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Figure 4. (a) Longitudinal section (in Y=0 and Z=0.199 m) of €,, computed in the sliding and the bonded cases. (b) The same as (a) but for ¢,, plotted in the Y direction (X=0).

Figure 4 (a) Longitudinal section (in Y=0 and Z=0.199 m) of €,, computed in the sliding and the bonded cases. (b) The same as (a) but for ¢,, plotted in the Y direction (X=0).

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On the other hand, the sliding interlayer condition states that the shear components of the trac- tion vector are equal to zero at both side of an interface. In the same time, the conditions on the vertical displacement and the third component of the traction vector remain the same as in Equa- tion 7. The sliding interlayer condition for an interface settled between layer i and i+1 reads: Globally, the interlayer condition (bonded or sliding case) can be expressed as a function of th amplitude vectors 8; and B;,; whose components are the B—parameters of Equation 6:
On the other hand, the sliding interlayer condition states that the shear components of the trac- tion vector are equal to zero at both side of an interface. In the same time, the conditions on the vertical displacement and the third component of the traction vector remain the same as in Equa- tion 7. The sliding interlayer condition for an interface settled between layer i and i+1 reads: Globally, the interlayer condition (bonded or sliding case) can be expressed as a function of th amplitude vectors 8; and B;,; whose components are the B—parameters of Equation 6:
Figure 1. Sketch of the composite pavement and the loading conditions. A composite pavement composed of four layers is studied. The different layers are defined as follows: a surface course of bituminous materials (BBSG), a base layer of bituminous materials (GB), a layer of materials treated with hydraulic binders (GC), and a pavement foundation. BBSG, GB and GC stand for semi-coarse bituminous concrete, base asphalt concrete and ce- ment bound graded aggregates, respectively.
Figure 1. Sketch of the composite pavement and the loading conditions. A composite pavement composed of four layers is studied. The different layers are defined as follows: a surface course of bituminous materials (BBSG), a base layer of bituminous materials (GB), a layer of materials treated with hydraulic binders (GC), and a pavement foundation. BBSG, GB and GC stand for semi-coarse bituminous concrete, base asphalt concrete and ce- ment bound graded aggregates, respectively.
Table 1. Parameters of the Huet-Sayegh model for layers 1 and 2. Figure 2. Schematic representation of the Huet-Sayegh model. where Ao, A; and A> are constant parameters. A schematic representation of the Huet-Sayegh rheological model is given in Figure 2. Parameters of this model are determined based on ex- perimental data stemming from complex modulus tests performed at different temperatures anc frequencies, and by using software Viscoanalyse (Chailleux et al. 2006). The parameter values corresponding to the materials involved in this study are summarized in Table 1.
Table 1. Parameters of the Huet-Sayegh model for layers 1 and 2. Figure 2. Schematic representation of the Huet-Sayegh model. where Ao, A; and A> are constant parameters. A schematic representation of the Huet-Sayegh rheological model is given in Figure 2. Parameters of this model are determined based on ex- perimental data stemming from complex modulus tests performed at different temperatures anc frequencies, and by using software Viscoanalyse (Chailleux et al. 2006). The parameter values corresponding to the materials involved in this study are summarized in Table 1.
Figure 3. (a) Comparison of the deflection obtained for the bonded and the sliding condition: longitudinal section in the X direction (Y=0). (b) The same as (a) but in the Y direction (X=0).
Figure 3. (a) Comparison of the deflection obtained for the bonded and the sliding condition: longitudinal section in the X direction (Y=0). (b) The same as (a) but in the Y direction (X=0).
Figure 5. Comparison between €,, computed with the sliding and the bonded interface condition: longitu- dinal section in the X direction (Y=0).
Figure 5. Comparison between €,, computed with the sliding and the bonded interface condition: longitu- dinal section in the X direction (Y=0).
Figure 6. (a) Longitudinal section (in Y=0 and Z=0.399 m) of 0, computed in the sliding and the bonded cases. (b) The same as (a) but for o,, plotted in the Y direction (X=0).
Figure 6. (a) Longitudinal section (in Y=0 and Z=0.399 m) of 0, computed in the sliding and the bonded cases. (b) The same as (a) but for o,, plotted in the Y direction (X=0).
Figure 7. Isovalues of the deflection at 15°C (a) and 35°C (b) obtained in the case of sliding interfaces.
Figure 7. Isovalues of the deflection at 15°C (a) and 35°C (b) obtained in the case of sliding interfaces.
Figure 8. (a) Comparison of the deflection computed for a temperature of 15°C and 35°C (sliding case): longitudinal section in the X-direction (Y=0). (b) The same as (a) but plotted along the Y-direction (X=0).
Figure 8. (a) Comparison of the deflection computed for a temperature of 15°C and 35°C (sliding case): longitudinal section in the X-direction (Y=0). (b) The same as (a) but plotted along the Y-direction (X=0).
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