ASTM D6067D6067M-17 Standard Practice for Using the Electronic Piezocone Penetrometer Tests for Environmental Site Characterization and Estimation of Hydraulic Conductivity.pdf

1、Designation: D6067/D6067M 17Standard Practice forUsing the Electronic Piezocone Penetrometer Tests forEnvironmental Site Characterization and Estimation ofHydraulic Conductivity1This standard is issued under the fixed designation D6067/D6067M; the number immediately following the designation indicat

2、es theyear 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 penetrometer test often

3、is used todetermine subsurface stratigraphy for geotechnical and envi-ronmental site characterization purposes (1).2The geotechnicalapplication of the electronic cone penetrometer test is dis-cussed in detail in Test Method D5778, however, the use of theelectronic cone penetrometer test in environme

4、ntal site char-acterization applications involves further considerations thatare not discussed. For environmental site characterization, it ishighly recommended to use the Piezocone (PCPT or CPTu)option in Test Method D5778 so information on hydraulicconductivity and aquifer hydrostatic pressures ca

5、n be evalu-ated.1.2 The purpose of this practice is to discuss aspects of theelectronic cone penetrometer test that need to be consideredwhen performing tests for environmental site characterizationpurposes.1.3 The electronic cone penetrometer test for environmentalsite characterization projects oft

6、en requires steam cleaning thepush rods and grouting the hole. There are numerous ways ofcleaning and grouting depending on the scope of the project,local regulations, and corporate preferences. It is beyond thescope of this practice to discuss all of these methods in detail.A detailed explanation o

7、f grouting procedures is discussed inGuide D6001.1.4 Cone penetrometer tests are often used to locate aquiferzones for installation of wells (Practice D5092/D5092M,Guide D6274). The cone test may be combined with directpush soil sampling for confirming soil types (Guide D6282/D6282M). Direct push hy

8、draulic injection profiling (PracticeD8037/D8037M) is another complementary test for estimatinghydraulic conductivity and direct push slug tests (D7242/D7242M) and used for confirming estimates. Cone penetrom-eters can be equipped with additional sensors for groundwaterquality evaluations (Practice

9、D6187). Location of other sensorsmust 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 notintended for use at radioactive or mixed (chemical and radio-active) waste sites due to specialized mo

10、nitoring requirementsof drilling equipment.1.6 UnitsThe values stated in either SI units or in-lb units(presented in brackets) are to be regarded separately asstandard. The values stated in each system may not be exactequivalents; therefore, each system shall be used independentlyof the other. Units

11、 for conductivity are either m/s or cm/sdepending on the sources cited.1.7 All observed and calculated values shall conform to theguidelines for significant digits and rounding established inPractice D6026, unless superseded by this standard.1.8 This standard does not purport to address all of thesa

12、fety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety, health, and environmental practices and deter-mine the applicability of regulatory limitations prior to use.1.9 This practice offers a set of instructions for perfor

13、mingone or more specific operations. This document cannot replaceeducation or experience and should be used in conjunctionwith professional judgment. Not all aspects of this practice maybe applicable in all circumstances. This ASTM standard is notintended to represent or replace the standard of care

14、 by whichthe adequacy of a given professional service must be judged,nor should this document be applied without consideration ofa projects many unique aspects. The word Standard in thetitle means only that the document has been approved throughthe ASTM consensus process.1.10 This international stan

15、dard was developed in accor-dance with internationally recognized principles on standard-ization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recom-mendations issued by the World Trade Organization TechnicalBarriers to Trade (TBT) Committee.1Thi

16、s practice is under the jurisdiction of ASTM Committee D18 on Soil andRock and is the direct responsibility of Subcommittee D18.21 on Groundwater andVadose Zone Investigations.Current edition approved Dec. 15, 2017. Published February 2018. Originallyapproved in 1996. Last previous edition approved

17、in 2010 as D606710. DOI:10.1520/D6067_D6067M-17.2The boldface numbers in parentheses refer to the list of references at the end ofthis guide.*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-

18、2959. United StatesThis international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recommendations issued by the World Trade Organization Technica

19、l Barriers to Trade (TBT) Committee.12. Referenced Documents2.1 ASTM Standards:3C150/C150M Specification for Portland CementD653 Terminology Relating to Soil, Rock, and ContainedFluidsD3740 Practice for Minimum Requirements for AgenciesEngaged in Testing and/or Inspection of Soil and Rock asUsed in

20、Engineering Design and ConstructionD5088 Practice for Decontamination of Field EquipmentUsed at Waste SitesD5092/D5092M Practice for Design and Installation ofGroundwater Monitoring WellsD5778 Test Method for Electronic Friction Cone and Piezo-cone Penetration Testing of SoilsD6001 Guide for Direct-

21、Push Groundwater Sampling forEnvironmental Site CharacterizationD6026 Practice for Using Significant Digits in GeotechnicalDataD6187 Practice for Cone Penetrometer Technology Charac-terization of Petroleum Contaminated Sites with NitrogenLaser-Induced FluorescenceD6235 Practice for Expedited Site Ch

22、aracterization of Va-dose Zone and Groundwater Contamination at HazardousWaste Contaminated SitesD6274 Guide for Conducting Borehole Geophysical Log-ging - GammaD6282/D6282M Guide for Direct Push Soil Sampling forEnvironmental Site CharacterizationsD7242/D7242M Practice for Field Pneumatic Slug (Ins

23、tan-taneous Change in Head) Tests to Determine HydraulicProperties of Aquifers with Direct Push GroundwaterSamplersD8037/D8037M Practice for Direct Push Hydraulic Loggingfor Profiling Variations of Permeability in Soils3. Terminology3.1 Definitions:3.1.1 For definitions of terms related to this stan

