This paper investigates the buckling resistance of three-dimensional multilayered timber columns. An analytical approach is developed that accounts for axial and shear deformability, thereby extending the applicability of the widely used classical Euler buckling load to orthotropic and layered materials. The governing equations of the analytical model are based on the Simo-Reissner beam formulation [1]. A linear elastic constitutive model is used, and two orthotropic orientations are considered for each layer: longitudinal and cross-sectional. The longitudinal orientation refers to cases where the grain direction is not aligned with the centroidal axis of the column, while the cross-sectional orientation relates to the growth-ring configuration, typically associated with the radial and tangential orthotropic directions of wood. The analytical solution is obtained by linearizing the nonlinear governing equations about a primary equilibrium configuration, as described in [2]. The critical buckling load is determined by solving a system of linear homogeneous algebraic equations with the corresponding boundary conditions using Wolfram Mathematica [3], where the critical condition corresponds to a vanishing determinant of the tangent stiffness matrix. Critical buckling loads are evaluated for multilayered glued-laminated timber (GLT) and cross-laminated timber (CLT) columns with rectangular cross-sections, considering homogeneous and hybrid configurations composed of beech and spruce wood. The results show that the longitudinal orientation strongly affects the critical buckling load, whereas the cross-sectional orientation has only a minor influence. For CLT columns, configurations with an even number of layers produce the lowest critical buckling load, while configurations with the smallest possible odd number of layers are preferable for maximizing buckling resistance. The analytical results agree well with finite element simulations performed using COMSOL Multiphysics software [4]. Comparison with the classical Euler critical load indicates that it is non-conservative for slender orthotropic columns, consistent with previous literature [5].