This paper describes the development of a component-based element for endplate connections in fire. The reported research is part of an ongoing project aimed at understanding joint behaviour in fire. The paper summarises the derivation of the stiffness matrix of this new element, based a on spring model, and the incorporation of the element into the non-linear finite element program Vulcan. It also states the component characteristics that have been used for the individual zones of deformation in an endplate connection. Furthermore, the additional features of the element, necessary for correct response at elevated temperatures, like the consideration of the temperature distributions across the connection as well as cooling and unloading are summarised. The proposed element is then used to predict the momentrotation curves of connection experiments at ambient and elevated temperatures. Finally, the advantages and limitations of the new high temperature connection element are listed.
This paper outlines some of the main results in an ongoing project aimed at developing hightemperature models for the behaviour of the main components of steel end-plate beam-tocolumn connections in fire. In this particular phase of the work the emphasis is on the compression zone in the column web, when transverse compression acts concurrently with axial compression due to superstructure loading. The ultimate objective is to be able to construct component-based models of end-plate connections within global numerical modelling of steel and composite building structures in fire conditions. This is the only feasible analytical approach to connection modelling under the simultaneous effects of loading, thermal degradation of materials and forces due to restraint to thermal expansion. A simplified semi-empirical model has been validated against ANSYS modelling and isothermal high-temperature experiments.
As part of a refurbishment the height of a building in London is to be increased resulting in a change of the fire rating of the existing level from R60 to R90 as per prescriptive guidance. To investigate whether the inherent fire resistance of the structure would be sufficient a state-of-the-art probabilistic approach was adopted, with the approach extended to consider 2D heat-transfer to concrete elements. After determining the required reliability of the structure based on an acceptable risk level, a Monte-Carlo assessment was conducted. This considered for the proposed internal layouts and determined the range of input parameters to be randomly varied in order to define the required range of design fires analysed. The assessment demonstrated that the inherent structural fire resistance would provide sufficient structural reliability for the new use of the building and that no additional fire protection was required to the concrete frame.
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