ASTM D6067-96e1
(Guide)Standard Guide for Using the Electronic Cone Penetrometer for Environmental Site Characterization
Standard Guide for Using the Electronic Cone Penetrometer for Environmental Site Characterization
SCOPE
1.1 The electronic cone penetrometer test often is used to determine subsurface stratigraphy for geotechnical and environmental site characterization purposes (1). The geotechnical application of the electronic cone penetrometer test is discussed in detail in Test Method D 5778, however, the use of the electronic cone penetrometer test in environmental site characterization applications involves further considerations that are not discussed.
1.2 The purpose of this test method is to discuss aspects of the electronic cone penetrometer test that need to be considered when performing tests for environmental site characterization purposes.
1.3 The electronic cone penetrometer test for environmental site characterization projects often requires steam cleaning the push rods and grouting the hole. There are numerous ways of cleaning and grouting depending on the scope of the project, local regulations, and corporate preferences. It is beyond the scope of this test method to discuss all of these methods in detail. A detailed explanation of grouting procedures is discussed in Guide D 6001.
1.4 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.
1.5 This test method is applicable only at sites where chemical (organic and inorganic) wastes are a concern and is not intended for use at radioactive or mixed (chemical and radioactive) waste sites.
1.6 The values stated in either SI units or inch-pound units are to be regarded as standard. Within the text, the inch-pound units are shown in brackets. The values stated in each system are not equivalents, therefore, each system must be used independently of the other.
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e1
Designation: D 6067 – 96
Standard Guide for
Using the Electronic Cone Penetrometer for Environmental
Site Characterization
This standard is issued under the fixed designation D 6067; 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.
e NOTE—This standard was corrected editorially in January 2000.
1. Scope 2. Referenced Documents
1.1 The electronic cone penetrometer test often is used to 2.1 ASTM Standards:
determine subsurface stratigraphy for geotechnical and envi- C 150 Specification for Portland Cement
ronmental site characterization purposes (1). The geotechnical D 653 Terminology Relating to Soil, Rock, and Contained
application of the electronic cone penetrometer test is dis- Fluids
cussed in detail in Test Method D 5778, however, the use of the D 2488 Practice for Description and Identification of Soils
electronic cone penetrometer test in environmental site char- (Visual-Manual Procedure)
acterization applications involves further considerations that D 3441 Test Method for Deep, Quasi-Static, Cone and
are not discussed. Friction-Cone Penetration Tests of Soil
1.2 The purpose of this guide is to discuss aspects of the D 5088 Practice for Decontamination of Field Equipment
electronic cone penetrometer test that need to be considered Used at Nonradioactive Waste Sites
when performing tests for environmental site characterization D 5092 Practice for Design and Installation of Ground
purposes. Water Monitoring Wells in Aquifers
1.3 The electronic cone penetrometer test for environmental D 5730 Guide to Site Characterization for Environmental
site characterization projects often requires steam cleaning the Purposes
push rods and grouting the hole. There are numerous ways of D 5778 Test Method for Performing Electronic Friction
cleaning and grouting depending on the scope of the project, Cone and Piezocone Penetration Testing of Soils
local regulations, and corporate preferences. It is beyond the D 6001 Guide for Direct Push Water Sampling for Geoen-
scope of this guide to discuss all of these methods in detail. A vironmental Investigations
detailed explanation of grouting procedures is discussed in
3. Terminology
Guide D 6001.
3.1 Definitions—The definitions of terms in this guide are in
1.4 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the accordance with Terminology D 653. Terms that are not
included in Terminology D 653 are described as follows.
responsibility of the user of this standard to establish appro-
priate safety and health practices and determine the applica- 3.2 Definitions of Terms Specific to This Standard:
bility of regulatory limitations prior to use. 3.2.1 baseline, n—a set of zero load readings, expressed in
terms of apparent resistance, that are used as reference values
1.5 This guide is applicable only at sites where chemical
(organic and inorganic) wastes are a concern and is not during performance of testing and calibration.
3.2.2 bentonite, n—the common name for drilling fluid
intended for use at radioactive or mixed (chemical and radio-
active) waste sites. additives and well construction products consisting mostly of
naturally occurring sodium montmorillonite. Some bentonite
1.6 The values stated in either SI units or inch-pound units
are to be regarded as standard. Within the text, the inch-pound products have chemical additives that may affect water quality
analyses.
units are shown in brackets. The values stated in each system
are not equivalents, therefore, each system must be used 3.2.3 cone, n—the conical point of a cone penetrometer on
which the end bearing component of penetration resistance is
independently of the other.
developed.
