1、Designation: D6067 10D6067/D6067M 17Standard Practice forUsing the Electronic Piezocone Penetrometer Tests forEnvironmental Site Characterization and Estimation ofHydraulic Conductivity1This standard is issued under the fixed designation D6067;D6067/D6067M; the number immediately following the desig
2、nation indicatesthe year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of lastreapproval. A superscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope*1.1 The electronic cone penetromet
3、er test often is used to determine subsurface stratigraphy for geotechnical and environmentalsite characterization purposes (1).2 The geotechnical application of the electronic cone penetrometer test is discussed in detail inTest Method D5778, however, the use of the electronic cone penetrometer tes
4、t in environmental site characterization applicationsinvolves further considerations that are not discussed. For environmental site characterization, it is highly recommended to use thePiezocone (PCPT or CPTu) option in Test Method D5778 so information on hydraulic conductivity and aquifer hydrostat
5、icpressures can be evaluated.1.2 The purpose of this practice is to discuss aspects of the electronic cone penetrometer test that need to be considered whenperforming tests for environmental site characterization purposes.1.3 The electronic cone penetrometer test for environmental site characterizat
6、ion projects often requires steam cleaning the pushrods and grouting the hole. There are numerous ways of cleaning and grouting depending on the scope of the project, localregulations, and corporate preferences. It is beyond the scope of this practice to discuss all of these methods in detail. A det
7、ailedexplanation of grouting procedures is discussed in Guide D6001.1.4 The electronic cone penetrometer may be be combined with other direct push sampling and testingCone penetrometer testsare often used to locate aquifer zones for installation of wells (Practice D5092/D5092Mmethods. Estimated, Gui
8、de D6274soiltypes can be confirmed by soil sampling (Guide). The cone test may be combined with direct D6282). Cone penetrometer testsare often used topush soil sampling for confirming soil types (Guide D6282/D6282Mlocate aquifers for installation of wells).Direct push hydraulic injection profiling
9、(Practice D5092D8037/D8037M, Guide) is D6274). another complementary test forestimating hydraulic conductivity and direct push slug tests (D7242/D7242M) and used for confirming estimates. Conepenetrometers can be equipped with additional sensors for groundwater quality evaluations (Practice D6187).
10、Location of othersensors must conform to requirements of Test Method D5778.1.5 This practice is applicable only at sites where chemical (organic and inorganic) wastes are a concern and is not intendedfor use at radioactive or mixed (chemical and radioactive) waste sites.sites due to specialized moni
11、toring requirements of drillingequipment.1.6 UnitsThe values stated in either SI units or in-lb units (presented in brackets) are to be regarded as standard. No otherunits of measurement are included in this standard.separately as standard. The values stated in each system may not be exactequivalent
12、s; therefore, each system shall be used independently of the other. Units for conductivity are either m/s or cm/sdepending on the sources cited.1.7 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in PracticeD6026, unless superseded b
13、y this standard.1.8 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safety safety, health, and healthenvironmental practices and determine theapplicability of regulato
14、ry limitations prior to use.1 This practice is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.21 on Groundwater and VadoseZone Investigations.Current edition approved May 1, 2010Dec. 15, 2017. Published June 2010February 2018. Origi
15、nally approved in 1996. Last previous edition approved in 20032010 asD606796(2003)D606710. DOI: 10.1520/D6067-10. 10.1520/D6067_D6067M-17.2 The boldface numbers in parentheses refer to the list of references at the end of this guide.This document is not an ASTM standard and is intended only to provi
16、de the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current versionof the s
17、tandard as published by ASTM is to be considered the official document.*A Summary of Changes section appears at the end of this standardCopyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States11.9 Standard PracticeThis practice offers a set of
