U.S. patent number 3,871,218 [Application Number 05/283,634] was granted by the patent office on 1975-03-18 for method and apparatus for determining the permeability characteristics of a porous or fissured medium.
This patent grant is currently assigned to Agence Nationale de Valorisation de la Recherche (Anvar). Invention is credited to Claude Camille Louis.
United States Patent |
3,871,218 |
Louis |
March 18, 1975 |
Method and apparatus for determining the permeability
characteristics of a porous or fissured medium
Abstract
A borehole is formed in the medium and divided along its axis
into three adjacent cavities, separated from one another and
comprising two protecting end cavities enclosing an intermediate
measuring cavity. A flow of a liquid is produced in each of the
cavities and in the regions of the corresponding medium.
Measurements are effected of the flow-rate of liquid flowing in the
intermediate cavity and of the liquid pressure in intermediate
cavity and in the corresponding region of the medium, at known
distances from the axis of the borehole.
Inventors: |
Louis; Claude Camille (Saint
Cyr en Val, FR) |
Assignee: |
Agence Nationale de Valorisation de
la Recherche (Anvar) (Paris, FR)
|
Family
ID: |
23086923 |
Appl.
No.: |
05/283,634 |
Filed: |
August 25, 1972 |
Current U.S.
Class: |
73/152.41;
73/152.31; 73/152.52 |
Current CPC
Class: |
E21B
47/10 (20130101); E21B 49/008 (20130101) |
Current International
Class: |
E21B
49/00 (20060101); E21B 47/10 (20060101); E21b
047/10 () |
Field of
Search: |
;73/151,152,155
;166/120,179 |
References Cited
[Referenced By]
U.S. Patent Documents
Primary Examiner: Myracle; Jerry W.
Attorney, Agent or Firm: Larson, Taylor & Hinds
Claims
I claim:
1. Method for determining the permeability characteristics of a
porous or fissured medium, comprising forming a borehole in situ in
the medium, dividing said borehole along its axis into three
adjacent cavities, separated from one another and comprising two
protecting end cavities enclosing an intermediate measuring cavity,
producing a flow of a liquid in each of the cavities and in the
corresponding regions of corresponding medium, the direction of
flow with respect to the medium being the same for each cavity, and
effecting measurement of the flow-rate of liquid flowing in the
intermediate cavity and measurements of the liquid pressure in said
intermediate cavity and in the corresponding region of the medium,
at known distances from the axis of the borehole and determining
the permeability characteristics from said flow-rate and said
liquid pressure measurements.
2. Method according to claim 1, to determine the permeability
characteristics of a fissured discontinuous medium having three
families of parallel fissures, comprising orienting the axis of the
borehole parallel to the direction of the intersection of two of
said families of fissures.
3. Measuring apparatus for determining the permeability
characteristics of a porous or fissured medium, comprising at least
two separate main pipes adapted to be introduced into a borehole
formed in said medium and at least three closures adapted to close,
at three different places, the annular space comprised between the
outer walls of the pipes and the wall of the borehole, in such a
way as to define, in a part of the borehole, three adjacent
separate cavities, the abovesaid pipes being provided with openings
so-situated that one of the pipes communicates with the
intermediate cavity and is closed at its lower end turned towards
the bottom of the borehole so that mixing with fluid entering or
leaving the other pipe does not occur while the other pipe
communicates with the two end cavities, a flow meter being provided
at least in the pipe communicating with the intermediate
cavity.
4. Measuring apparatus according to claim 3, comprising auxiliary
pipes connected to the surface of the soil and terminating
respectively in the end cavities and in the intermediate cavity and
enabling the pressure to be measured in these cavities.
5. Measuring apparatus according to claim 4, wherein the two main
pipes and the two auxiliary pipes are arranged side by side.
6. Measuring apparatus according to claim 3, wherein the closures
are of the pneumatic type.
7. Measuring apparatus according to claim 6, wherein the closure
situated at the extremity of an end cavity, distant from the
intermediate cavity, has a greater length than that of the closures
situated at the two extremities of the intermediate cavity.
Description
The invention relates to a method for determining the permeability
characteristics of a porous or fissured medium, especially of soils
and of rocks, according to which there is used a flow of liquid, in
the medium, caused by the injection or pumping of the liquid into a
borehole.
The invention relates more particularly, because it is in this case
that its application seems to present the most advantage, but not
exclusively, to a method for the determination of the hydraulic
parameters of the sub-soil.
