PSI - Issue 66

Lucie Malíková et al. / Procedia Structural Integrity 66 (2024) 142–147 Author name / Structural Integrity Procedia 00 (2025) 000–000

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The values of the individual geometrical parameters can be found in Table 1. As can be seen, the depth of the embedment of the anchor in the concrete and the radius of the circle for analysis of the tangential stress around the anchor’s corner were varied within the study.

Table 1. Dimensions of the numerical model according to Fig. 1. Parameter Value Unit R 1 15.0 mm R 2 22.5 mm R 3 850.0 mm R C 1, 2, 3, 4 and 5 mm L air 25.0 mm L em 50.0 ÷ 500.0 mm L tot 600.0 mm t 10.0 mm

The numerical model was created in ANSYS commercial software by means of PLANE183 elements. Axial symmetry conditions (the symmetry axis is assumed on the left in Fig. 1) were applied and element refinement was performed at the anchor’s corner, see an example of the finite element mesh and applied boundary conditions in Fig. 2. Thus, the element size varied between several tenths of millimetres up to several tens of millimetres through the numerical finite element model. The tensile loading of the anchor was performed via setting the vertical displacement of the upper surface of the anchor to 0.05 mm. The bottom part of the concrete substrate was assumed with zero displacement in the vertical direction.

Fig. 2. An example of the finite element mesh and boundary conditions used within the numerical parametric study.

The material model of both materials (steel and concrete) was assumed linear elastic with the following material parameters: 210 GPa and 0.3 (Young’s modulus and Poisson’s ratio) for the steel anchor and 23.5 GPa and 0.2 for the concrete substrate, respectively. The tangential stress distribution was investigated at selected circular distances around the anchor’s corner: R C = 1, 2, 3, 4 and 5 mm. Note that the choice of the proper critical distance is crucial in many fracture mechanics tasks and is discussed for instance in Susmel and Taylor (2008). This study follows results presented within the paper Malíková et al. (2024) and compares the obtained dependences to the experimental studies of Eligehausen and Sawade (1989) and Karmokar et al. (2021), where the average failure cone angle value was established ca. 37.5°. The results of the tangential stress distribution at various radial distances in dependence on the various depth of the embedment of the anchor in the concrete substrate are presented in the following section.