By R. Bjorhovde

ISBN-10: 3540203575

ISBN-13: 9783540203575

This e-book publishes the court cases from the 3rd foreign Workshop on Connections in metal constructions: Behaviour, energy and layout held in Trento, Italy, 29-31 may well 1995. The workshop introduced jointly the world's top-rated specialists in metal connections study, improvement, fabrication and layout. The scope of the papers displays cutting-edge concerns in all components of endeavour, and manages to compile the desires of researchers in addition to designers and fabricators. subject matters of specific value contain connections for composite (steel-concrete) constructions, evaluate equipment and reliability concerns for semi-rigid connections and frames, and the influence of maximum loading occasions equivalent to these imposed by means of significant earthquakes. The publication highlights novel equipment and purposes within the box and guarantees that designers and different participants of the development achieve entry to the recent effects and systems.

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Example text

Moreover, the end slip is magnified owing to the elastoplastic behaviour of the shear connection. Practically it may be assumed : (11) Equations (6), (8) and (7) are valid again. (iii) Point D : As a preliminary, the point C corresponding to the rotation capacity ~ a of the bare steel joint is determined (the moment M (C) is given immediately by equation (7)). s r (ultimate extension of the rebars) ; = ( A(B ) + su ] / d r when: N/Nf < 1 , (13) where s u is the slip capacity of the shear connectors.

IfFy = 50 ksi (345 MPa) the maximum slenderness ratio is 29. M. Ales Jr. and J. A. Yura Since r = t / r for a rectangular section, the limiting slenderness ratio can be converted to a minimum thickness limit. 55Fy < I " t. 3 Behavior of Bearing Flange The compressive loads in steel bridge beatings are typically transferred to the concrete pier through beating plates, which are designed based on the assumption of uniform stress distribution in the concrete. This assumption is valid only if the beating plate is flexurally very stiff in relation to the concrete; this is typically not the case and the result is a very conservative design.

In all cases, the experimental data points lie above the category A boundary. The data points for the tests in which only one specimen was tested are indicated by an s. The results do not seem to be influenced by the test configuration. In all cases, the crack initiated at some point within the center two-thirds of the web. There was usually more than one crack initiation site and typically more than one crack plane. The cracks usually occurred just above or just below the anticipated cracking plane (at distance k from the outer surface of the flange) and the crack propagated as an ellipse.

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Connections in Steel Structures by R. Bjorhovde

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