Issue 46

S. Motsa et alii, Frattura ed Integrità Strutturale, 46 (2018) 124-139; DOI: 10.3221/IGF-ESIS.46.13 126 due to cracking and crushing. Similar phenomena are expected when mechanical and fire loads are applied to steel structures. By using the mentioned modelling technique, the quantification of the performance of the system before and after the failure of the thermal protection, is elaborated. In the main, steel structural element, an 305x305x118 H section has been assigned [24]. The height of the section is equal to 314,5mm, the width is 306,8mm, the thickness of the flange is 18,7mm and the thickness of the web is 11,9mm. The steel is initially considered to be fixed to the ground and have the other end free (cantilever). An alternative model with a simply supported element, is also presented. A concrete board with a thickness equal to 5cm, which is selected as the fire protection material, is initially assigned to the one flange of steel. Then, two and three concrete boards are applied to the other sides. The different fire protection cases adopted in this work are shown in Fig. 1. Figure 1 : Fire protection schemes and corresponding mechanical loads. For the numerical analysis, transient, coupled temperature – displacement analysis has been used with ABAQUS commercial finite element software. This type of analysis requires more computational effort, than the uncoupled thermal- structural analysis, where thermal analysis is initially considered and the output of this (temperature variation) is incorporated in a subsequent structural analysis. However, coupled analysis offers the opportunity for a more realistic simulation, since both thermal and structural phenomena are simultaneously examined, similarly to real fire events. Thus, within this type of analysis, concepts such as the interaction between thermal and mechanical loads and their impact on the structural performance of the system, can be depicted. For all the simulations a fire event of 90 minutes has been considered in the framework of transient thermal-displacement analysis, thus, simulations are evolved in respect to (fire) time. This is implemented by using a standard, ISO 834 temperature – time fire curve [1], which is initially applied to the protected side of the structure. Then, as the fire event evolves, a time period according to which fire protection will not be able to further support the steel against fire, is selected. This time period defines a point in the fire curve, denoting the beginning of the thermal loading on selected steel faces, which were initially protected. By following this procedure, it is stated that the same fire event, passes from the fire protection board, to the steel face. At each model, fire conditions and mechanical point force(-s) have been considered for the unprotected and protected models, Fig. 1. Among others, models with horizontal point forces assigned to one or two directions, compressive forces and different boundary conditions have been developed. T HERMO - MECHANICAL ANALYSIS hree main scenarios (and some subcases which are only presented at the results for simplicity) are examined in this article. The first scenario is related to the unprotected steel and the steel protected with one concrete board assigned to the one flange (Fig. 2). In Fig. 2a is shown that a full fire curve is applied as thermal loading at the shaded flange of the unprotected steel. A full fire curve is also assigned to the concrete board of the protected structure, T