Structural Engineering and Mechanics

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A simple finite element formulation for large deflection analysis of nonprismatic slender beams

  • AL-Sadder, Samir Z. (Department of Civil Engineering, Faculty of Engineering, Hashemite University) ;
  • Othman, Ra'ad A. (Department of Civil Engineering, Faculty of Engineering, Baghdad University) ;
  • Shatnawi, Anis S. (Department of Civil Engineering, Faculty of Engineering and Technology, The University of Jordan)
  • Received : 2005.12.08
  • Accepted : 2006.07.18
  • Published : 2006.12.20
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Abstract

In this study, an improved finite element formulation with a scheme of solution for the large deflection analysis of inextensible prismatic and nonprismatic slender beams is developed. For this purpose, a three-noded Lagrangian beam-element with two dependent degrees of freedom per node (i.e., the vertical displacement, y, and the actual slope, $dy/ds=sin{\theta}$, where s is the curved coordinate along the deflected beam) is used to derive the element stiffness matrix. The element stiffness matrix in the global xy-coordinate system is achieved by means of coordinate transformation of a highly nonlinear ($6{\times}6$) element matrix in the local sy-coordinate. Because of bending with large curvature, highly nonlinear expressions are developed within the global stiffness matrix. To achieve the solution after specifying the proper loading and boundary conditions, an iterative quasi-linearization technique with successive corrections are employed considering these nonlinear expressions to remain constant during all iterations of the solution. In order to verify the validity and the accuracy of this study, the vertical and the horizontal displacements of prismatic and nonprismatic beams subjected to various cases of loading and boundary conditions are evaluated and compared with analytic solutions and numerical results by available references and the results by ADINA, and excellent agreements were achieved. The main advantage of the present technique is that the solution is directly obtained, i.e., non-incremental approach, using few iterations (3 to 6 iterations) and without the need to split the stiffness matrix into elastic and geometric matrices.

Keywords

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