Exact closed-form solution for the vibration modes of the Euler-Bernoulli beam with multiple open cracks

By Salvatore Caddemi, Ivo Caliò. 2009

220 citations recorded by the source corpus.

Subfields: Civil and Structural Engineering, Mechanical Engineering, Mechanics of Materials

View Paper: https://www.semanticscholar.org/paper/bcaa46a051a316197576bb9326308147db56f644

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In Civil and Structural Engineering

In Mechanical Engineering

In Mechanics of Materials

Citations in the corpus

Physically-based Dirac’s delta functions in the static analysis of multi-cracked Euler–Bernoulli and Timoshenko beams (2011, methodology): “…form, and has been also used for a range of further structural problems, including theoretical buckling and modal analyses of multi-cracked Euler-Bernoulli members (Caddemi and Calió, 2008, 2009), and experimental static (Buda and Caddemi, 2007) and dynamic (Caddemi et al., 2010) investigations.”
Closed-form solutions for stepped Timoshenko beams with internal singularities and along-axis external supports (2013, background): “To this aim, the authors have proposed an approach to beam with discontinuities, based on suitable reductions in the flexural stiffness, modelled bymeans of generalised functions such as the Dirac’s delta and the Heaviside unit-step function [10,11] that allowed also the study of multiple cracked be”
Multi-cracked Euler-Bernoulli beams: Mathematical modeling and exact solutions (2013, background): “Exact solutions, in static, dynamic and stability contexts, have been found by Caddemi and co-workers in a series of papers (Biondi and Caddemi, 2005; Biondi and Caddemi, 2007; Caddemi and Calió, 2009; Caddemi and Calió, 2008; Caddemi and Calió, 2012).”
Localization of transversal cracks in sandwich beams and evaluation of their severity (2014, background): “In the works of Liebowitz and Claus [21], Liebowitz et al. [22], Rizos et al. [23], or Caddemi and Caliò [24], the local compliance has the following form: 𝑃 (𝑎) = 5.346 ⋅ [1.862 ⋅ (𝑎) 2 − 3.95 ⋅ (𝑎) 3 + 16.375 ⋅ (𝑎) 4 − 37.226 ⋅ (𝑎) 5 + 76.81 ⋅ (𝑎) 6 − 126 ⋅ (𝑎) 7 + 172 ⋅ (𝑎) 8 − 143.97 ⋅”