Laboratory experiments were conducted to examine the validity of the observation equations 1 through 6 in the hydrofracturing stress measurements. Three kinds of rock materials having properties as shown in Table 1 were tested using the apparatus as illustrated in Fig. 2, under the controlled pressurizing rates of 1.0 to 200kg/cm
2 s for fluid injection, and under the various confining pressure up to 250kg/cm
2. The results of this study may be summarized as follows:
1. The relationship between the breakdown pressure (
Pc) and the confining pressure (σ∞) of these materials was found to be linear as described by Eq. 1, at least in a range of low confining pressure levels (Figs. 7, 8, 9, 10 and 11). However, it was observed in the samples of mortar and plaster that the P
c-σθ curves were bent over a critical confining pressure (Figs. 8 and 9).
2. For permeable materials, it was recognized that the breakdown pressure was liable to be influenced by the flow rate of injection (Fig. 13).
3. Stable crack growth could be achieved, too, for the permeable materials, bymeans of repetition of the testing procedures which consist of first pressurizing to the maximum value then followed by shut-in of the injected fluid and/or by releasing fluid (Figs. 4 and 5). The results of these tests revealed that the breakdown pressures were decreasing and converged to the value defined by Eq. 4, with elapsed pumping cycles. This means that the borehole strenth T
θ in Eq. 1 can be estimated from Eq. 6 (Fig. 10 and 11).
4. It sedms reasonable to define the instantaneous shut-in pressure
P's used in Eq. 5' as the one at which the pressure-time curve during the shut-in process becomes linear with a constant slope (Table 3).
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