It has already been proposed to carry out hydraulic tests in situ,
on a large scale, of which the results are more significant than
those of laboratory trials, but the interpretation of the results
of these trials is rendered very difficult by the fact that, on the
one hand, the test cavity is often badly defined and that, on the
other hand, the nature of the flows is not known. Under these
conditions, a strict interpretation of the results cannot be made
since the contribution of each directional permeability is poorly
known or, for anisotropic media, the directional or principal
permeabilities are unequal. Even for isotropic media, the correct
interpretation of the tests remains delicate since the relative
importance of planar or cylindrical radial flows and of spherical
flows is not known, the equations being different for each type of
flow.
It is a particular object of the invention, to render the abovesaid
method such that it responds to the various exigencies of practice
better than hitherto and especially such that it no longer has, or
has to a lesser degree, the above-mentioned drawbacks of the prior
art.
According to the invention, a method for determining the
permeability characteristics of a medium, especially of soils and
of rocks, according to which there is used a flow of liquid, in the
medium, caused by the injection or pumping of liquid into a
borehole, is characterised by the fact that, on the one hand, at
least a portion of the borehole is along the axis of this hole,
into three adjacent cavities, separated from one another,
comprising two protective end cavities, surrounding an intermediate
measuring cavity, that on the other hand, there is produced in each
of the cavities, and in the corresponding regions of the medium, a
flow of liquid and that on the other hand lastly, there is effected
a measurement of the flow-rate of liquid flowing in the
intermediate cavity and measurements of the pressure of the liquid
in this cavity and in the corresponding region of the medium, at
known distances from the axis of the borehole.
Preferably, the axis of the borehole is parallel to an assumed
principal direction of permeability, in the case of media
considered as continuous.
In the case of a fissured discontinuous medium, having three
families of parallel fissures, the axis of the borehole is taken as
parallel to the direction of the intersection of two families of
fissures.
The invention also relates to an apparatus for the application of
the previously defined method.
In a first embodiment, such an apparatus is characterised by the
fact that it comprises at least two separate tubular pipes, adapted
to be introduced into the borehole and at least two closures
adapted to close, at three different places, the annular space
comprised between the outer walls of the pipes and the wall of the
borehole, so as to bound, in a portion of the borehole, three
separate adjacent cavities, the abovesaid pipes being provided with
openings situated so that one of the pipes communicates with the
intermediate cavity whilst the other pipe communicates with the two
end cavities, a flow meter being provided at least in the pipe
communicating with the intermediate cavity.
In another embodiment, the apparatus is characterised by the fact
that it comprises a single tubular pipe adapted to be introduced
into the borehole and at least three closures adapted to close, at
three different places, the annular space comprised between the
outer wall of the pipe and the wall of the borehole, so as to
bound, in a portion of the borehole, three separate adjacent
cavities, the abovesaid pipe being provided with openings
terminating in each of the three cavities, two flow meters being
provided, in the said pipe, respectively at the two ends of the
intermediate cavity, for the measurement of the flow-rate of liquid
at the inlet and at the outlet of this cavity.
The invention consists, apart from the features mentioned above, of
certain other features which are preferably used at the same time
and which will be more explicitly considered below with reference
to preferred embodiments of the invention which will now be
described in more detailed manner with reference to the
accompanying drawing, but which are not of course to be regarded as
in any way limiting.
FIG. 1 of this drawing is a diagram illustrating a determination of
the permeability characteristics of a soil carried out by the
method according to the invention.
FIG. 2 is a diagrammatic partial longitudinal section, of a first
type of apparatus for the application of the method according to
the invention.
FIG. 3 is a cross-section of the pipes of the apparatus of FIG.
2.
FIG. 4 shows similarly to FIG. 2, another type of apparatus.
FIG. 5, lastly, is an enlarged diagrammatic section of a
piezometer.
Referring to FIG. 1 it is seen that for determining the
permeability of a medium, constituted by soil S or rock, a flow of
liquid caused by the injection of this liquid into a borehole T is
used. In certain cases, especially when the determination of the
permeability of the soil takes place in a zone of the latter
situated below the phreatic layer or water table, this
determination can be effected by the pumping of water from the soil
into the borehole, instead of the aforesaid injection.
The total flow-rate of the liquid injected into the borehole T is
denoted by the letter Q which, in FIG. 1, is arranged at the side
of an arrow indicating the direction of flow of the liquid into the
borehole T.
A portion P of the borehole T is divided, along the axis of this
hole, into three adjacent cavities respectively 1, 2 and 3.
