wan, Chi FaiThesis
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(2003) Ranzi, GianlucaThesisThis thesis investigates the behaviour of composite beams with partial shear interaction by means of the direct stiffness approach. A model is derived to describe the behaviour of m-layered composite beams in the linear-elastic range (where m is an integer greater than or equal to two). This model is then applied to the particular case of composite beams formed by two layers, as in the case of steel-concrete composite beams. Based on this model, the direct stiffness approach is formulated and closed form solutions are derived for particular structural cases, such as for simply supported beams, propped cantilevers and fixed ended beams, subjected to a uniformly distributed load. The direct stiffness formulation is extended to account for material nonlinearities and the proposed nonlinear modelling technique is validated against experimental data available in literature; the experiments considered include simply supported beams loaded in positive and negative bending subjected to a point load applied at mid-span and two-span continuous composite beams subjected to point loads. The behaviour of composite beams with partial shear interaction is then investigated accounting for time effects such as creep and shrinkage. The model derived in the linear-elastic range for two-layered composite beams is further developed to account for these time effects. In addition, the applicability of the direct stiffness approach is extended in the time domain based on this model and closed form solutions are derived for some structural systems, such as for simply supported beams, propped cantilevers and fixed ended beams, subjected to a uniformly distributed load and to shrinkage deformation. The use of the direct stiffness approach requires only one discretisation to be carried out, which occurs in the time domain, instead of the two (i.e. one discretisation in the time domain and one discretisation along the beam axis) required by modelling techniques available in literature. The time-dependent behaviour of the concrete is modelled by means of the algebraic methods, such as the age-adjusted effective modulus method and the mean stress method. The extension of the formulation to model the time-dependent behaviour of the concrete using the step-by-step procedure is also presented. 1
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(2002) Khan, StuartThesis
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(2003) Changsirivathanathamrong, AcharaThesis
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(2003) Davis, Steven RichardThesis