3.2.4 cone resistance, q , n— the end bearing component of
c
This guide is under the jurisdiction of ASTM Committee D-18 on Soil and
penetration resistance.
Rock and is the direct responsibility of Subcommittee D18.21 on Ground Water and
Vadose Zone Investigations.
Current edition approved Dec. 10, 1996. Published June 1997. Annual Book of ASTM Standards, Vol 04.01.
2 4
The boldface numbers in parentheses refer to the list of references at the end of Annual Book of ASTM Standards, Vol 04.08.
this guide. Annual Book of ASTM Standards, Vol 04.09.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
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D6067–96
3.2.5 cone sounding, n—a series of penetration readings ferring to the cone penetrometer).
performed at one location over the entire depth when using a
4. Significance and Use
cone penetrometer.
3.2.6 electronic cone penetrometer, n—a friction cone pen-
4.1 Environmental site characterization projects almost al-
etrometer that uses force transducers, such as strain gage load
ways require information regarding subsurface soil stratigra-
cells, built into a nontelescoping penetrometer tip for measur-
phy. Soil stratigraphy often is determined by various drilling
ing within the penetrometer tip, the components of penetration
procedures and bore logs. Although drilling is very accurate
resistance.
and useful, the electronic cone penetrometer test may be faster,
3.2.7 electronic piezocone penetrometer, n— an electronic
less expensive, and provide greater resolution, and does not
cone penetrometer equipped with a low-volume fluid chamber,
generate contaminated cuttings that may present other disposal
porous element, and pressure transducer for determination of
problems (2,3,4,5). Investigators may obtain soil samples from
pore pressure at the porous element soil interface.
adjacent borings for correlation purposes, but prior information
3.2.8 end bearing resistance, n—same as cone resistance or
or experience in the same area may preclude the need for
tip resistance, q .
borings (1).
c
3.2.9 equilibrium pore water pressure, u , n—at rest water
o 4.2 The electronic cone penetration test is an in situ inves-
pressure at depth of interest. Same as hydrostatic pressure.
tigation method involving:
3.2.10 excess pore water pressure, u–u , n—the difference
o 4.2.1 Pushing an electronically instrumented probe into the
between pore pressure measured as the penetratoin occurs, u,
ground (see Fig. 1 for a diagram of a typical cone penetrom-
and estimated equilibrium pore water pressure, u . Excess pore
o eter). The position of the pore pressure element may vary.
pressure can be either positive or negative.
4.2.2 Recording force resistances, such as tip resistance,
3.2.11 friction ratio, R , n— the ratio of friction sleeve
f local friction, and sometimes pore pressure.
resistance, f, to cone resistance, q , measured with the middle
c 4.2.3 Data interpretation.
of the friction sleeve at the same depth as the cone point. It is
4.2.4 The most common use of the interpreted data is
usually expressed as a percentage.
stratigraphy. Several charts are available. A typical CPT
3.2.12 friction reducer, n—a narrow local protuberance on
stratigraphic chart is shown in Fig. 2 (1). The first step in
the outside of the push rod surface, placed at a certain distance
determining the extent and motion of contaminants is to
above the penetrometer tip, which is provided to reduce the
determine the subsurface stratigraphy. Since the contaminants
total side friction on the push rods and allow for greater
will migrate with ground water flowing through the more
penetration depths for a given push capacity.
permeable strata, it is impossible to characterize an environ-
3.2.13 friction sleeve resistance, f , n—the friction compo-
s
mental site without valid stratigraphy. Cone penetrometer data
nent of penetration resistance developed on a friction sleeve,
has been used as a stratigraphic tool for many years. The pore
equal to the shear force applied to the friction sleeve divided by
pressure channel of the cone can be used to determine the depth
its surface area.
to the water table or to locate perched water zones.
3.2.14 friction sleeve, n—an isolated cylindrical sleeve
4.2.5 When attempting to retrieve a soil gas or water
section on a penetrometer tip upon which the friction compo-
sample, it is advantageous to know where the bearing zones
nent of penetration resistance develops.
(permeable zones) are located. Although soil gas and water can
3.2.15 local friction, n—same as friction sleeve resistance.
be retrieved from on-bearing zones such as clays, the length of
3.2.16 penetrometer, n—an apparatus consisting of a series
time required usually makes it impractical. Soil gas and water
of cylindrical push rods with a terminal body (end section)
samples can be retrieved much faster from bearing zones, such
called the penetrometer tip and measuring devices for deter-
as sands. The cone penetrometer tip and friction data generally
mination of the components of penetration resistance.
can identify and locate the bearing zones and nonbearing zones
3.2.17 penetrometer tip, n—the terminal body (end section)
less than a foot thick. Since the test is run at a constant rate, the
of the penetrometer which contains the active elements that
pore pressure data can often identify layers less than 20 mm
sense the components of penetration resistance.
thick.