In FIG. 1, the end cavity 3 most distant from the inlet of the
borehole T is bounded, on one side, by the bottom of this borehole.
However, the part P does not necessarily extend to the bottom of
the borehole but can be bounded by a closure (not shown),
especially if the flow-rate in this cavity is very great.
The three cavities are separated from one another, and the two end
cavities 1 and 3 constitute protective cavities which enclose the
intermediate cavity 2 constituting the measuring cavity.
The injection of liquid into the borehole T enables a flow to be
caused in each of the cavities 1, 2 and 3 and in the corresponding
regions of the soil. The flow E.sub.2 of the intermediate cavity 2
can be characterised independently of the flows E.sub.1 and E.sub.3
of the end cavities.
The flow-rate of liquid Q.sub.2 in the intermediate cavity 2 is
measured. There is also measured the pressure of the liquid in this
cavity and in the region of the soil S corresponding to this
cavity, the measurements in the soil S being carried out at known
distances r from the axis of the borehole. These pressure
measurements are effected by means of piezometers 4 introduced into
the soil and connected to the surface of the latter.
FIG. 5 shows a preferred embodiment of a piezometer 4.
The latter comprises a tube 4a, extended at its lower end by a
strainer 4b. Annular closures 4c and 4d are provided around the
tube, at the longitudinal ends of the strainer 4b. The closure 4d
closes the lower longitudinal end of this strainer 4b.
The piezometer 4 is introduced into an auxiliary borehole parallel
to the principal borehole but of smaller diameter. The zone of the
auxiliary borehole comprised between the closures 4c, 4d collects
liquid coming from the intermediate cavity 2. This liquid rises in
the tube 4a under the effect of the pressure. In measuring the
height of the rise of the liquid in the tube 4a, by means of an
electric probe for example, the pressure of the liquid in the zone
of the auxiliary borehole concerned is determined. This zone and
the distance between the closures 4c and 4d can be much reduced so
that the measurement of pressure is carried out substantially at
one point in the soil.
From the results of the measurements, it is possible, by means of
mathematical formulae, to deduce the permeability of the soil in
the direction of flow E.sub.2.
In the case of an isotropic medium and of a flow E.sub.2, in
directions perpendicular to the axis of the borehole, the
difference in hydraulic potential .DELTA. .PHI. at two points of
the soil S distant by r and r.sub.o from the axis of the borehole
is connected with the flow-rate liquid Q.sub.2 by the following
formula:
.DELTA. .PHI. = Q.sub.2 /L 1/2.sub..pi.K.sub.R Log r/r.sub.o +
.PHI. e (I)
in which formula:
Q.sub.2 is the flow-rate measured,
L is the dimension of the cavity 2 along the axis of the
borehole,
Kr is the average permeability of the soil, in a plane
perpendicular to the axis of the borehole.
.PHI..sub.e is equal to the outer potential existing at the center
of the bore before the test; to a first approximation this term
.PHI..sub.e can be neglected.
FIG. 2 shows a first type of apparatus enabling the application of
the method discussed above.
The measuring apparatus or probe 5 comprises two distinct tubular
pipes 6 and 7 arranged side by side and tangential along a
rectilinear generator. These pipes are arranged in two (or more)
superposed sleeves 8 and 9. However, the pipes 6 and 7 could be
inserted into the borehole T, without being surrounded by sleeves 8
and 9.
The probe 5 comprises also at least three closures 10 and 12
adapted to close, at three different places separated along the
axis of the borehole, the annular space comprised between the wall
of the borehole T and the outer walls of the sleeves 8 and 9. In
this way, there are obtained three adjacent cavities 1, 2 and
3.
Preferably, the closures are of the pneumatic type and constituted
by inflatable air chambers. Compressed air pipes (not shown) are
provided in the borehole T for the inflation of these closures.
The upper closure 10, that is to say that situated at the side of
the inlet of the borehole T, has a length along the axis of the
borehole, greater than that of the other closures. In fact, this
closure is subjected to pressures very different at its two ends
since on one side it is subjected to the liquid pressure occurring
in the cavity 1 whilst, on the other side, it is subjected simply
to the atmospheric pressure increased by that of the columns of
water possibly present in the bore above the closure. There is
given, for example, to the length of the closure 10, a length three
times that of the closures 11 and 12.
Each sleeve 8 and 9 is formed by a cylindrical envelope generally
metallic or of plastics material. At its two ends, this envelope is
connected in fluidtight manner by a circular ring, to the outer
wall of the pipes 6 and 7. The contact zone of the sleeve 8 with
the sleeve 9 is covered by the closure 11.
