JAEGER, WOLFRAM1; PFLUECKE, TORSTEN2; BAKEER, TAMMAM3, CHRISTIANSEN, POUL D.4

1 Prof., TU Dresden, Faculty of Architecture, Chair for Structural Design, w.jaeger@jaeger-ingenieure.de

2 Dr.-Ing., Ingenieurbüro Simon Dresden, info@pfluecke-statik.de

3 Dr.-Ing., TU Dresden, Faculty of Architecture, Chair of Structural Design, lehrstuhl.tragwerksplanung@mailbox.tu-dresden.de

4 Senior Consultant, Danish Technological Institute, Denmark, pdc@teknologisk.dk

The deformation behaviour of masonry can be described with the modulus of elasticity depending on masonry strength. The solution for the reduction factor considering the buckling has been described by the Gaussian bell shaped curve in Eurocode 6, Part 1-1 Annex G and was calibrated for masonry with modulus of elasticity between 700 and 1000  fk which describes the currently used masonry in most European countries.

In case of historic masonry or where the deformability in new construction is needed, the modulus of elasticity can be lower. In those cases the approximation procedure according to Annex G of the Eurocode 6 delivers results which do not meet the real behaviour and leads to uneconomical results. With help of the solution of the buckling differential equation it is possible to show the deviations from the Eurocode 6 – formulae considering the modulus of elasticity with lower figures. A first adapted solution for the approximation procedure will be presented and compared with numerical simulations.

Keywords: Buckling of masonry, Eurocode 6, low modulus of elasticity, stability of masonry