|
|
||
|
|
|
|
Professor Kardomateas writes: “The objective of the present paper is to investigate the extent to which the classical Euler load represents the critical load, as derived by three-dimensional elasticity analyses for a generally transversely isotropic rod with no restrictive assumptions regarding the cross-sectional dimensions.”
FROM:
G.A. Kardomateas (Georgia Institute of Technology, Atlanta, Georgia, USA),
“Three-dimensional elasticity solution for the buckling of transversely isotropic rods: the Euler load revisited”, Journal of Applied Mechanics, Vol. 62, pp 346-355, June 1995
ABSTRACT: The bifurcation of equilibrium of a compressed transversely isotropic bar is invetigated by using a three-dimensional elasticity formulation. In this manner, an assessment of the thickness effects can be accurately performed. For isotropic rods of circular cross-section, the bifurcatiun value of the compressive force turns out to coincide with the Euler critical load for values of the length-over-radius ratio approximately greater than 15. The elasticity approach predicts always a lower (than the Euler value) critical load for isotropic bodies; the two examples of transversely isotropic bodies considered show also a lower critical load in comparison with the Euler value based on the axial modulus, and the reduction is larger than the one corresponding to isotropic rods with the same length-over-radius ratio. However, for the isotropic material, both Timoshenko’s formulas for transverse shear correction are conservative; i.e., they predict a lower critical load than the elasticity solutions. For a generally transversely isotropic material only the first Timoshenko shear correction formula proved to be a conservative estimate in all cases considered. However, in all cases considered, the second estimate is always closer to the elasticity solution than the first one and therefore, a more precise estimate of the transverse shear effects. Furthermore, by performing a series expansion of the terms of the resulting characteristic equation from the elasticity formulation for the isotropic case, the Euler load is proven to be the solution in the first approximation; consideration of the secod approximation gives a direct expression for the correction to the Euler load, therefore defining a new, revised, yet simple formula for column buckling. Finally, the examination of a rod with different end conditions, namely a pinned-pinned rod, shows that the thickness effects depend also on the end fixity.
Page 37 / 410