Michel Crisinel

A new simplified method for the design of composite slabs

Keywords: 455/ICOM Reference ICOM-CONF-2002-003 Record created on 2008-01-24, modified on 2016-08-08

Buckling Strength of Glass Elements in Compression

Due to the high material compressive strength and typically slender cross sections, the design of structural elements made of glass (columns, beams, and shear panels) is limited by stability criteria. This paper describes several studies on the buckling strength of glass elements in compression. The main parameters having an influence on the load carrying behaviour of these elements – initial deformation, glass thickness and the visco-elastic behaviour of the PVB interlayer in laminated safety glass – will be described and characteristic values based on measurements on glass specimens will be given. Numerical and analytical models have been developed that are able to simulate column buckling tests which were carried out on single layered and laminated safety glass with PVB interlayer. The analytical model will be described in this paper. The models were used to further examine the influence of various parameters on the load carrying behaviour, whereof the main results will be presented. The study showed that the buckling strength of structural glass elements in compression is always limited by the tensile strength of the glass surface. Based on these results, design recommendations for single layered and laminated safety glass are proposed. A design concept with column buckling curves based on a slenderness ratio similar to the design of steel columns is not useful for glass as the slenderness ratio must be defined in terms of the tensile strength. The design of glass elements in compression might be carried out either by means of column buckling curves based on geometric slenderness or direct second order stress analysis.

Design of glass beams subjected to lateral torsional buckling

Keywords: 550/ICOM Note: +CD-Rom Reference ICOM-CONF-2006-002 Record created on 2008-01-24, modified on 2016-08-08

Prediction method for moment - rotation behaviour of composite beam to steel column connection

Publisher Summary The moment-rotation relationship of a composite connection is the end product of a complex interaction between the composite beam and the steel column, through the steelwork connection and the reinforced-concrete slab. Based on numerical analysis and experimental study, simplified calculation methods to predict rotational stiffness and moment resistance of composite, connections are developed. The chapter also explains simplified spring model,including the steelwork connection, the horizontal shear connection, and the reinforced-concrete slab. Applications of the proposed prediction methods validated using the test results: calculation of the moment redistribution for composite frames, considering the partial-strength end connections, and using the predicted moment resistance and calculation of the beam deflections in composite frames, considering the semirigidity of end connections, and using the predicted rotational stiffness. Furthermore, the connection types are limited to the double web cleat and the flush end plate connections. These two types of connections are typical pinned and semi-rigid connections, they are also the most common connections used in Switzerland.

Partial-interaction analysis of composite beams with profiled sheeting and non-welded shear connectors

Abstract Following a brief review of the basis of the formula which determines the strength of shear connectors for composite beams, shear-connector strength is examined when profiled sheeting is used. New non-welded connectors have been tested using composite beams and push-out specimens, with and without profiled sheeting. The expression which determines strength reduction due to the presence of sheeting is valid for these new connectors provided that they are placed correctly, thereby ensuring ductility. The second part of the paper considers partial-interaction analysis of simply supported composite beams. The model proposed by Eurocode 4 is compared with an analysis of an equivalent section providing full interaction, with a more precise numerical analysis and with test results of composite beams employing non-welded connectors. It is concluded that if the connectors are sufficiently ductile, the minimum allowable degree of partial shear connection can be lowered to 25% from 50% (of full connection) without risk of connector failure for beams where connection is required to reduce deflections.

Composite floor slab design and construction

Keywords: 320/ICOM Reference ICOM-ARTICLE-1996-003doi:10.2749/101686696780495923 Record created on 2008-01-24, modified on 2016-08-08