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Designation: D 4719 – 00

Standard Test Method for

Prebored Pressuremeter Testing in Soils1
This standard is issued under the fixed designation D 4719; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates an editorial change since the last revision or reapproval.

1. Scope * priate safety and health practices and determine the applica-
1.1 This test method covers pressuremeter testing of soils. A bility of regulatory limitations prior to use. See Note 6.
pressuremeter test is an in situ stress-strain test performed on 2. Referenced Documents
the wall of a borehole using a cylindrical probe that is
expanded radially. To obtain viable test results, disturbance to 2.1 ASTM Standards:
the borehole wall must be minimized. D 1587 Practice for Thin-Walled Tube Sampling of Soils2
1.2 This test method includes the procedure for drilling the D 2113 Practice for Diamond Core Drilling for Site Inves-
borehole, inserting the probe, and conducting pressuremeter tigation2
tests in both granular and cohesive soils, but does not include 3. Terminology
high pressure testing in rock. Knowledge of the type of soil in
which each pressuremeter test is to be made is necessary for 3.1 Definitions—For definitions of terms in this test method,
assessment of (1) the method of boring or probe placement, or refer to Terminology D 653.
both, (2) the interpretation of the test data, and (3) the 3.1.1 limit pressure, Pl [FL–2], n—the pressure at which the
reasonableness of the test results.
iTeh Standards
1.3 This test method does not cover the self-boring pres-
probe volume reaches twice the original soil cavity volume.
3.1.2 pressuremeter modulus, Ep [FL–2], n—the modulus
calculated from the slope of the pseudo-elastic portion of the
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suremeter, for which the hole is drilled by a mechanical or
jetting tool inside the hollow core of the probe. This test
method is limited to the pressuremeter which is inserted into
corrected pressure-volume curve experiencing little to no
creep.

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predrilled boreholes or, under certain circumstances, is inserted
by driving.
3.1.3 unload-reload modulus, ER [FL–2], n—the modulus
calculated from an unload-reload loop.
1.4 Two alternate testing procedures are provided as fol- 3.1.3.1 Discussion—The unload-reload modulus varies with
stress, or strain level, or both, and thus, the modulus values
lows: ASTM D4719-00
should be reported with the pressure and volume at the start of
1.4.1 Procedure A—The Equal Pressure Increment Method.
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1.4.2 Procedure B—The Equal Volume Increment Method. the unloading, at the bottom of the loop and at the crossover
point.
NOTE 1—A standard for the self-boring pressuremeter is scheduled to 3.2 Abbreviations:
be developed separately. Pressuremeter testing in rock may be standard- 3.2.1 PBP—prebored pressuremeter test
ized as an adjunct to this test method.
NOTE 2—Strain-controlled tests also can be performed, whereby the 4. Summary of Test Method
probe volume is increased at a constant rate and corresponding pressures
are measured. This method shall be applied only if special requirements 4.1 A pressuremeter cavity is prepared either by drilling a
must be met and is not covered by this test method. Strain-controlled tests borehole, or by advancing some type of sampler. Under certain
may yield different results than the procedure described in this test circumstances, the pressuremeter probe is driven into place,
method. usually within a casing. The various tools and methods
1.5 The values stated in SI units are to be regarded as the available to prepare the cavity produce different degrees of
standard. disturbance. The recommended methods to be used at a site
1.6 This standard does not purport to address all of the depend on the soil and the conditions met. The proper choice
safety concerns, if any, associated with its use. It is the of tools and methods is covered by this test method.
responsibility of the user of this standard to establish appro- NOTE 3—It is recommended that several drilling techniques be avail-
able on the site to determine which method will provide the most suitable
1
test hole.
This test method is under the jurisdiction of ASTM Committee D-18 on Soil
and Rock and is the direct responsibility of Subcommittee D18.02 on Sampling and
Related Field Testing for Soil Investigations.
Current edition approved Feb. 10, 2000. Published May 2000. Originally
2
published as D 4719 – 87. Last previous edition D 4719 – 87(1994)e1. Annual Book of ASTM Standards, Vol 04.08.

*A Summary of Changes section appears at the end of this standard.

Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.

