Non-linear model for stability of thin-walled composite beams with shear deformation
A geometrically non-linear theory for thin-walled composite beams is developed for both open and closed cross-sections and taking into account shear flexibility (bending and warping shear). This non-linear formulation is used for analyzing the static stability of beams made of composite materials su...
| Autores: | , |
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| Tipo de documento: | artigo |
| Estado: | Versão publicada |
| Data de publicação: | 2005 |
| País: | Argentina |
| Recursos: | Consejo Nacional de Investigaciones Científicas y Técnicas |
| Repositório: | CONICET Digital (CONICET) |
| Idioma: | inglês |
| OAI Identifier: | oai:ri.conicet.gov.ar:11336/97584 |
| Acesso em linha: | http://hdl.handle.net/11336/97584 |
| Access Level: | Acceso aberto |
| Palavra-chave: | COMPOSITE NON-LINEAR THEORY POST-BUCKLING SHEAR FLEXIBILITY THIN-WALLED BEAMS https://purl.org/becyt/ford/2.3 https://purl.org/becyt/ford/2 |
| Resumo: | A geometrically non-linear theory for thin-walled composite beams is developed for both open and closed cross-sections and taking into account shear flexibility (bending and warping shear). This non-linear formulation is used for analyzing the static stability of beams made of composite materials subjected to concentrated end moments, concentrated forces, or uniformly distributed loads. Composite is assumed to be made of symmetric balanced laminates or especially orthotropic laminates. In order to solve the non-linear differential system, Ritz's method is first applied. Then, the resulting algebraic equilibrium equations are solved by means of an incremental Newton-Rapshon method. This paper investigates numerically the flexural-torsional and lateral buckling and post-buckling behavior of simply supported beams, pointing out the influence of shear-deformation for different laminate stacking sequence and the pre-buckling deflections effect on buckling loads. The numerical results show that the classical predictions of lateral buckling are conservative when the pre-buckling displacements are not negligible, and a non-linear buckling analysis may be required for reliable solutions. |
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