3.2.18 piezocone, n—same as electronic piezocone pen-
4.2.6 The electronic cone penetrometer test is used in a
etrometer.
variety of soil types. Lightweight equipment with reaction
3.2.19 piezocone pore pressure, u, n—fluid pressure mea-
weights of less than 10 tons generally are limited to soils with
sured using the piezocone penetration test.
relatively small grain sizes. Typical depths obtained are 20 to
3.2.20 push rods, n—the thick walled tubes or rods used to
40 m, but depths to over 70 m with heavier equipment
advance the penetrometer tip. weighing 20 tons or more are not uncommon. Since penetra-
3.2.21 sleeve friction or resistance, n— same as friction tion is a direct result of vertical forces and does not include
sleeve resistance, f. rotation or drilling, it cannot be utilized in rock or heavily
3.2.22 stratigraphy, n—a classification of soil behavior type cemented soils. Depth capabilities are a function of many
factors including:
that categorizes soils of lateral continuity (4).
4.2.6.1 The force resistance on the tip,
3.3 Acronyms:Acronyms:
3.3.1 CPT—Cone Penetration Test. 4.2.6.2 The friction along the push rods,
3.3.2 PPT —Piezocone Penetration Test. 4.2.6.3 The force and reaction weight available,
u
3.3.3 ECP—Electronic Cone Penetrometer (used when re- 4.2.6.4 Rod support provided by the soil, and
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
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D6067–96
FIG. 1 Electronic Cone Penetrometer
4.2.6.5 Large grained materials causing nonvertical deflec- See Fig. 2. The balance of the data, therefore, also must be
tion or unacceptable tool wear. evaluated.
4.2.7 Depth is always site dependent. Local experience is 4.3.3 In general, since the ground water flows primarily
desirable. through sands and not clays, modeling the flow through the
4.3 Pore Pressure Data: sands is most critical. The pore pressure data also can be
4.3.1 The pore pressure data often is used in environmental monitored with the sounding halted. This is called a pore
site characterization projects to identify thin soil layers that pressure dissipation test. A rapidly dissipating pore pressure
will either be aquifers or aquitards. The pore pressure channel indicates the presence of an aquifer while a very slow
often can detect these thin layers even if they are less than 20 dissipation indicates the presence of an aquitard.
mm thick. 4.3.4 A pore pressure decay in a sand is almost instanta-
4.3.2 Pore pressure data also is used to provide an indication neous. The permeability (hydraulic conductivity), therefore, is
of relative hydraulic conductivity. Excess pore pressure is very difficult to measure in a sand with a cone penetrometer. As
generated during an electronic cone penetrometer test. Gener- a result, the cone penetrometer is not used very often for
ally, high excess pore pressure indicates the presence of measuring the permeability of sands in environmental applica-
aquitards, and low excess pore pressure indicates the presence tions.
of aquifers. This is not always the case, however. For example, 4.3.5 A thorough study of ground water flow also includes
some silty sands and over-consolidated soils generate negative determining where the water cannot flow. Cone penetrometer
pore pressures if monitored above the shoulder of the cone tip. pore pressure dissipation tests can be used very effectively to
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
e1
D6067–96
provides a relative depth to water level accuracy of about 6150
mm. Better accuracy can be achieved if the operator allows
sufficient time for the transducer to dissipate the heat generated
while penetrating dry soil above the water table. Lower
pressure transducers are sometimes used just for the purpose of
determining the depth to the water table more accurately. For
example, a 175-KPa [25-psi] transducer would provide accu-
racy that is better than 10 mm. Caution must be used, however,
to prevent these transducers from being damaged due to a
quick rise in excess pressure.
4.4 For a complete description of a typical geotechnical
electronic cone penetrometer test, see Test Method D 5778.
4.5 This guide tests the soil in situ. Soil samples are not
obtained. The interpretation of the results from this guide
provides estimates of the types of soil penetrated. Investigators
may obtain soil samples from adjacent borings for correlation
purposes, but prior information or experience in the same area
may preclude the need for borings.
4.6 Certain subsurface conditions may prevent cone pen-
etration. Penetration is not possible in hard rock and usually
not possible in softer rocks, such as claystones and shales.
Coarse particles, such as gravels, cobbles, and boulders may be
difficult to penetrate or cause damage to the cone or push rods.
Cemented soil zones may be difficult to penetrate
...
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