reservoir geomecanics

120 Reservoir geomechanics
300
S v − S h (MPa)
200
100
23%
20%
21%
15%
21%
35%
0
0 100
200
300
400
((S h + S H + S v ) /3) − P p (MPa)
Figure 4.20. Compilation rock strength data for a wide variety of sandstones (different symbols)
define the overall trend of irreversible porosity loss and confirms the general curvature of the
end-caps to be similar to that predicted by the Cam-Clay model. After Schutjens, Hanssen et al.
(2001). C○ 2001 Society Petroleum Engineers
Three different loading paths are shown in Figure 4.19.Path 1 corresponds to hydrostatic
loading to 26 MPa (q = 0), Path 2 corresponds to a triaxial compression test
(q/p = 3) after loading to an initially hydrostatic pressure of 14 MPa, and Path 3 corresponds
to triaxial extension (q/p = 3/2) after hydrostatic loading to 18 MPa.
In weak formations such as weakly cemented sand, porous chalk or diatomite, once
loading reaches an end-cap, compaction and grain rearrangement (and eventually grain
crushing and pore collapse) will be the dominant deformation modes. If the loading
path reaches the shear failure line, M, slip on a pre-existing fault will occur.
An example of end-cap deformation is illustrated in Figure 4.20 for a compilation of
lab tests on a wide variety of sandstones (Schutjens, Hanssen et al. 2001). The contour
lines show the end-caps, which demonstrate how porosity is irreversibly lost at shear
stresses less than that required to cause shear failure (see Desai and Siriwardane 1984
and Wood 1990). Note that even in the absence of shear stress (i.e. moving just along
the abscissa) porosity would be irreversibly lost as the mean stress increases from initial
porosities greater than 35% to as low as 21% at p ∼ 360 MPa. With increased q, the
contours that define the end-caps curve back toward the ordinate because the confining
pressure required to cause a given reduction in porosity decreases a moderate amount.