A nonlinear geometric model for pre-stressed steel–concrete composite beams
Steel–concrete composite beams are commonly employed in civil constructions such as multi-storey building foors and long-span bridges. In case of signifcant span to depth ratios, excessive defections and noticeable crack widths at the concrete slab may occur at the serviceability stage. In this cont...
| Authors: | , , , |
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| Format: | article |
| Status: | Published version |
| Publication Date: | 2021 |
| Country: | Brasil |
| Institution: | Universidade Federal do Rio Grande do Sul (UFRGS) |
| Repository: | Repositório Institucional da UFRGS |
| Language: | English |
| OAI Identifier: | oai:www.lume.ufrgs.br:10183/221169 |
| Online Access: | http://hdl.handle.net/10183/221169 |
| Access Level: | Open access |
| Keyword: | Vigas mistas Elementos finitos Modelagem geométrica Composite beams External tendons Geometric nonlinear analysis Finite elements |
| Summary: | Steel–concrete composite beams are commonly employed in civil constructions such as multi-storey building foors and long-span bridges. In case of signifcant span to depth ratios, excessive defections and noticeable crack widths at the concrete slab may occur at the serviceability stage. In this context, internal or external pre-stressed tendons can be used as a remediation. In the latter case, signifcant efects of geometric non-linearity may arise due to the strain incompatibility between the external tendon and the composite member, resulting in a variable tendon eccentricity during deformation. In this paper, second-order efects are evaluated in eight pre-stressed steel–concrete composite beams for which experimental results are available. Hence, a three-dimensional fnite element model using a Lagrangian description is proposed. The external tendons are represented by one-dimensional catenary elements, whereas the reinforced concrete slab and steel profle are modeled by shells fnite elements. Slipping at the slab-beam interface and tendon-deviator locations are also included in the analysis. For the studied externally pre-stressed beams, the introduction of nonlinear geometric behavior yields lower collapses loads in relation to its linear counterpart, varying this diference between 6.4 and 9.1%. |
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