Numerical analysis of glulam beams reinforced with cfrp plates
Apstrakt
This paper presents an analysis of bending behaviour of glued laminated timber (glulam) beams reinforced with carbon fibre reinforced polymer (CFRP) plates, based on finite element numerical modelling. Nonlinear 3-dimensional model was developed and validated by experimental tests carried out on unreinforced beams and beams reinforced with two different reinforcement arrangements. Suitable constitutive relationships for each material were utilised in the model, as well as anisotropic plasticity theory for timber in compression. Adhesive bond between CFRP plate and timber was modelled as a perfect connection. Beam failure in the model was defined by maximum stress criterion. The predicted behaviour of beams has shown good agreement with the experimental results in relation to load-deflection relationship, ultimate load, elastic stiffness and strain profile distribution. The non-linear behaviour of reinforced beams before failure was also achieved in the numerical analysis, confirming th...e finite element model to be accurate past the linear-elastic range. Experimentally tested reinforced beams usually failed in tensile zone after compressive plasticization of top lamination, which was also simulated in the numerical model. The results proved that the load carrying capacity, stiffness and ductility of glulam beams were successfully increased by addition of CFRP plate at tension side of the section.
Ključne reči:
glulam / beam / carbon fibres / reinforcement / bending test / finite element modellingIzvor:
Journal of Civil Engineering and Management, 2017, 23, 7, 868-879Izdavač:
- Taylor and Francis Ltd.
DOI: 10.3846/13923730.2017.1341953
ISSN: 1392-3730
WoS: 000406574100003
Scopus: 2-s2.0-85024111579
Institucija/grupa
GraFarTY - JOUR AU - Glišović, Ivan AU - Pavlović, Marko AU - Stevanović, Boško AU - Todorović, Marija PY - 2017 UR - https://grafar.grf.bg.ac.rs/handle/123456789/839 AB - This paper presents an analysis of bending behaviour of glued laminated timber (glulam) beams reinforced with carbon fibre reinforced polymer (CFRP) plates, based on finite element numerical modelling. Nonlinear 3-dimensional model was developed and validated by experimental tests carried out on unreinforced beams and beams reinforced with two different reinforcement arrangements. Suitable constitutive relationships for each material were utilised in the model, as well as anisotropic plasticity theory for timber in compression. Adhesive bond between CFRP plate and timber was modelled as a perfect connection. Beam failure in the model was defined by maximum stress criterion. The predicted behaviour of beams has shown good agreement with the experimental results in relation to load-deflection relationship, ultimate load, elastic stiffness and strain profile distribution. The non-linear behaviour of reinforced beams before failure was also achieved in the numerical analysis, confirming the finite element model to be accurate past the linear-elastic range. Experimentally tested reinforced beams usually failed in tensile zone after compressive plasticization of top lamination, which was also simulated in the numerical model. The results proved that the load carrying capacity, stiffness and ductility of glulam beams were successfully increased by addition of CFRP plate at tension side of the section. PB - Taylor and Francis Ltd. T2 - Journal of Civil Engineering and Management T1 - Numerical analysis of glulam beams reinforced with cfrp plates EP - 879 IS - 7 SP - 868 VL - 23 DO - 10.3846/13923730.2017.1341953 ER -
@article{ author = "Glišović, Ivan and Pavlović, Marko and Stevanović, Boško and Todorović, Marija", year = "2017", abstract = "This paper presents an analysis of bending behaviour of glued laminated timber (glulam) beams reinforced with carbon fibre reinforced polymer (CFRP) plates, based on finite element numerical modelling. Nonlinear 3-dimensional model was developed and validated by experimental tests carried out on unreinforced beams and beams reinforced with two different reinforcement arrangements. Suitable constitutive relationships for each material were utilised in the model, as well as anisotropic plasticity theory for timber in compression. Adhesive bond between CFRP plate and timber was modelled as a perfect connection. Beam failure in the model was defined by maximum stress criterion. The predicted behaviour of beams has shown good agreement with the experimental results in relation to load-deflection relationship, ultimate load, elastic stiffness and strain profile distribution. The non-linear behaviour of reinforced beams before failure was also achieved in the numerical analysis, confirming the finite element model to be accurate past the linear-elastic range. Experimentally tested reinforced beams usually failed in tensile zone after compressive plasticization of top lamination, which was also simulated in the numerical model. The results proved that the load carrying capacity, stiffness and ductility of glulam beams were successfully increased by addition of CFRP plate at tension side of the section.", publisher = "Taylor and Francis Ltd.", journal = "Journal of Civil Engineering and Management", title = "Numerical analysis of glulam beams reinforced with cfrp plates", pages = "879-868", number = "7", volume = "23", doi = "10.3846/13923730.2017.1341953" }
Glišović, I., Pavlović, M., Stevanović, B.,& Todorović, M.. (2017). Numerical analysis of glulam beams reinforced with cfrp plates. in Journal of Civil Engineering and Management Taylor and Francis Ltd.., 23(7), 868-879. https://doi.org/10.3846/13923730.2017.1341953
Glišović I, Pavlović M, Stevanović B, Todorović M. Numerical analysis of glulam beams reinforced with cfrp plates. in Journal of Civil Engineering and Management. 2017;23(7):868-879. doi:10.3846/13923730.2017.1341953 .
Glišović, Ivan, Pavlović, Marko, Stevanović, Boško, Todorović, Marija, "Numerical analysis of glulam beams reinforced with cfrp plates" in Journal of Civil Engineering and Management, 23, no. 7 (2017):868-879, https://doi.org/10.3846/13923730.2017.1341953 . .