By Erasmo Carrera

Beam theories are exploited around the globe to research civil, mechanical, car, and aerospace buildings. Many beam ways were proposed over the last centuries through eminent scientists akin to Euler, Bernoulli, Navier, Timoshenko, Vlasov, etc. every one of these versions are challenge established: they supply trustworthy effects for a given challenge, for example a given part and can't be utilized to another one.

*Beam constructions: Classical and complex Theories* proposes a brand new unique unified method of beam thought that comes with virtually all classical and complicated versions for beams and which has develop into tested and recognized globally because the most vital contribution to the sector within the final region of a century.

The Carrera Unified formula (CUF) has hierarchical houses, that's, the mistake could be lowered through expanding the variety of the unknown variables. This formula is intensely compatible for desktop implementations and will take care of most common engineering demanding situations. It overcomes the matter of classical formulae that require varied formulation for rigidity, bending, shear and torsion; it may be utilized to any beam geometries and loading stipulations, achieving a excessive point of accuracy with low computational price, and will take on difficulties that during such a lot situations are solved by means of utilizing plate/shell and 3D formulations.

Key features:

- compares classical and glossy methods to beam idea, together with classical recognized effects with regards to Euler-Bernoulli and Timoshenko beam theories
- pays specific consciousness to average functions with regards to bridge constructions, plane wings, helicopters and propeller blades
- provides a couple of numerical examples together with standard Aerospace and Civil Engineering problems
- proposes many benchmark exams to aid the reader enforce the CUF in the event that they desire to do so
- accompanied via a spouse hosting devoted software program MUL2 that's used to acquire the numerical suggestions within the e-book, permitting the reader to breed the examples given within the publication in addition to to resolve different difficulties in their personal www.mul2.com

Researchers of continuum mechanics of solids and buildings and structural analysts in will locate this e-book super insightful. it is going to even be of serious curiosity to graduate and postgraduate scholars of mechanical, civil and aerospace engineering.

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**Extra info for Beam Structures: Classical and Advanced Theories **

**Sample text**

Z ... ⎡ K xz,x x ⎢ z,x K ⎣ yx z,x K zx K xx,z x ⎢ x,z ⎣ K yx x,z K zx ⎤ z,x ... ⎡ z x K xz,x y K xx,z y x,z K yy x,z K zy K xx,z z ⎤ x,z ⎥ K yz ⎦ x,z K zz Kxz z,x ⎥ K yz ⎦ z,x K zz z,x K yy z,x K zy ... 11. It is extremely important to point out that the formal expression of each component of the sub-matrices does not depend on the expansion functions. 2) l Ni, y N j, y dy l This implies that the sub-matrix can be considered as a fundamental invariant nucleus which can be used to build the global stiffness matrix in an automatic way.

Computers & Structures, 88(5–6), 283–293. 002. Carrera E, Petrolo M, and Nali P 2011 Unified formulation applied to free vibrations finite element analysis of beams with arbitrary section. Shock and Vibrations, 18(3), 485–502. 3233/SAV-2010-0528. Kapania K and Raciti S 1989 Recent advances in analysis of laminated beams and plates, part I: Shear effects and buckling. AIAA Journal, 27(7), 923–935. Novozhilov VV 1961 Theory of elasticity. Pergamon. Schardt R 1989 Verallgemeinerte technische biegetheorie.

Published 2011 by John Wiley & Sons, Ltd. 33 P1: OTA/XYZ JWST088-04 P2: ABC JWST088-Carrera 34 July 1, 2011 13:7 Printer Name: Yet to Come EBBT, TBT, AND CLEC IN UNIFIED FORM the following: ⎡ 1 x K x1,1 x ⎢ 1,1 ⎣ K yx 1,1 K zx 1 K x1,1 y 1,1 K yy 1,1 K zy K x1,1 z ⎤ 1,1 ⎥ K yz ⎦ 1,1 K zz ... z ... ⎡ K xz,x x ⎢ z,x K ⎣ yx z,x K zx K xx,z x ⎢ x,z ⎣ K yx x,z K zx ⎤ z,x ... ⎡ z x K xz,x y K xx,z y x,z K yy x,z K zy K xx,z z ⎤ x,z ⎥ K yz ⎦ x,z K zz Kxz z,x ⎥ K yz ⎦ z,x K zz z,x K yy z,x K zy ... 11.