18、 instructions for performing one or more specific operations. This documentcannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of thispractice may be applicable in all circumstances. This ASTM standard is not intended to represent or r
19、eplace the standard of careby which the adequacy of a given professional service must be judged, nor should this document be applied without considerationof a projects many unique aspects. The word “Standard“ in the title means only that the document has been approved through theASTM consensus proce
20、ss.1.10 This international standard was developed in accordance with internationally recognized principles on standardizationestablished in the Decision on Principles for the Development of International Standards, Guides and Recommendations issuedby the World Trade Organization Technical Barriers t
21、o Trade (TBT) Committee.2. Referenced Documents2.1 ASTM Standards:3C150C150/C150M Specification for Portland CementD653 Terminology Relating to Soil, Rock, and Contained FluidsD3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used inEnginee
22、ring Design and ConstructionD5088 Practice for Decontamination of Field Equipment Used at Waste SitesD5092D5092/D5092M Practice for Design and Installation of Groundwater Monitoring WellsD5778 Test Method for Electronic Friction Cone and Piezocone Penetration Testing of SoilsD6001 Guide for Direct-P
23、ush Groundwater Sampling for Environmental Site CharacterizationD6026 Practice for Using Significant Digits in Geotechnical DataD6187 Practice for Cone Penetrometer Technology Characterization of Petroleum Contaminated Sites with NitrogenLaser-Induced FluorescenceD6235 Practice for Expedited Site Ch
24、aracterization of Vadose Zone and Groundwater Contamination at Hazardous WasteContaminated SitesD6274 Guide for Conducting Borehole Geophysical Logging - GammaD6282D6282/D6282M Guide for Direct Push Soil Sampling for Environmental Site CharacterizationsD7242/D7242M Practice for Field Pneumatic Slug
25、(Instantaneous Change in Head) Tests to Determine Hydraulic Properties ofAquifers with Direct Push Groundwater SamplersD8037/D8037M Practice for Direct Push Hydraulic Logging for Profiling Variations of Permeability in Soils3. Terminology3.1 Definitions:3.1.1 For definitions of terms related to this
26、 standard, refer to Terminology D653.3.1.2 coeffcient of permeability, k, LT-1the rate of discharge of water under laminar flow conditions through a unitcross-sectional area of a porous medium under a unit hydraulic gradient and standard temperature conditions (usually 20C).3.1.3 hydraulic conductiv
27、ity, kthe rate of discharge of water under laminar flow conditions through a unit cross-sectional areaof porous medium under a unit hydraulic gradient and standard temperature conditions 20C.3.1.3.1 DiscussionIn hydraulic conductivity testing, the term coefficient of permeability is often used inste
28、ad of hydraulic conductivity, andcolloquially the term permeability is often used interchangeably with hydraulic conductivity. The terms are used interchangeablyin this standard as different information resources are cited in the document that use different terms. A more complete discussionof the te
29、rminology associated with Darcys law is given in the literature3.1.4 hydraulic conductivity (in field aquifer tests), nthe volume of water at the existing kinematic viscosity that will movein a unit time under a unit hydraulic gradient through a unit area measured at right angles to the direction of
30、 flow.3.2 Definitions of Terms Specific to This Standard:Standard in Accordance with D5778:3.2.1 baseline, na set of zero load readings, expressed in terms of apparent resistance, that are used as reference values duringperformance of testing and calibration.3.2.2 bentonite, nthe common name for dri
31、lling fluid additives and well construction products consisting mostly of naturallyoccurring sodium montmorillonite. Some bentonite products have chemical additives that may affect water quality analyses.3.2.1 cone, cone tip, nthe conical point of a cone penetrometer on which the end bearing compone
32、nt of penetration resistanceis developed.3 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standardsvolume information, refer to the standards Document Summary page on the ASTM website.D6067/D6067M 1723.2.
