ASTM D6067-96(2003)
(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 guide 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 guide 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 guide 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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Designation: D6067 – 96 (Reapproved 2003)
Standard Guide for
Using the Electronic Cone Penetrometer for Environmental
Site Characterization
This standard is issued under the fixed designation D6067; 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 (´) indicates an editorial change since the last revision or reapproval.
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- C150 Specification for Portland Cement
ronmental site characterization purposes (1). The geotechnical D653 Terminology Relating to Soil, Rock, and Contained
application of the electronic cone penetrometer test is dis- Fluids
cussed in detail inTest Method D5778, however, the use of the D2488 Practice for Description and Identification of Soils
electronic cone penetrometer test in environmental site char- (Visual-Manual Procedure)
acterization applications involves further considerations that D3441 Test Method for Mechanical Cone Penetration Tests
are not discussed. of Soil
1.2 The purpose of this guide is to discuss aspects of the D5088 Practice for Decontamination of Field Equipment
electronic cone penetrometer test that need to be considered Used at Waste Sites
when performing tests for environmental site characterization D5092 PracticeforDesignandInstallationofGroundWater
purposes. Monitoring Wells
1.3 The electronic cone penetrometer test for environmental D5730 Guide for Site Characterization for Environmental
site characterization projects often requires steam cleaning the Purposes With Emphasis on Soil, Rock, the Vadose Zone
push rods and grouting the hole. There are numerous ways of and Ground Water
cleaning and grouting depending on the scope of the project, D5778 Test Method for Electronic Friction Cone and Piezo-
local regulations, and corporate preferences. It is beyond the cone Penetration Testing of Soils
scope of this guide to discuss all of these methods in detail. A D6001 Guide for Direct-Push Ground Water Sampling for
detailed explanation of grouting procedures is discussed in Environmental Site Characterization
Guide D6001.
3. Terminology
1.4 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the 3.1 Definitions—Thedefinitionsoftermsinthisguidearein
accordance with Terminology D653. Terms that are not in-
responsibility of the user of this standard to establish appro-
priate safety and health practices and determine the applica- cluded in Terminology D653 are described as follows.
3.2 Definitions of Terms Specific to This Standard:
bility of regulatory limitations prior to use.
1.5 This guide is applicable only at sites where chemical 3.2.1 baseline, n—a set of zero load readings, expressed in
terms of apparent resistance, that are used as reference values
(organic and inorganic) wastes are a concern and is not
intended for use at radioactive or mixed (chemical and radio- during performance of testing and calibration.
3.2.2 bentonite, n—the common name for drilling fluid
active) waste sites.
1.6 The values stated in either SI units or inch-pound units additives and well construction products consisting mostly of
naturally occurring sodium montmorillonite. Some bentonite
are to be regarded as standard. Within the text, the inch-pound
units are shown in brackets. The values stated in each system products have chemical additives that may affect water quality
analyses.
are not equivalents, therefore, each system must be used
independently of the other. 3.2.3 cone, n—the conical point of a cone penetrometer on
which the end bearing component of penetration resistance is
developed.
This guide is under the jurisdiction ofASTM Committee D18 on Soil and 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. DOI: 10.1520/ For referenced ASTM standards, visit the ASTM website, www.astm.org, or
D6067-96R03. contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
The boldface numbers in parentheses refer to the list of references at the end of Standards volume information, refer to the standard’s Document Summary page on
this guide. the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D6067 – 96 (2003)
3.2.4 cone resistance, q , n— the end bearing component of 3.3.2 PPT —Piezocone Penetration Test.
c u
penetration resistance. 3.3.3 ECP—Electronic Cone Penetrometer (used when re-
ferring to the cone penetrometer).
3.2.5 cone sounding, n—a series of penetration readings
performed at one location over the entire depth when using a
4. Significance and Use
cone penetrometer.
4.1 Environmental site characterization projects almost al-
3.2.6 electronic cone penetrometer, n—a friction cone pen-
ways require information regarding subsurface soil stratigra-
etrometer that uses force transducers, such as strain gage load
phy. Soil stratigraphy often is determined by various drilling
cells, built into a nontelescoping penetrometer tip for measur-
procedures and bore logs. Although drilling is very accurate
ing within the penetrometer tip, the components of penetration
and useful, the electronic cone penetrometer test may be faster,
resistance.
less expensive, and provide greater resolution, and does not
3.2.7 electronic piezocone penetrometer, n— an electronic
generate contaminated cuttings that may present other disposal
cone penetrometer equipped with a low-volume fluid chamber,
problems (2,3,4,5). Investigators may obtain soil samples from
porous element, and pressure transducer for determination of
adjacentboringsforcorrelationpurposes,butpriorinformation
pore pressure at the porous element soil interface.
or experience in the same area may preclude the need for
3.2.8 end bearing resistance, n—same as cone resistance or
borings (1).
tip resistance, q .
c
4.2 The electronic cone penetration test is an in situ inves-
3.2.9 equilibrium pore water pressure, u , n—at rest water
o
tigation method involving:
pressure at depth of interest. Same as hydrostatic pressure.
