The analysis of column base plate connections under biaxial moment or when large numbers of anchor rods are utilised is complicated. Such complex connections are regularly found in engineering practice, in spite of proposed, up-to-date finite element modelling techniques and analytical formulations being unsuitable. The lack of suitability arises from their development for non-practical column base plate idealised configurations. In the present paper the results of a finite element study of single-headed anchors under tension are discussed, leading to the derivation of a simple equation that describes the stiffness of the headed anchor rod embedded in concrete. Furthermore, this paper suggests a simple and suitable approach to analyse base plate connections independent of loading scenarios, the number of anchor rods and their arrangement, taking into account the actual rigidity of the connection. In this study, a threedimensional, nonlinear finite element model is developed through the use of the generalpurpose finite element software package ABAQUS. The respective numerical results were verified against experimental ones.
Bolted steel end-plate rigid connections are used to transfer straining actions between different parts of steel structures. However, during structural assembly some of these connections are erected with initial imperfections in form of gap between connected parts. This paper investigates numerically initially imperfect end plate connections subjected to major external bending moment and major shearing force. A finite element model (FEM) is developed to represent the behavior of these initially imperfect connections. The presented FEM is verified against experimental testing presented by the authors in previous work. The effect of the gap angle between connected parts on the connection bending strength and moment-curvature relationship is investigated by varying its value from 1.5° to 6°. The results of initially imperfect connections are compared to those of perfect ones and it is concluded that the loss in bending strength of imperfect connections varies from 11.5 % to 22 % for gap angles from 1.5° to 6° respectively.
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