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This paper presents a design approach for calculating rectangular hollow section (RHS) splices (bolted end plate connections) under tension forces or bending moments in accordance with EN 1993-1-8. Based on models available in the literature, a Eurocode-conform model is presented using the component method. The original model, based on experimental and numerical investigations, uses a three-dimensional yield line method to predict the tension resistance of bolted splices with hollow sections considering the joint as a whole. The adapted model is fully compatible with EN 1993-1-8. Moreover, the original model has been extended to predict also the design moment resistance of such RHS splices.

The European Directive on the Energy Performance of Buildings (EPBD) obliges the member states to ensure that, by 31 December 2020, all new buildings are nearly zero-energy buildings (nZEB). This paper presents solutions for steel-intensive commercial buildings that achieve this requirement. Several key components such as façades, floor systems and steel piles for ground energy storage were investigated in detail using numerous numerical simulations and practical tests of selected options. Furthermore, options for a whole building which fulfil the zero-energy building approach were identified for different European climates by performing a parametric study using a thermal building simulation tool.

According to EN 1090-2, steel components have to be identifiable and traceable throughout the whole production chain. The choice of identification method is not specified consistently in international rules and standards. In terms of durability and liability, markings should be resistant to particular fabrication processes such as sandblasting, hot-dip galvanizing or coating. The methods are hard stamping, scribing, plasma marking and needling. The effect of the notch caused by the marking process on the fatigue strength of the components has not yet been investigated in detail. As a result, a classification of the notch details in the European detail categories of EN 1993-1-9 is, in principle, impossible. For these reasons, the influence of durable marking methods on the fatigue strength of steel components needs to be clarified by experimental fatigue tests currently being performed at the Institute for Metal and Lightweight Structures, University of Duisburg-Essen. Part of this investigation involves examining the different surface conditions of hard-stamped, scribed, plasma-marked and needled specimens. The experimental investigations are being carried out considering two different steel grades, S355J2 and S460N, and three different steel plate thicknesses, 15, 25 and 40 mm.

Nowadays, modern expressways worldwide are becoming very important arteries for the quick and safe transportation of people and goods. Service centres are located along these roads for the convenience of drivers and passengers. Those centres consist of buildings and other infrastructure elements and provide various services. Usually, buildings represent contemporary trends in architecture and structural engineering. Steel and glass are widely used. This is also the case in Japan but, simultaneously, adequate approaches are being made to respect the country’s own traditions as well. This paper is a continuation of the authors’ previous publications [1], [2], [3] devoted, respectively, to buildings, railway stations and air terminals.

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This paper presents the design method for slim-floor construction that comprises a steel beam and a concrete or composite floor slab in which the beam is integrated within the depth of the slab. The slabs are either supported on a plate attached to the bottom flange or the bottom flange of the beam itself. The main design parameters and load transfer mechanisms are discussed. Plastic analysis has been adopted for the design of the bending capacity at the ultimate load condition and the design procedures described are in accordance with the principles given in Eurocode 4. Attention is paid to the type of shear connection between steel and concrete.

This article reviews the performance characteristics of and some recent developments in slim-floor and integrated beam construction. This form of construction provides a flat floor using precast concrete slabs or deep composite decking and offers advantages over other forms of construction in many sectors. Composite slim-floor beams have superior stiffness and can achieve longer spans.

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Shallow floor beams, abbreviated to SF beams and also known as slim floor beams, are beams where most of the beam member is embedded in the concrete decking of the floor, which is supported on the lower flange or outward ledge of the beam. SF beams are composite members in which composite action can be utilized in both the serviceability and ultimate limit state conditions or only at the serviceability limit state, depending on the decking type. This paper discusses the composite action in SF beams when the decking is of a solid type, i.e. consists of a reinforced concrete slab or composite slab with profiled sheeting, making it possible to benefit from the composite behaviour at all important limit states. Hollow-core decking supported on SF beams is a special case in which the composite action can only be employed in the design for serviceability conditions. Another paper covers the special issues regarding the design of such shallow floors.

