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. The paper presents numerical analyses aimed at preliminary assessment of the protective panel eectiveness, which task is toprotect the elements of building structures against explosion. For the criterion of assessing the eectiveness of the panel the load capacity ofthe column made of steel I-beam was chosen. Ultimate force was determined by using advanced computational procedure, which consisted offour stages: preload, blast simulation, dynamic response and static analysis of deformed structure. Blast load was simulated using Lagrangian-Eulerian domain coupling. Results indicated that the application of the protective panel signicantly reduces the plastic deformation of thestructure. Key words: FE analysis, blast protection, stability study. 1. Introduction The motivation to undertake the work aimed to develop pro-tective panels was described in [1], where it was pointed outthat majority of terrorist attacks are mainly bombing attacks.The problem of blast wave interaction with a structure and itsdestructive eect has already been presented in many papers[2–4]. The previous research showed that dynamic responseand the deformations of the base structure elements due toblast impact can be accurately predicted [5–6]. But the dy-namic response of analysed element is insucient to assesswhole structure stability. The residual load carrying capacityof the supporting elements is critical for global stability aswell as safety of the people inside the object. This parametercan be also a very eective tool to evaluate the protectivepanel eectiveness (crashworthiness).The structural elements can resist the blast (no destructionoccurs), but large deformationdecreases the load capacity andthat can cause the global collapse. Determination of the max-imum axial load for the supporting structures also with im-perfections is very common problem and can be easily solvedusing numerical methods or even analytically [9–11]. Howev-er it should be noticed that those procedure usually does nottake into consideration the stresses after the blast, but onlythe geometrical imperfections (deformation).The part of research presented in this paper is aimed at theadvanced, multistage analysis procedure of determination of asupport structure load capacity. This approach was presentedin [10–12], but the procedure which was used by authors wasvery time consuming because the preload, blast and post-blaststages were calculated using the explicit code only.

Load carrying capacity numerical study of I-beam pillar structure with blast protective panel