## 2 Materials and Methods
### Petrophysical Properties from Laboratory Measurements  
Petrophysical measurements have been carried out on dry and saturated samples. Samples have been saturated with four different fluids in chemical equilibrium with rocks at four NaCl concentrations: 0.3 mol/L, 0.2 mol/L, 0.1 mol/L and 0.05 mol/L. Between each saturation, they were dried in an oven. Gas porosity \(\phi_{S}\) and permeability \(k_{S}\) were measured on dry samples by helium injection using a porosimeter and permeameter. Liquid porosity \(\phi_{I}\) was measured on saturated samples using a double-weighing on saturated and dried samples, knowing the samples dimensions. Liquid permeability \(k_{I}\) was measured on saturated samples in an experimental device, knowing the differential pressure and using Darcy law. Gas permeability was not performed on dolomite samples, and liquid permeability was only carried out on some of the samples, due to technical issues. Mechanical properties were carried out with non-destructive acoustic methods, by implying ultrasonic frequency waves of 500 kHz into samples between two piezoelectrical  
Figure 1: Images obtained by SEM: Normandie (**left**), Euville (**middle**) and Lexos (**right**). transducers. P waves velocities were measured on dry and saturated samples, while S waves velocities were obtained on saturated samples only. Poisson coefficients, Young, Bulk and Shear modulus have been deduced (Equations (1) and (2)) [38; 39] with:  
\[Vp=\sqrt{\frac{K+\frac{4}{3}G}{\rho}} \tag{1}\]  
\[Vs=\sqrt{\frac{G}{\rho}} \tag{2}\]  
where \(Vp\) and \(Vs\) are respectively the velocities of P and S waves (m/s), \(K\) is the Bulk moduli (Pa), \(G\) the Shear moduli (Pa), and \(\rho\) the bulk density (kg/m\({}^{3}\)). Structural properties were calculated based on non-destructive electrical methods, consisting of injecting a current into the saturated sample and determining the impedance \(Z\) of the sample. Rock conductivity \(\sigma_{r}\) (Equation (3)) and formation factor \(F\) (Equation (4)) can be deduced from [40]:  
\[Z=\frac{L}{S\sigma_{r}} \tag{3}\]  
\[F=\frac{\sigma_{f}}{\sigma_{r}-\sigma_{s}} \tag{4}\]  
where \(L\) is the sample length (m), \(S\) is the surface of infiltration (m\({}^{2}\)), \(\sigma_{f}\) is the saturation fluid conductivity (S/m), \(\sigma_{s}\) is the surface conductivity (S/m) which is usually considered null in rocks without clay. Cementation index \(m\) (Equation(5)) [14] and electrical tortuosity \(\tau_{e}\) (Equation (6)) [19] can then be calculated from:  
\[F=\phi^{-m} \tag{5}\]  
\[\tau_{e}=\sqrt{F\phi} \tag{6}\]  
where \(\phi\) is the porosity (%). In order to verify the measurements reproducibility, they have been done before and after each saturation. Finally, pores size characterization was performed by centrifugation, on samples longer than 20 mm. The method used [41] basically consists of saturating samples and putting them in centrifugation during a given time at increasing velocities [35]. For each specific angular velocity \(\omega\) (rad.s\({}^{-1}\)), a corresponding air-water capillary pressure \(h\) (kPa) is applied to the rock, as Equation (7) [41] shows:  
\[h=\frac{a\omega^{2}L}{6g}(L-3r_{e}) \tag{7}\]  
where \(a\) is a constant value equal to 9.807 kPa.m\({}^{-1}\), \(g\) is the acceleration of gravity (9.81 m.s\({}^{-2}\)), \(L\) is the sample length (m) and \(r_{e}\) is the distance between the centrifuge rotation center and the external face of the sample (m). Equivalent pore diameters \(d\) (m) are calculated from Young-Laplace equation, based on the air-water capillary pressure \(h\) (Equation (8)):  
\[d=\frac{4\gamma cos\theta}{h} \tag{8}\]  
where \(\gamma\) is the interfacial surface tension between water and air (0.07197 N.m\({}^{-1}\)) and \(\theta\) is the contact angle, which equals 40\({}^{\circ}\) for limestone [42]. A weighing is done after each cycle of velocity in order to determine the water loss and deduce the proportion of a given range of pores size.