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 D 4719
4.2 The pressuremeter test basically consists of placing an
inflatable cylindrical probe in a predrilled hole and expanding
this probe while measuring the changes in volume and pressure
in the probe. The probe is inflated under equal pressure
increments (Procedure A) or equal volume increments (Proce-
dure B) and the test is terminated when yielding in the soil
becomes disproportionately large. A conventional limit pres-
sure is estimated from the last few readings of the test and a
pressuremeter modulus is calculated from pressure-volume
changes read during the test. It is of basic importance that the
probe be inserted in a borehole with a diameter close to that of
the probe to ensure adequate volume change capability. If this
requirement is not met, the test could terminate without
reaching sufficient probe expansion in the soil to permit
evaluation of the limit pressure. The instrument may be either
of the type where the change in volume of the probe is directly FIG. 1 a) Basic Principles of the Triple Cell Design Pressuremeter
measured by an incompressible liquid or the type where feelers (Baguelin, Jézéquel and Shields, 1978,3 b) Slotted Tube with
are used to determine the change in diameter in the probe. The Probe
volume measuring system must be well protected and cali-
brated against any volume losses throughout the system while
both systems, the nominal hole diameter shall not be more than
the feeler operated probe must be sensitive enough to measure
1.2 times the nominal probe diameter. Typical probe dimen-
relatively small displacements.
sions and corresponding borehole diameters are indicated in
NOTE 4—This test method is based on the type of apparatus where Table 1.
volume changes are recorded during the test. For the system measuring 6.1.1 Probe Walls—The flexible walls of the probe may

5. Significance and Use

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probe diameters, alternate evaluation methods are given in the notes. consist of a single rubber membrane (single cell design) or of
an inner rubber membrane fitted with an outer flexible sheath

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or cover (triple cell design) which will take up the shape of the
5.1 This test method provides a stress-strain response of the borehole as pressure is applied. In a coarse-grained material
soil in situ. A pressuremeter modulus and a limit pressure is like gravel, a steel sheath made of thin overlapping metal strips
design. Document Preview
obtained for use in geotechnical analysis and foundation is often used. The accuracy of the test will be impaired when
the probe cannot take up the shape of the borehole accurately.
5.2 The results of this test method are dependent on the
degree of disturbance during drilling of the borehole and NOTE 5—Various membrane and sheath, or cover, materials may be
ASTM
insertion of the pressuremeter probe. Since disturbance cannot D4719-00
used to better accommodate soil types; identify the membrane and sheath,
or cover, used in the report.
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be completely eliminated, the interpretation of the test results
should include consideration of conditions during drilling. This 6.1.2 Measuring Devices—Changes in volume of the mea-
disturbance is particularly significant in very soft clays and suring portion of the probe are measured in the hydraulic
very loose sands. Disturbance may not be eliminated com- apparatus, and alternatively, the probe diameter can be mea-
pletely but should be minimized for the prebored pressuremeter sured by the use of feelers in the electric apparatus. Provisions
design rules to be applicable. to measure the diameter in directions at a 120° angle shall be
provided with the electric apparatus. The measuring cell shall
6. Apparatus be prevented from expanding in the vertical direction by guard
6.1 Hydraulic or Electric Probe—The apparatus shall con- cells or other effective restraints in the hydraulic apparatus. The
sist of a probe to be lowered in the borehole and a measuring accuracy of the readout device shall be such that a change of
or readout device to be located on the ground adjacent to the 0.1 % in the probe diameter is measurable.
boring. The probe may be either the hydraulic type or the 6.2 Lines—Lines connecting the probe with the readout
electric type. The hydraulic probe may be of a single cell or device consist of plastic tubing in the hydraulic apparatus. To
triple cell design. In the latter case, the role of which is to reduce measuring errors, a coaxial tubing is used, whereby the
provide effective end restraint and ensure radial expansion of inner tubing is prevented from expanding by a gas pressure at
3
the central cell (Fig. 1a ). The combined height of the its perimeter. By applying the correct gas pressure, expansion
measuring and guard cells, if any, shall be at least six of the inner tubing is reduced to a minimum. Single tubing can
diameters. The design of the probe shall be such that the
drilling liquid may flow freely past the probe without disturb- TABLE 1 Typical Probe and Borehole Dimensions
ing the sides of the borehole during insertion or removal. For Probe Borehole Diameter
Hole Diameter
Diameter,
Designation Nominal, mm Max., mm
mm
Ax 44 45 53
3
Baguelin, F., Jézéquel, J.F., and Shields, D.H., “The Pressuremeter and Bx 58 60 70
Foundation Engineering,” Trans Tech Publications, Series on Rock and Soil Nx 74 76 89
Mechanics, Vol 2, No. 4, 1978, p 617.

