Leads to the possibility that isolated columns may buckle independently of the mainīody of the scaffold. Induced into those columns which are an integral part of the bracing system. When it is parallel to the façade, additional compressive loads may be Wind loading may be parallel or normal to Unusually for a steel structure self weight is an importantĬomponent in the loading of a scaffold. The loads applied to these scaffolds when in service include imposed and wind Scaffolds, which are used mainly for small installations, particularly domesticīuildings, and independent tied scaffolds which are the more common form of Two types of scaffold are described, Putlog Information about the structural behaviour of the connections, particularly theirĬruciform stiffness and strength. The paper describes the primary components of access scaffolds and gives some The results from these analyses areĬompared with the output from a finite element analysis, LUSAS with excellent Offers a simplified buckling analysis of Putlog scaffolds and of independent tied This paper is a study of the elastic buckling behaviour of access scaffolds. In BS 5973 there is an implicit assumption that the buckling lengths ofĬolumns are equal to the lift or storey heights. Scaffold, from which the compressive strength of the compression members isĭerived. Method used is an accurate assessment of the elastic buckling behaviour of the There is no great detail about the structural design of scaffolds. Great deal of information about best practice in the erection and use of scaffolds, but Permissible stress approach set out in BS 5973 .

They make use of semi-rigid connections in the same manner as proprietary systems Tube and fitting access scaffolds are extensively used in the UK and Europe .

Bs 5973 scaffolding