Figure 1
Crestbond connector with single plate extension for connection with beams [Caldas et al. [1717 R. B. Caldas, R. H. Fakury, G. S. Veríssimo, F. C. Rodrigues, J. L. R. Paes, and A. L. R. Castro e Silva, Análise Teórico-Experimental de Dispositivos de Transferência de Cargas em Pilares Mistos Formados por Tubos de Aço Preenchidos com Concreto, Projeto de Pesquisa. Belo Horizonte, 2010.]
Figure 2
Schematic illustration of test-setup [1818 H. S. Cardoso, “Avaliação do comportamento de conectores constituídos por chapas de aço com recortes regulares — ênfase em conectores de geometria crestbond aplicados em pilares,” Ph.D. dissertation, Esc. Eng., Dept. Eng. Estrut., Univ. Federal de Minas Gerais, Belo Horizonte, 2018.]
Figure 3
Schematic illustration of test-setup [2121 L. R. Santos, “Conectores Crestbond aplicados a pilares mistos de seção esbelta,” Ph.D. dissertation, Dept. Eng. Estrut., Univ. Federal de Minas Gerais, Belo Horizont, 2018.]
Figure 4
Schematic illustration: (a) C Model; (b) E Model.
Figure 5
Force (kN) x Relative Displacement (mm) of the experimental models.
Figure 6
Numerical model overview: (a) SerieC Model and (b) SerieE Model.
Figure 7
C3D8 Mesh Element [
1919 M. Pavlović, Z. Marković, M. Veljković, and D. Buđevac, "Bolted shear connectors vs. headed studs behaviour in push-out tests," J. Construct. Steel Res., vol. 88, pp. 134–149, 2013, http://dx.doi.org/10.1016/j.jcsr.2013.05.003.
http://dx.doi.org/10.1016/j.jcsr.2013.05...
]
Figure 8
Finite element mesh distribution in numerical models.
Figure 9
Divisions and finite element mesh adopted in numerical models
Figure 10
Perspective view of the contact pairs of the numerical models: (a) Concrete-to-Tube; (b) Crestbond-to-Concrete; (c) Connector-to-Tube.
Figure 11
Boundaries Conditions of the Numerical Models.
Figure 12
Displacement insertion point in the numerical model
Figure 13
Compressive stress-strain relationship of concrete [1818 H. S. Cardoso, “Avaliação do comportamento de conectores constituídos por chapas de aço com recortes regulares — ênfase em conectores de geometria crestbond aplicados em pilares,” Ph.D. dissertation, Esc. Eng., Dept. Eng. Estrut., Univ. Federal de Minas Gerais, Belo Horizonte, 2018.]
Figure 14
Tensile stress-crack openings relationship of concrete [
2323 F. Tahmasebinia, G. Ranzi, and A. Zona, "Probabilistic three-dimensional finite element study on composite beam with steel trapezoidal decking," J. Construct. Steel Res., vol. 80, pp. 394–411, 2013, http://dx.doi.org/10.1016/j.jcsr.2012.10.003.
http://dx.doi.org/10.1016/j.jcsr.2012.10...
]
Figure 15
Steel stress-strain relationship for steel elements
Figure 11
Boundaries Conditions of the Numerical Models.
Figure 12
Displacement insertion point in the numerical model
Figure 13
Compressive stress-strain relationship of concrete [1818 H. S. Cardoso, “Avaliação do comportamento de conectores constituídos por chapas de aço com recortes regulares — ênfase em conectores de geometria crestbond aplicados em pilares,” Ph.D. dissertation, Esc. Eng., Dept. Eng. Estrut., Univ. Federal de Minas Gerais, Belo Horizonte, 2018.]
Figure 14
Tensile stress-crack openings relationship of concrete [
2323 F. Tahmasebinia, G. Ranzi, and A. Zona, "Probabilistic three-dimensional finite element study on composite beam with steel trapezoidal decking," J. Construct. Steel Res., vol. 80, pp. 394–411, 2013, http://dx.doi.org/10.1016/j.jcsr.2012.10.003.
http://dx.doi.org/10.1016/j.jcsr.2012.10...
]
Figure 15
Steel stress-strain relationship for steel elements
Figure 16
Change in boundary conditions: (a) Original model (with spring), (b) Modified model (without spring).
Figure 17
Numerical and experimental curves: C Series Model and E Series Model.
Figure 18
Deformed shaped for C Series Model: (a) Numerical Model; (b) Model after testing
Figure 19
Deformed shaped for E Series Model (a) Numerical Model; (b) Model after testing
Figure 20
Deformed shaped for C series model: representation of the concrete cracking pattern
Figure 21
Experimental and numerical curves with and without springs: (a) C Series model and (b) E Series model
Figure 22
Geometry transition: (a) Original model (a plane of symmetry), (b) Modified model (double plane of symmetry)
Figure 23
Experimental and numeric curves with springs, without springs (1/2) and without springs (1/4): C Series Model and E Series Model.
Table 1
Experimental model configuration
Table 2
Force and displacement numbers acquired from tests
Table 3
Comparison between numerical and experimental results: C Series Model
Table 4
Comparison between numerical and experimental results: E Series Model
Table 5
Comparison between experimental and numerical results (with and without springs): C Series Model
Table 6
Comparison between experimental and numerical results (with and without spring): E Series Model
Table 7
Comparison between experimental and numerical results (without spring (1/2) and without spring (1/4)): C Series Model
Table 8
Comparison between experimental and numerical results (without spring (1/2) and without spring (1/4)): E Series Model
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