2
 D 4719
also be used. In both cases, requirement for volume losses
given in 7.3 should apply. Electric lines need special protection
against groundwater.
6.3 Readout Device—The readout device includes a mecha-
nism to apply pressure (Procedure A) or volume (Procedure B)
in equal increments to the probe and readout of volume change
(Procedure A) or pressure change (Procedure B). The equip-
ment using the hydraulic system and guard cells shall also
include a regulator whereby the pressure in the gas circuit is
kept below the fluid pressure in the measuring cell. The
magnitude of pressure difference between gas and fluid must be
adjustable to compensate for hydrostatic pressures developing
in the probe. In the electrical system the volume readings are
substituted by an electrical readout on the diameter of the
probe.
6.4 Slotted Tube—A steel tube, (Fig. 1b) that has a series of
longitudinal slots (usually six) cut through it to allow for lateral
expansion, sometimes is used as a protective housing when the NOTE 1—The schematic graphs are not to scale; each calibration
probe is driven, vibrodriven, or pushed into deposits that requires different volumes and pressures.
FIG. 2 Calibration for Volume and Pressure Losses
cannot be prevented from caving by drilling mud alone. The
PBP test is performed within the slotted tube.
7. Calibration duty steel casing or pipe. A suggested procedure is to increase
the pressure in steps of 100 kPa or 500 kPa depending if the
7.1 The instrument shall be calibrated before each use to probe is designed for a maximum expansion pressure of 2.5
compensate for pressure losses (Pc) and volume losses (Vc).
iTeh Standards
7.2 Pressure Losses—Pressure losses (Pc) occur due to the
rigidity of the probe walls. The pressure readings obtained
MPa or 5.0 MPa, respectively. Each pressure increment should
be reached within 20 s and once in contact with the steel tube,
held constant for 1 minute. The resulting graph of injected
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during the test on the readout device include the pressure
required to expand the probe walls; this membrane resistance
volume (Vr) at the end of each pressure increment (Pr) is the
volume calibration curve. The zero volume calibration is
Document Preview
must be deducted to obtain the actual pressure applied to the obtained by first fitting a straight line extension of the curve to
soil. Calibrations for membrane resistance shall be performed zero pressure, as shown in Fig. 2. The resulting intercept Vi can
by inflating the probe, completely exposed to the atmosphere, be used to estimate the deflated volume of the probe measuring
with the probe placed at the level of the pressure gage. cell (Vo) as follows:
ASTM D4719-00
NOTE 6—Warning: The performance of the pressuremeter test, and
Vo 5 ~p/4! LDi2 – Vi (1)
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particularly the calibration procedures, may present a safety hazard to the
operator and persons assisting in the test. The blowout of the probe if on where:
the ground or at shallow depth in the hole may cause injuries from flying
Di 5 inside diameter of the heavy duty steel casing or pipe,
debris. Wearing protective devices over the eyes and face or other
measures such as putting the probe in a protective cylinder during and
calibration are recommended. L 5 length of the measuring cell.
The volume loss (Vc) of the instrument for a particular
7.2.1 Apply pressures in 10-kPa increments for Procedure A pressure is obtained by using the factor a corresponding to the
and hold for 1 min. Make volume readings after 1-min elapsed slope of the volume versus pressure calibration plot (Fig. 2) as
time. When Procedure B is used, increase the volume of the follows:
probe in increments equal to 5% of the nominal volume of the
measuring portion of the uninflated probe (V0). Apply the Vc 5 Vr – aPr (2)
volume increase in about 10 s and hold constant for 1 min. This volume loss correction (Vc) must be deducted from the
Continue steps in both procedures until the maximum probe measured volumes during the test. This correction is relatively
volume is reached. Plot results using a pressure versus volume small in soils and can be neglected if the correction is less than
plot. The obtained curve is the pressure calibration curve. The 0.1 % of the nominal volume of the measuring portion of the
pressure correction (Pc)is the pressure loss obtained from the uninflated probe (V0) per 100 kPa (1 tsf) of pressure. In very
calibration for the volume reading (Vr) (Fig. 2). hard soils or rock, the correction is significant and must be
7.2.2 The pressure correction (Pc) must be deducted from applied. In no case should this correction exceed 0.5 % of the
the pressure readings obtained during the test. The maximum nominal volume of the measuring portion of the deflated probe
value of Pc should be less than 50 % of the limit pressure as (V0) per 100 kPa (1 tsf) of pressure.
defined in 10.6. 7.4 Corrections for temperature changes and head losses
7.3 Volume Losses—Volume losses (Vc) occur due to expan- due to circulating liquid are usually small and may be
sion of tubing and compressibility of any part of the testing disregarded in routine tests for soils. For tests at depths greater
equipment, including the probe and the liquid. Calibration is than 50 m (150 ft), special procedures are required to account
made by pressurizing the equipment with the probe in heavy for head losses.