33、2 cone resistance, qc, nthe end bearingmeasured end-bearing component of penetration resistance. The resistance topenetration developed on the cone is equal to the vertical force applied to the cone divided by the cone base area.3.2.3 cone sounding, penetration test, na series of penetration reading
34、s performed at one location over the entire vertical depthwhen using a cone penetrometer. Also referred to as a cone sounding3.2.6 dissipation test, ntest where the dissipation of excess pore water pressure generated during push is monitored to evaluatedepth specific hydraulic conductivity and final
35、 pressure head of the soil when penetration is stopped.3.2.6.1 DiscussionEither complete or 50 % dissipation is monitored. Complete dissipation can be used to determine equilibrium pore water pressureand thus hydrostatic head at a point in the aquifer. The time required for dissipation depends on th
36、e soil type.3.2.4 electronic cone penetrometer, na friction cone penetrometer that uses force transducers, such as strain gagegauge loadcells, built into a nontelescoping penetrometer tip for measuring within the penetrometer tip, the components of penetrationresistance.3.2.5 electronic piezocone pe
37、netrometer, nan electronic cone penetrometer equipped with a low-volume low volume fluidchamber, porous element, and pressure transducer for determination of pore water pressure at the porous element soilinterface.interface measured simultaneously with end bearing and frictional components of penetr
38、ation resistance.3.2.9 end bearing resistance, nsame as cone resistance or tip resistance, qc.3.2.6 equilibrium pore water pressure, uo, nat rest water pressure at depth of interest. Same as hydrostatic head. D6533.2.7 excess pore water pressure, u = uuo0, nthe difference between pore water pressure
39、 measured as the penetratoin occurs,penetration occurs (u,u), and estimated equilibrium pore water pressure, pressure (uo0.), or: u = (u u0). Excess pore waterpressure can be either be positive or negative.negative for shoulder position filters.3.2.8 friction ratio, Rf, n the ratio of friction sleev
40、e resistance, f,fs, to cone resistance, qc, measured with the middle of thefriction sleeve at the same depth as the cone point. It is usually expressed as a percentage.3.2.9 friction reducer, na narrow local protuberance on the outside of the push rod surface, placed at a certain distance abovethe p
41、enetrometer tip, which is provided to reduce the total side friction on the push rods and allow for greater penetration depthsfor a given push capacity.3.2.10 friction sleeve resistance, fs, nthe friction component of penetration resistance developed on a friction sleeve, equal tothe shear force app
42、lied to the friction sleeve divided by its surface area.3.2.11 friction sleeve, nan isolated cylindrical sleeve section on a penetrometer tip upon which the friction component ofpenetration resistance develops.3.2.16 local friction, nsame as friction sleeve resistance.3.2.12 penetrometer, nan appara
43、tus consisting of a series of cylindrical push rods with a terminal body (end section) calledthe penetrometer tip and measuring devices for determination of the components of penetration resistance.3.2.13 penetrometer tip, nthe terminal body (end section) of the penetrometer which contains the activ
44、e elements that sensethe components of penetration resistance.3.2.14 piezocone, nsame as electronic piezocone penetrometer.3.2.15 piezocone pore pressure, u, nfluid pressure measured using the piezocone penetration test.3.2.16 push rods, nthe thick walled tubes or rods used to advance the penetromet
45、er tip.3.2.22 sleeve friction or resistance, nsame as friction sleeve resistance, f.3.2.23 stratigraphy, na classification of soil behavior type that categorizes soils of lateral continuity (2).3.3 Acronyms:Definitions of Terms Specific to This Standard:3.3.1 CPTbentonite, nCone Penetration Test.the
46、 common name for drilling fluid additives and well construction productsconsisting mostly of naturally occurring sodium montmorillonite. Some bentonite products have chemical additives that may affectwater quality analyses.3.3.2 PCPT ordissipation test, CPTunPiezocone Penetration Test.test where the
47、 dissipation of excess pore water pressuregenerated during push is monitored versus time to evaluate depth specific hydraulic conductivity and final pressure head of the soilwhen penetration is stopped. D57783.3.2.1 DiscussionD6067/D6067M 173Either complete or 50 % dissipation time is monitored. Com
48、plete dissipation can be used to determine equilibrium pore waterpressure and thus hydrostatic head at a point in the aquifer. The time required for dissipation depends on the soil type.3.3.3 soil behavior type index, Ic, nIndex where the normalized cone parameters Qt and Fr can be combined into one
49、 SoilBehavior Type index, Ic, where Ic is the radius of the essentially concentric circles that represent the boundaries between each SBTzone on the normalized soil behavior type classification charts.3.3.3.1 DiscussionIc is determined by equation using normalized tip resistance, friction ratio and is a function and effective confining stresses. Forthe equation for Ic, refer to references by Lunne Practice D3740 provides a means of evaluating some of those factors.Practice D3740 was developed for agencies engaged in the laborato