4.2.1 Pushing an electronically instrumented probe into the
3.2.10 excess pore water pressure, u–u , n—the difference
o
ground (see Fig. 1 for a diagram of a typical cone penetrom-
between pore pressure measured as the penetratoin occurs, u,
eter). The position of the pore pressure element may vary.
and estimated equilibrium pore water pressure, u . Excess pore
o
4.2.2 Recording force resistances, such as tip resistance,
pressure can be either positive or negative.
local friction, and sometimes pore pressure.
3.2.11 friction ratio, R , n— the ratio of friction sleeve
f
4.2.3 Data interpretation.
resistance, f, to cone resistance, q , measured with the middle
c
4.2.4 The most common use of the interpreted data is
of the friction sleeve at the same depth as the cone point. It is
stratigraphy. Several charts are available. A typical CPT
usually expressed as a percentage.
stratigraphic chart is shown in Fig. 2 (1). The first step in
3.2.12 friction reducer, n—a narrow local protuberance on
determining the extent and motion of contaminants is to
the outside of the push rod surface, placed at a certain distance
determine the subsurface stratigraphy. Since the contaminants
above the penetrometer tip, which is provided to reduce the
will migrate with ground water flowing through the more
total side friction on the push rods and allow for greater
permeable strata, it is impossible to characterize an environ-
penetration depths for a given push capacity.
mental site without valid stratigraphy. Cone penetrometer data
3.2.13 friction sleeve resistance, f , n—the friction compo-
s
has been used as a stratigraphic tool for many years. The pore
nent of penetration resistance developed on a friction sleeve,
pressurechanneloftheconecanbeusedtodeterminethedepth
equaltotheshearforceappliedtothefrictionsleevedividedby
to the water table or to locate perched water zones.
its surface area.
4.2.5 When attempting to retrieve a soil gas or water
3.2.14 friction sleeve, n—an isolated cylindrical sleeve
sample, it is advantageous to know where the bearing zones
section on a penetrometer tip upon which the friction compo-
(permeable zones) are located.Although soil gas and water can
nent of penetration resistance develops.
be retrieved from on-bearing zones such as clays, the length of
3.2.15 local friction, n—same as friction sleeve resistance.
time required usually makes it impractical. Soil gas and water
3.2.16 penetrometer, n—an apparatus consisting of a series
samples can be retrieved much faster from bearing zones, such
of cylindrical push rods with a terminal body (end section)
as sands. The cone penetrometer tip and friction data generally
called the penetrometer tip and measuring devices for deter-
can identify and locate the bearing zones and nonbearing zones
mination of the components of penetration resistance.
less than a foot thick. Since the test is run at a constant rate, the
3.2.17 penetrometer tip, n—the terminal body (end section)
pore pressure data can often identify layers less than 20 mm
of the penetrometer which contains the active elements that
thick.
sense the components of penetration resistance.
4.2.6 The electronic cone penetrometer test is used in a
3.2.18 piezocone, n—same as electronic piezocone pen-
variety of soil types. Lightweight equipment with reaction
etrometer.
weights of less than 10 tons generally are limited to soils with
3.2.19 piezocone pore pressure, u, n—fluid pressure mea-
relatively small grain sizes. Typical depths obtained are 20 to
sured using the piezocone penetration test.
40 m, but depths to over 70 m with heavier equipment
3.2.20 push rods, n—the thick walled tubes or rods used to
weighing 20 tons or more are not uncommon. Since penetra-
advance the penetrometer tip.
tion is a direct result of vertical forces and does not include
3.2.21 sleeve friction or resistance, n— same as friction
rotation or drilling, it cannot be utilized in rock or heavily
sleeve resistance, f.
cemented soils. Depth capabilities are a function of many
3.2.22 stratigraphy, n—aclassificationofsoilbehaviortype
factors including:
that categorizes soils of lateral continuity (4).
4.2.6.1 The force resistance on the tip,
3.3 Acronyms:Acronyms:
4.2.6.2 The friction along the push rods,
3.3.1 CPT—Cone Penetration Test. 4.2.6.3 The force and reaction weight available,
D6067 – 96 (2003)
FIG. 1 Electronic Cone Penetrometer
4.2.6.4 Rod support provided by the soil, and pore pressures if monitored above the shoulder of the cone tip.
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 Porepressuredataalsoisusedtoprovideanindication neous. The permeability (hydraulic conductivity), therefore, is
of relative hydraulic conductivity. Excess pore pressure is verydifficulttomeasureinasandwithaconepenetrometer.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
D6067 – 96 (2003)
are configured to measure pressures up to 3.5 MPa [500 psi].
Sincetransduceraccuracyisafunctionofmaximumrange,this
providesarelativedepthtowaterlevelaccuracyofabout 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
D5778.
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.
Cementedsoilzonesmaybedifficulttopenetratedependingon
the strength and thickness of the layers. If layers are present
which prevent direct push from the surface, rotary or percus-
sion drilling methods can be employed to advance a boring
through impeding layers to reach testing zones.
5. Apparatus
5.1 Most apparatus required is discussed in Test Method
D5778. When using the electronic cone penetrometer test for
environmental site characterization purposes, however, other
items often are necessary.
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