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 D 4719
7.5 The amount of hydrostatic pressure (Pd) exerted on the TABLE 2 Pressure Compensation for Guard Cells Based on Test
probe by the column of liquid in the testing equipment must be Depth
determined as follows: Test Depth (H) Liquid Pressure Gas Pressure
from Head of Reduction on
Pd 5 H 3 d t (3) Test Liquid on Readout GagesA
m ft Probe P, kPa Pd, 100 (kPa)
where: 0 0 0 −100
H 5 depth of probe below the control unit, m, and 5 17 50 −50
dt 5 unit weight of test liquid in instrument, KN/m3. 10 33 100 0
15 50 150 + 50
The test depth (H) is the distance from the center of the 20 67 200 + 100
pressure gage to the center of the probe (Fig. 3). The obtained A
To maintain guard cell pressure 100 kPa below the measuring cell pressure,
pressure is exerted on the probe but is not registered by the deduct (−) or add (+), these pressures to the guard cell circuit.
pressure gages. This pressure must accordingly be added to the
pressure readings obtained on the readout device.
7.6 For triple cell pressuremeters, the pressure of the guard 8.2 The preparation of a satisfactory borehole is the most
cells (PG) must be set below the actual pressure generated in important step in obtaining an acceptable pressuremeter test.
the probe to provide effective end restraint. This is obtained by An indication of the quality of the test hole is given by the
subtracting this pressure from the test pressures as follows: magnitude of scatter of the test points and by the shape of the
pressuremeter curve obtained. Fig. 4 shows the typical shape of
PG 5 P R 1 P d 2 P d (4)
a pressuremeter curve obtained from a prebored test cavity.
where: Fig. 5 shows a pressuremeter curve obtained when the borehole
PG 5 guard cells pressure, kPa, is too small or when the test is performed in a swelling soil.
PR 5 pressure reading on control unit, kPa, Fig. 6 shows a curve obtained when the borehole is too large.
Pd 5 hydrostatic pressure between control unit and probe, NOTE 7—The shape of the pressuremeter test curve is not sufficient to
kPa (see 7.5), and ensure that the test is reliable. The hole diameter requirements developed
Pd 5 pressure difference between guard cells and measur- in 8.3.1 should also be met.

membrane). iTeh Standards

ing cell, kPa (usually twice the limit pressure of the
8.3 Requirements of Test Cavity with Respect to Probe
Diameter:
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7.6.1 A tabulation of gas and liquid pressures for a pressure
8.3.1 Hole Diameter—Dimensions used in this test method
difference of Pd 5 100 kPa for various test depths is shown by
are as follows:
Table 2.

8. Drilling
Documentcalmately
Preview
8.3.1.1 Diameter of the Pressuremeter Probe, D—The typi-
diameter D of the pressuremeter probe varies from approxi-
32 to 74 mm (1.25 to 3 in.).
8.1 Whenever possible, place the pressuremeter probe by 8.3.1.2 Diameter of Test Cavity, DH—The diameter of the
ASTM D4719-00
lowering it into a prebored hole. Two conditions are necessary test cavity DH should satisfy the following condition derived
to obtain a satisfactory test cavity: the diameter of the hole
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from experience:
should meet the specified tolerances, and the equipment and
1.03D , DH ,1.2D (5)
method used to prepare the test cavity should cause the least
possible disturbance to the soil and the wall of the hole. When 8.3.2 Cutting Tool Diameter:
testing soils, the pressuremeter tests must be performed imme- 8.3.2.1 When determining the diameter of the necessary
diately after the hole is formed. cutting tool for a bored hole, three factors must be considered:
(a) the required diameter of the cavity, (b) the overcutting of
the cavity resulting from the wobble of the cutting tool or the
wall erosion by the mud circulation in medium to large-grained

FIG. 3 Depth H for Determination of Hydrostatic Pressure in

Probe FIG. 4 Ideal Shape of the Pressuremeter Corrected Curve