Slim-floor structures combine the advantages of prefabricated slab elements with steel-frame construction and lead to economic building solutions fulfilling the demands of modern architecture in combination with transparent structural envelopes without intervening columns as well as implicit flexibility for sustainable construction. Over past years, new slim-floor solutions have been developed to broaden the market for composite structures when compared with conventional concrete flat slabs. However, due to the shallow depth of composite slim-floor girders, their structural response, especially their deflection behaviour, differs from normal composite girders. The concrete is already in the cracked condition under service loads in regions of sagging bending moments. The contribution of the concrete chord to the effective moment of inertia Ii,0 of the composite cross-section and the bending moment Mc in the concrete chord are not negligible for the total loadbearing capacity of the composite section. These two effects are not normally considered when calculating the deflections of composite girders based on the effective width given in codes such as EN 1994-1-1 [1]. Therefore, the following paper will show different methods for calculating the deflection of these shallow types of composite girder.

Slim-floor beams are well-known, sustainable and economical solutions for residential, commercial and industrial buildings. However, despite their widespread use, Eurocode 4 contains no specific simplified calculation methods for the fire resistance of integrated and shallow floor beams. There is a clear need for an improved understanding of the performance of structures in fire plus clear and cost-effective design guidance. This paper presents a set of simplified rules for determining thermal fields in the lower flange, web, rebars and slab of slim or integrated floor beams. This calculation methodology is based on existing formulas taken from different parts of Eurocode 4 except for the temperature calculation in the lower flange, which is deduced from a parametrical study using the SAFIR software.

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This paper presents a simplified design method for evaluating the vibration response of composite floors with slim-floor beams. The methodology is amenable to hand calculations and is appropriate for floors with regularly spaced grids and vibrations that are occasioned by walking activities. From in situ tests that have been undertaken on six floors, it is shown that slim-floor construction can easily satisfy the demanding ISO 10137 response limits for operating theatres and laboratories together with limits recommended by industry for car parks and shopping malls. Comparisons with measurements show that the simplified method presented here provides conservative predictions, and may therefore be used with confidence in design.

Unzipping connection behaviour is not referred to in EN 1994-1-1 - only ductile and non-ductile shear connections are classified. It might be clear that unzipping connections belong to the non-ductile ones, but not all the non-ductile connections are unzipping ones. Characteristic of unzipping connection behaviour is that, initially, connection stiffness is high and composite action is efficient. However, as the load increases, so the connection loses its shear stiffness very rapidly, and after the onset of plastic behaviour in the beam, the decking no longer contributes to the bending resistance of the initially composite member. This behaviour is most typically seen in shallow floor beams (abbreviated to SF beams) supporting hollow-core decking. This is a companion paper to the one in which the composite action in SF beams with ductile shear connections is discussed.

The steady growth in world trade leads to a demand for more port and harbour facilities. One of the most common forms of construction for deep-water harbour quays is the combined steel pile wall. It consists of up to 45 m long H-section king piles plus Z-section intermediate sheet pile infill elements. The intermediate elements and the quay both transfer all forces to the king piles, which as a result are loaded with (bi)axial bending and axial force, so their stability must be checked. Up to now the effect of the soil surrounding the piles was used just in terms of best practice - buckling about the weak axis and lateral torsional buckling were neglected completely. Considering these stability phenomena in design without taking the soil into account would lead to a very conservative approach. As verification of lateral torsional buckling according to EN 1993-1-1 (EC3-1-1) becomes relevant when the embedment is neglected, a more refined analysis has been developed.
This article presents simplified criteria that quickly exclude stability phenomena (flexural buckling about the weak axis and lateral torsional buckling) while taking into account the effects of the soil. For the cases in which the criteria are not fulfilled, the article presents economic solutions that consider the embedment of the king piles in the soil in the design for stability.

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A 6500 m² glazed grid shell dome covers the Nazarbayev Centre in Astana, Kazakhstan. Located near the Presidential Palace, this futuristic building, designed by Foster Partners in London, is one of a whole series of prominent architectural buildings in Astana.
The 20° inclined glass roof spans across various levels of the reinforced concrete structure and slopes down to the north. The dome has a span of over 90 m and a rise of about 11 m. A sufficient in-plane stiffness of the rectangular grid of the dome is achieved by the rigidly connected rectangular hollow sections, which are framed by a strong circumferential edge beam. Connections of the grid and edge beam are bolted mainly as a means to cope with the ambitious time schedule that required fast erection during the strong Kazakh winter. By means of a statically determined support, the roof grid and edge beam of the glazed dome remain largely independent of the concrete structure’s long-term and deformation behavior. A major issue for the roof structure was the verification of global buckling of the dome. In order to minimize tolerances, all connection surfaces of bolt joints were CNC milled. This article summarizes the design philosophy of the dome steel grid and the relationship between glazed dome and main concrete structure.

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