Design of Deployable Shelters for Emergency Response

The need for the design and implementation of deployable shelters stems from the necessity for the rapid erection of a temporary structure, in order to house human activities or services. These constructions are particularly useful in cases of emergency, such as natural or man-made disasters, for the temporary accommodation of the affected, or the provision of rehabilitation services to them.

In this thesis, a deployable cylindrical canopy with internal dimensions of 6.00x5.72m plan view, and a maximum internal height of 3.00m, whose structural system consists of scissor - like elements, was studied. The main object of the study was the design of the scissor elements, and the steel joints between them. Due to the complexity presented by the connections between the scissor elements, and the eccentricities introduced into the static system due to their cross-sections, and the dimensions of the joints, the design of the structure was carried out in three stages.

Initially, the design of the scissor - like elements was carried out through Nonlinear Geometry and Material Analysis (GMNA), in the ADINA software [5]. The scissor elements were simulated using linear beam finite elements, while rigid links between the scissor elements were considered, which were added into the simulation through the software's constraint equations. During this stage, it was considered necessary to simulate a bracing system through small diameter cable elements, to receive external loads in the longitudinal direction of the roof, due to the flexibility of the structure in this direction.

Subsequently, the influence of geometric imperfections on the structural system behaviour was investigated through Nonlinear Geometry and Material Analysis with Imperfections (GMNIA). The necessary buckling modes, obtained from previous Linear Buckling Analyses, were used as an initial imperfection shape.

Finally, the simulation of three steel joints, through surface finite elements in a cruciform arrangement, and the simulation of the connection bolts through linear beam finite elements were carried out, and their influence on the behaviour of the structure, in relation to the original simulation, was discussed.