Comportamiento de estructuras de hormigón pretensado con armaduras pretesas de polímeros reforzados con fibras (FRP).
(English) The effect of corrosion on reinforcement and its impact on the service life reduction of existing reinforced and prestressed concrete infrastructures has led to the search for alternatives to conventional steel with enhanced durability. In this context, fiber-reinforced polymer (FRP) reinf...
| Autor: | |
|---|---|
| Tipo de recurso: | tesis doctoral |
| Estado: | Versión publicada |
| Fecha de publicación: | 2025 |
| País: | España |
| Institución: | CBUC, CESCA |
| Repositorio: | TDR. Tesis Doctorales en Red |
| OAI Identifier: | oai:www.tdx.cat:10803/694465 |
| Acceso en línea: | http://hdl.handle.net/10803/694465 https://dx.doi.org/10.5821/dissertation-2117-429850 |
| Access Level: | acceso abierto |
| Palabra clave: | Polímeros reforzados con fibras (FRP) Armadura FRP Cordones FRP Barras FRP FRP pretensado Hormigón pretensado con FRP. Àrees temàtiques de la UPC::Enginyeria civil Àrees temàtiques de la UPC::Edificació Àrees temàtiques de la UPC::Enginyeria dels materials 624 - Enginyeria civil i de la construcció en general 69 - Materials de construcció. Pràctiques i procediments de construcció 620 - Assaig de materials. Material comercials. Economia de l'energia |
| Sumario: | (English) The effect of corrosion on reinforcement and its impact on the service life reduction of existing reinforced and prestressed concrete infrastructures has led to the search for alternatives to conventional steel with enhanced durability. In this context, fiber-reinforced polymer (FRP) reinforcements are a promising alternative, as they are not susceptible to corrosion. However, their implementation as active reinforcement in the construction sector is still scarce, due to the limited research conducted and the fact that their use is not included in most current design guidelines, which restrict their application to passive reinforcement. The main objective of this thesis is to study the structural behavior of prestressed concrete elements with active FRP reinforcement, with the aim of contributing to the development of future design recommendations that ensure their functionality, safety, and durability. To this end, an experimental campaign was conducted on 20 simply supported beams with a span of 4.50 m, consisting of 10 flexural tests with a 3-point bending configuration and 18 shear tests (on 9 beams) subjected to a single-point load applied at a distance of three times the effective depth from one of the supports. Additionally, tests were carried out to characterize the mechanical properties of the materials, evaluate the bond performance of the prestressed FRP tendons, and verify the effectiveness of the anchorage systems used for each material. The study considered glass fiber-reinforced polymer bars with thermosetting resin (GFRP), glass fiber-reinforced polymer bars with thermoplastic resin (TP-GFRP), carbon fiber-reinforced polymer bars (CFRP), and carbon fiber composite cables (CFCC), as well as steel strands (control), prestressed at different levels. The exhaustive instrumentation allowed for the recording of the applied load, displacements at multiple points, rotations at the support, strains at different sections in both active and passive reinforcement, and the slip of the active reinforcement with respect to the concrete during the tests. The use of the digital image correlation (DIC) system enabled the capture of crack formation and propagation during each test. The beams tested in a 3-point bending configuration failed when the active longitudinal reinforcement reached its ultimate strength, leading to a decrease in the prestressing force and to the formation of a diagonal crack. In the beams tested in shear, the failure mode was as expected but more brittle compared to that of the prestressed steel beams. In some cases, the shear failure was accompanied by a tensile failure of the reinforcement in the section where the critical shear crack opened, due to the increase in tension produced by the shear force. The analytical formulations were able to predict the ultimate load values and the numerical modelling (using the ABAQUS programme) reproduced the performance of the beams in service but in some cases, they were not able to predict the failure load. |
|---|