Issue 67

D. Fellah et alii, Frattura ed Integrità Strutturale, 67 (2014) 58-79; DOI: 10.3221/IGF-ESIS.67.05

Figure 9: Behavior modelling of natural concrete NC compared to the experimental behavior.

In Fig.9, the experimental stress strain curve of natural concrete NC and the numerical results from the nonlinear homogenization method using the optimized Mazars parameters relative to the new mortar are herein superposed. In this numerical simulation, we assume that the concrete is composed of a single grain composed of new mortar NM and natural aggregate NA. In this case, the natural aggregates remain elastic, and their elastic properties can be taken from the literature [34]. Then, the parameters NM NM NM c c D A ,B , ε obtained by the identification method using the homogenization strategy as described previously are shown in Tab. 4.

0 D ε

c A

c B

Phases

E(GPa)

New mortar

18

0.2

10 -4

1.5

400

Natural aggregate

60

0.12

/

6

6

Table 4: Mechanical properties and Mazars parameters of different phases (NM, NA).

Figure 10: Numerical modelling vs experimental behavior.

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