This masters thesis seeks to investigate the topic of stressed skin design for light hall roofs in industrial halls. The usage of profiled steel sheeting for industrial buildings has a long-standing tradition as these elements have not just a general space-enclosing function but also some other relevant advantages. For years, the stiffening effect of trapezoid sheets as diaphragm, shear panel has been well known. The efficiency of diaphragms is approximately as big as a traditional roof bracing and vertical bracing in the walls. The norms EN 1993 1-3  and ECCS  enable a general, on experiment based calculation system for the determination of the shear stiffness of sheeting. A variety of wide scale investigations , , ,  show that the method based on the norms ,  has some mistakes, thus it is necessary to refine and specify the method. Inaccuracy and wrong results can also lead to the undersizing of the construction in case earthquakes. The following thesis is dedicated to this issue. In the first part of the thesis a comprehensive literature research was conducted; there the most important rules and influence parameters were summarized. For the usage of the shear stiffness of a panel, wide range of rules and regulations need to be adhered. Three different calculation methods , ,  were introduced and compared. At the end of the literature research, a calculation model was executed for general roof constructions in respect to EN 1993-1-3 . The main focus in these cases is on the review of the calculation process of the shear panel in respect to the norm with an FE-Modell. The basis of the conducted study is the general roof construction, consisting partly of a steel portal frame, which consist of a rafter with purlin and steel trapezoidal sheets, built as an FE-Model. The method of analysis was verified with the help of large-scale tests , , ,  and with already existing models . With the adjusted model the stiffness of a sheeting at different constructions can be determined and with a calculation method by the norm  compared. The following parameters were varied: bay spacing, thickness of a panel, size of a panel, bonding element and way of mounting. As earlier experiments show , , , this has a relatively high deviation. At the end of the thesis, recommendations are shown on how to improve the calculation method by the norm . A new stiffness factor  can be added, which takes into consideration the effect of the purlins. With the help of the new factor, the results follow the actual behaviour of the construction much better.