In the last decades, considerable evidence became available with regard to the behaviour of tubular joints. With the design rules and guidance now available, it could be expected that the joints would now be properly considered in the conceptual design to avoid problems in the detailed design. However, still problems can be observed with regard to modelling or the joints have not been properly considered in the conceptual design resulting in additional strengthening afterwards. Examples also show that designers or checking authorities do not always understand the special behaviour of hollow section joints. This paper shows some examples of designs with problems which are still relevant and the way the problems were solved. It evaluates how to reduce such problems by providing even more simpler guidance. Furthermore, consideration is given to aspects which have to be considered in more detail and which require further research.
The last decades show several developments contributing to an increased use of hollow sections for structural applications. Many research programmes have been carried out resulting in better international design rules (IIW, 1985, IIW, 1989, IIW, 1999 and ISO TC67/SC7/WG3/P3 (1997), guidance (Wardenier, et. al., 1991, Packer et. al. and Zhao et. al., 1999) and books for the static and fatigue design of tubular structures e.g. (AIJ, 1980, Wardenier, 1982, Cidect, 1984, Marshall, 1992, Puthli, 1993, Syam, 1996, Packer, 1997, Durra, 1999). The aesthetically appealing hollow section became very popular for architects resulting in an increased use of hollow sections in onshore structures (Eekhout, 1996). Due to more attention for the environment the protection of steel structures became more important also resulting in an increased use of hollow sections especially for hydraulic structures.
