By Liviu Librescu
From the reviews:
"The publication of Librescu and tune is a monograph dedicated to the speculation of composite anisotropic thin-walled beams … . The monograph should be advised to investigate engineers in utilized mechanics and in program components of aeronautical and aerospace, of mechanical, civil, and naval engineering, but additionally to graduate scholars and teachers. … allows the reader to get a good assessment and a deep perception within the skinny walled anisotropic beam theory." (Johannes Altenbach, Zeitschrift für Angewandte Mathematik und Mechanik, Vol. 86 (8), 2006)
"This monograph is worried with linear and nonlinear theories of composite thin-walled beams, built by way of the authors and their collaborators. … the cloth of the ebook is definitely provided. … The publication should be of curiosity to all these operating within the box of thin-walled buildings. particularly, graduate scholars in mechanical and aerospace engineering and utilized arithmetic in addition to training engineers will locate new and demanding leads to this book." (Teodor Atanackovic, Zentralblatt MATH, Vol. 1108 (9), 2007)
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Additional resources for Thin-Walled Composite Beams: Theory and Application
These bodies are distinguished by their relative physical dimensions. Massive bodies have all three physical dimensions of comparable magnitude. Plates and shells have one physical dimension, their thickness, small in comparison with their other two. Solid beams have cross-sectional dimensions small compared with the third, the longitudinal dimension. In thin/thick walled beams all three dimensions are of different order of magnitude. For such structures the wall thickness is small compared with any other characteristic dimension of the cross-section, whereas the linear dimensions of the cross-section are small compared with the longitudinal dimension.
1-21). 2-2a) and assimilating (V V1 , V2 , V3 ) and (x1 , x2 , x3 ) with (u, v, w) and (x, y, z), respectively, one can extract the strain-displacement relations for the three components ∈xx , ∈xy and ∈yy of Lagrange’s strain tensor. 2-2, these are given by ∂u 1 + ∂x 2 ∂u ∂x 2 ∈xx = ∂v ∂x 2 + ∂v 1 + ∂y 2 ∂u ∂y 2 ∈yy = ∂v ∂y 2 + ∈xy = 1 ∂u ∂v ∂u ∂u ∂v ∂v . 2-2d) It can readily be seen that substitution in these relations of Eqs. 2-1) leads to zero values for all the three strains, thus verifying cross-sectional nondeformability.
E. h˜ ≡ 1 and G Figure E2a: Two-cell section beam One assumes that the pole P is chosen to be at the coordinate origin, while the contour origin o at the center of the upper ﬂange. As basic ingredients, δR and δR,R−1 have to be determined. By virtue of Eq. 3-4) we have ds 10 8 10 8 = + + + = 36 h 1 1 1 1 1 ds 8 δ1,2 = = =8 1 1,2 h ds = 36 δ2 = 2 h δ1 = (E2a) With due consideration of (E1a), Eq. 3-3) yields: 1 1 (δ1 q1 − δ1,2 q2 ) = (9q1 − 2q2 ) 2 1G 40G 1 1 φ2 = (δ2 q2 − δ1,2 q1 ) = (−2q1 + 9q2 ).