Eurocode 3, a basis for further development in joint design

This paper deals with the design aspects of joints based on Eurocode 3 and in particular on Part 1-8 “Design of Joints” and the possibilities for further developments. An overview is given of design philosophies named as “traditional” and “modern” design and the various design rules by which the structural behaviour in terms of stiffness, strength and deformation capacity can be predicted, with the aim of reducing the integral costs of steel structures.Emphasis is given on the need for reliable software tools to make the use of the Eurocode information easier for the designer. Possibilities for further development in joint design are discussed.     

Generalised capacity curves for stability and plasticity: Application and limitations

In recent decades, the resistance of a structure has been thought of as well defined by the outcome of a geometrically and materially nonlinear analysis with explicitly modelled imperfections (GMNIA). But when this is the only analysis that is performed on a complex structural system, it is sometimes difficult to interpret the result. The outcome must be seen in the context of those from simpler analyses, which can define appropriate reference quantities.     

Critical assessment of Eurocode approach to stability of metal cylindrical silos with corrugated walls and vertical stiffeners

The paper deals with stability of steel cylindrical silos composed of corrugated walls and vertical open-sectional stringers. Comprehensive three-dimensional finite element analyses were carried out with perfect slender, semi-slender and squat silos by means of a linear buckling approach. Corrugated walls were simulated as an equivalent orthotropic shell and vertical open-sectional stringers as beam elements. The FE results were compared with the Eurocode approach. In addition, comprehensive FE computations for axially compressed cylindrical shells composed of an orthotropic shell and stringers were carried out. An improvement of standard formulae was proposed.     

Modulus of elasticity and tensile strength of self-compacting concrete: Survey of experimental data and structural design codes

To enable an overall view on the mechanical performance of Self-Compacting Concrete (SCC), a database was constructed. Included within this database are informations with regard to: mix-design, fresh and hardened properties. This dataset contains results of more than 250 papers, of researches conducted worldwide on SCC during the last two decades.In this paper, an in depth analyses is provided on the modulus of elasticity and the tensile strength of SCC. The SCC results collected within the database are compared with those predicted from the formulations and existing models developed and validated for vibrated concrete (e.g. Eurocode 2 and the Model Code (MC 90 and/or MC 2010)). The influences of different mix-design parameters (aggregate type, paste volume, etc.) on the E-modulus and the tensile strength are analysed, and a more detailed view on the performance of SCC, and the different models, is obtained.     

Minimum surcharge load of URM walls under flexure and axial force / Mindestauflast bei Biegung mit Normalkraft

This paper suggests a detailed parametric study, which has been drawn up in connection with the question of the necessity of verification of masonry wall by a minimum vertical load subject to bending and normal force by the author and his team [7]. It assumes the actual eccentricities from supporting due floors and takes into account the second order theory in middle of wall according to DIN EN 1996‐1‐1 or the German NA. In some cases, the model is derived for very high wind loads to its limits. Using the arch model which is introduced in DIN EN 1996‐1‐1 and may be applied by NA, is helpful and effective. This method may provide higher capacity rather than for example, with the bar or plate model. In this article the verification by means of the arch model will be presented and discussed. It is also shown that, forming an arch opposing to the horizontal wind load and low vertical loads may not come to a stability failure.