The end zone of the sleeve 8 turned towards the inlet of the
borehole T is surrounded by the closure 10. The wall of the sleeve
8 comprises orifices 13 enabling a radial flow of the liquid
towards the soil S. The wall of the conduit 6 comprises, in the
zone comprised axially between the closures 10 and 11, further
orifices 14, enabling a radial flow of liquid towards the soil S.
The pipe 6, in addition, opens through an orifice 14a into the end
cavity 3. The supply of liquid to the cavities 1 and 3 is hence
ensured by the single pipe 6. In a modification, there could be
provided a supply pipe belonging to each cavity 1 and 3.
The wall of the pipe 7 comprises orifices 15, in the zone situated
axially between the closures 11 and 12, which enable a radial flow
of the liquid towards the soil S. The wall of the sleeve 9
comprises orifices 16 enabling the passage of this liquid towards
the soil S. The sleeve 9 and the pipe 7 are closed at their end
turned towards the bottom of the hole T so that mixing of the
fluids injected, respectively, through the pipes 6 and 7 cannot
occur there.
A flow meter 17 is provided in the pipe 7, at the surface, this
flow meter enabling the flow-rate Q.sub.2 of the flow E.sub.2 to be
known. Possibly, there could be provided another flow meter in the
pipe 6 which would indicate the total of the flow rates of the
flows E.sub.1 and E.sub.3.
An approximate value of the pressure of the liquid in the cavity 2
can be obtained by the measurement, at the surface, of the pressure
of the liquid in the pipe 7. However, by reason of the load losses
which can be high if the length of the pipes 6 and 7 is great and
if the flow-rates are high, it is preferable to measure the
pressures directly in the test cavities 1, 2 and 3, by providing
either pressure detectors (not shown) lodged in these cavities, or
auxiliary pipes 18, 19 (FIG. 3) of small cross-section, connecting
respectively the cavity 2 and the cavities 1 and 3 to the surface
of the soil. The pipes 18 and 19, in which no flow takes place, can
be of small section without introducing load losses.
It will be noted, to conclude with this first type of apparatus,
that the two pipes 6 and 7 can be produced in a different form from
that described with reference to FIGS. 2 and 3. For example, these
two pipes can be obtained by a coaxial double casing, or by a
single tube divided, in the direction of the length, by a partition
extending in a diametric plane of this tube, the said partition
separating the tube into two independent parts of which the
cross-sections are semi-circles.
Referring to FIG. 4, there can be seen a second type of probe
comprising a single tubular pipe 20. This probe comprises, as in
the case of FIGS. 2 and 3, the three closures 10, 11 and 12
bounding the cavities 1, 2 and 3.
The pipe 20 comprises openings 21 in the portion of its wall
comprised between the closures 10 and 11 and openings 22 in the
portion of its wall comprised between the closures 11 and 12. The
pipe 20 opens at its lower end through an opening 23 into the
cavity 3.
The first flow meter 24 is provided at the inside of the pipe 20;
it is situated in the axial direction of the borehole, at the level
of the closure 11, that is to say at the separation of the cavities
1 and 2. This flow meter 24 is hence adapted to measure the
flow-rate of liquid entering the cavity 2.
A second flow meter 25 is provided, at the level of the closure 12,
between the cavities 2 and 3. This flow meter 25 is adapted to
measure the flow-rate of the liquid which enters the cavity 5. The
flow-rate of liquid Q.sub.2 of the flow E.sub.2 is hence equal to
the difference of the flow-rates measured respectively by the flow
meter 24 and the flow meter 25. These flow meters are of the
electrical transmission type and are connected to the surface by
electrical cables 26 adapted to transmit the information provided
by these flow meters.
A piezometric cell 27, also of the electrical transmission type, is
provided in the cavity 2 for the measurement of the liquid pressure
in this cavity. The pressure could be also measured by an auxiliary
piezometric tube.
It will be noted that the probe of FIGS. 2 and 3 enables the
establishment in the cavity 2 of a pressure different from that
which exists in the cavities 1 and 3, so that, as will be seen in
the following, there can be introduced, in the course of a test,
the permeability of the soil in a direction parallel to the axis of
the borehole. On the other hand, the probe of FIG. 4, due to the
fact that it only comprises a single pipe 20 for the simultaneous
supply of the cavities 1, 2 and 3, only enables operation at the
same pressure in the said cavities.
The two probes can be moved in the borehole for measurements in
different places.
