By Oagile Dikinya
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1999) and hence are empirically assumed in the calculations. If these 40 Developments in Hydraulic Conductivity Research parameters are determined based on in-situ or laboratory experiments, more convincing results may be achieved. Despite the deviations, the trends of variation of the hydraulic conductivity ratios around the tunnel due to excavation are consistent between the two studies, and basically accord with the in-situ experimental observations, demonstrating the applicability of the present model in this section.
1999)), using Eq. (35) such that the least square error is minimized. 00875. 324b, which is very close to the experimental result shown in Fig. 8 in Esaki et al. (1999). 0 20 0 5 10 15 Shear displacement (mm) 20 (d) Fig. 9. Comparison of the fracture aperture analytically predicted by Eq. (31) with that measured in coupled shear-flow tests. 2, we are now ready to compare the proposed model in Eqs. (31) and (35) with the experimental data presented in Esaki et al. (1999). Note that although the experimental data are available for one cycle of forward and reverse shearing, only the results for the forward shearing part are considered.
3 Comparison with Snow’s and Oda’s models Now we make a comparison between the formulation of the hydraulic conductivity tensor presented in Eq. (47) and the formulation given by Snow (1969) as well as the formulation given by Oda (1986). The Snow’s formulation is as follows: K= g 12ν n 3 b ∑ si ( δ − ni ⊗ ni ) (48) i =1 i where si is the average spacing of the ith set of fractures. If we neglect the hydraulic conductivity of the rock matrix and the connectivity of the factures, and define bi = mi 1 mi ∑ f (βij )b0ij j =1 and si−1 = π Vp mi ∑ rij2 (49) j =1 Then, the formulation presented in Eq.
Developments in Hydraulic Conductivity Research by Oagile Dikinya