PSI - Issue 6

R.V. Fedorenko et al. / Procedia Structural Integrity 6 (2017) 244–251 Fedorenko R. et al. / StructuralIntegrity Procedia 00 (2017) 000 – 000

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Fig. 2. (a) external view of the rebars after loading [12]; (b)compression scalar stiffness degradation distribution.

Finite element models of 12-types beams were created. Concrete was modeled with solid element C3DR. Beam elements were used for modelling the reinforcement. “Concrete damaged plasticity” (CDP) model was used. Steel was assumed to be an elastic-plastic material. Supports and loading body were modeled as the rigid bodies. Contact interaction was set between corresponding surfaces. Figure 2 (b) shows the distribution of concrete scalar stiffness degradation factor. Figure 3 shows the example of the experimental and computational data comparison.

Fig. 3. Force as a function of displacement for rebar OA 3.

Analysis of the numerical computation results and its comparison with the verification tests shows, that the general nature of the “force - displacement” dependence in numerical computation corresponds closely to the results of verification nature tests; maximum loads which rebar can withstand are defined with a deviation to 10%; concrete cracks and damages distribution in numerical calculation agree with experimental data. 3.3. Reinforced concrete slab under the missile impact This problem is the milestone stage to try-out the nonlinear dynamic NPP structures analysis methods. The detailed description of the problem and experimental data are given in [15]. The comparative analysis of the concrete behavior under dynamic impact with usage of different deformation and strength concrete models was