To carry out correct measurements of the permeability of a medium
considered as continuous, the axis of the borehole is oriented in
the direction of principal permeability, which must hence be
assumed, so that all the principal permeabilities do not come into
play simutaneously in the course of a test.
The flow E.sub.2, coming from the measurement cavity 2, being a
flat radial flow at right angles to a principal direction of
permeability, only the two other principal permeabilities will
effect the flow-rate of this flow.
The abovesaid direction of principal permeability is an assumed
direction deduced from geological knowledge. For example, for
sedimentary terrains it is known that a direction of principal
permeability is perpendicular to the sedimentary layers whilst the
two other directions of principal permeability are parallel to
these layers.
In the case of a discontinuous medium, for example in the case of
fissured rocks, with three systems of parallel fissures, the
direction of a bore, to test one of the fissured systems, will be
taken parallel to the intersection of the planes of the two other
systems of fissures.
Then, by keeping the pressures in the cavities 1, 2 and 3 equal,
there is effected a flat radial flow E.sub.2, in a certain region,
of which the flow lines are at right angles to the assumed
principal directions. On the other hand, the flows E.sub.1, E.sub.3
corresponding to the protective cavities 1 and 3, are not entirely
of the flat radial type.
In the case of a simple test, there is measured during this test,
the hydraulic load .PHI..sub.o in the cavity 2. This hydraulic load
is constant in this cavity and especially for any point taken on
the lateral wall of this cavity. .PHI..sub.o represents therefore
the hydraulic load in the soil at a distance from the axis of the
borehole equal to the radius r.sub.o of this borehole.
There is carried at least one other pressure measurement to be able
to use the formula (I) (or a formula more appropriate to the
experimental conditions).
This pressure measurement can be replaced by a measurement, before
the test, in the borehole. The result of this measurement
.PHI..sub..infin. (static level of the phreatic layer) corresponds,
during the test, to the pressure which exists at a point of the
soil situated at a distance from the axis of the borehole, equal to
the radius of the action of the test. This action radius can be
calculated empirically.
If the medium is continuous but is not isotropic, the value K
obtained by the formula (I) is equal to the geometric mean of the
principal permeabilities in the plane perpendicular to the axis of
the bore.
It is possible, by effecting several pressure measurements in the
soil along vector radii, starting from the axis of the borehole,
and at different polar angles, to trace ellipses corresponding to
equipotential lines. By determining the directions of the axes of
these ellipses, there is determined the principal directions of
permeability in the plane at right angles to the axis of the
borehole.
These directions of principal permeability being determined, an
analytical calculation, using the result of the measurement of the
flow-rate of the flow E.sub.2, enables the determination of the
values of the two principal permeabilities in a plane perpendicular
to the axis of the borehole.
Whilst keeping equal the pressures in the cavities 1, 2 and 3, it
is possible to deduce the third principal permeability, that is to
say the permeability along the axis of the borehole, while
measuring the total flow-rate in the cavities 1, 2 and 3, which
brings into play the permeability along the axis of the borehole,
and by bringing into play the results of the first test phase.
There could, however, in the case where the probe of FIG. 2 is
used, be brought into play in more sensitive manner the
permeability along the axis of the borehole by establishing a
difference of pressure between, on one hand, the cavities 1 and 3
and, on the other hand, the cavity 2.
To improve the accuracy of the measurements, that is to say
particularly, in order that the flow E.sub.2 may depart as little
as possible from a theoretical radial plane flow, the length L,
along the axis of the borehole, of the measuring cavity 2, is
limited.
To effect this limitation flow lines have been drawn, in a plane
passing through the axis of the borehole, from probable
hypotheses.
According to the distance to the axis of the borehole, at which the
pressure measurements are made, the length of the measuring cavity
is limited so that the flow lines coming from this cavity, do not
separate, angularly, beyond a predetermined limit, (10.degree. for
example) from directions at right angles to the axis of the
borehole.
For a study in depth of the permeability characteristics of a
continuous medium, bores are made along the three presumed
principal directions of permeability and measurements are made
along these three directions.
In the case of a discontinuous medium constituted by fissured rocks
having three parallel families of fissures, the bores are effected
along the directions of the intersections of two families of
parallel fissures.
The method and the apparatuses according to the invention can be
used in numerous fields where problems of flow of fluids in porous
or fissured media arise, as for example in civil engineering
(subterranian hydraulics of soils and of rocks), in geohydrology,
in the field of mining operations, of petroleum production, of
techniques relating to artificial porous media such as filters for
the chemical industry or ceramics, etc . . .
* * * * *