24、dard, referto Terminology D653.3.1.2 coeffcient of permeability, k, LT-1the rate of dis-charge of water under laminar flow conditions through a unitcross-sectional area of a porous medium under a unit hydraulicgradient and standard temperature conditions (usually 20C).3.1.3 hydraulic conductivity, k

25、the rate of discharge ofwater under laminar flow conditions through a unit cross-sectional area of porous medium under a unit hydraulicgradient and standard temperature conditions 20C.3.1.3.1 DiscussionIn hydraulic conductivity testing, theterm coefficient of permeability is often used instead ofhyd

26、raulic conductivity, and colloquially the term permeabilityis often used interchangeably with hydraulic conductivity. Theterms are used interchangeably in this standard as differentinformation resources are cited in the document that usedifferent terms.Amore complete discussion of the terminologyass

27、ociated with Darcys law is given in the literature3.1.4 hydraulic conductivity (in field aquifer tests), nthevolume of water at the existing kinematic viscosity that willmove in a unit time under a unit hydraulic gradient through aunit area measured at right angles to the direction of flow.3.2 Defin

28、itions of Terms Specific to This Standard in Accor-dance with D5778:3.2.1 cone tip, nthe conical point of a cone penetrometeron which the end bearing component of penetration resistanceis developed.3.2.2 cone resistance, qc,nthe measured end-bearingcomponent of penetration resistance. The resistance

29、 to penetra-tion developed on the cone is equal to the vertical force appliedto the cone divided by the cone base area.3.2.3 cone penetration test, na series of penetration read-ings performed at one location over the entire vertical depthwhen using a cone penetrometer. Also referred to as a conesou

30、nding3.2.4 electronic cone penetrometer, na friction cone pen-etrometer that uses force transducers, such as strain gauge loadcells, built into a nontelescoping penetrometer tip for measur-ing within the penetrometer tip, the components of penetrationresistance.3.2.5 electronic piezocone penetromete

31、r, nan electroniccone penetrometer equipped with a low volume fluid chamber,porous element, and pressure transducer for determination ofpore water pressure at the porous element soil interfacemeasured simultaneously with end bearing and frictionalcomponents of penetration resistance.3.2.6 equilibriu

32、m pore water pressure, uo,nat rest waterpressure at depth of interest. Same as hydrostatic head. D6533.2.7 excess pore water pressure, u = uu0,nthe differ-ence between pore water pressure measured as the penetrationoccurs (u), and estimated equilibrium pore water pressure (u0),or: u=(u u0). Excess p

33、ore water pressure can either bepositive or negative for shoulder position filters.3.2.8 friction ratio, Rf,nthe ratio of friction sleeveresistance, fs, to cone resistance, qc, measured with the middleof the friction sleeve at the same depth as the cone point. It isusually expressed as a percentage.

34、3.2.9 friction reducer, na narrow local protuberance on theoutside of the push rod surface, placed at a certain distanceabove the penetrometer tip, which is provided to reduce thetotal side friction on the push rods and allow for greaterpenetration depths for a given push capacity.3.2.10 friction sl

35、eeve resistance, fs,nthe friction compo-nent of penetration resistance developed on a friction sleeve,equal to the shear force applied to the friction sleeve divided byits surface area.3.2.11 friction sleeve, nan isolated cylindrical sleeve sec-tion on a penetrometer tip upon which the friction comp

36、onentof penetration resistance develops.3.2.12 penetrometer, nan apparatus consisting of a seriesof cylindrical push rods with a terminal body (end section)3For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of AST

37、MStandards volume information, refer to the standards Document Summary page onthe ASTM website.D6067/D6067M 172called the penetrometer tip and measuring devices for deter-mination of the components of penetration resistance.3.2.13 penetrometer tip, nthe terminal body (end section)of the penetrometer

38、 which contains the active elements thatsense the components of penetration resistance.3.2.14 piezocone, nsame as electronic piezocone pen-etrometer.3.2.15 piezocone pore pressure, u, nfluid pressure mea-sured using the piezocone penetration test.3.2.16 push rods, nthe thick walled tubes or rods use

39、d toadvance the penetrometer tip.3.3 Definitions of Terms Specific to This Standard:3.3.1 bentonite, nthe common name for drilling fluidadditives and well construction products consisting mostly ofnaturally occurring sodium montmorillonite. Some bentoniteproducts have chemical additives that may aff

40、ect water qualityanalyses.3.3.2 dissipation test, ntest where the dissipation of ex-cess pore water pressure generated during push is monitoredversus time to evaluate depth specific hydraulic conductivityand final pressure head of the soil when penetration is stopped.3.3.2.1 DiscussionEither complet

41、e or 50 % dissipationtime is monitored. Complete dissipation can be used todetermine equilibrium pore water pressure and thus hydrostatichead at a point in the aquifer. The time required for dissipationdepends on the soil type.3.3.3 soil behavior type index, Ic,nIndex where thenormalized cone parame

42、ters Qtand Frcan be combined intoone Soil Behavior Type index, Ic, where Icis the radius of theessentially concentric circles that represent the boundariesbetween each SBT zone on the normalized soil behavior typeclassification charts.3.3.3.1 DiscussionIcis determined by equation usingnormalized tip

43、 resistance, friction ratio and is a function andeffective confining stresses. For the equation for Ic, refer toreferences by Lunne & Robertson (1, 2).3.4 Symbols:3.4.1 Icsoil behavior type index.3.4.2 t50time for dissipation of 50 percent of the excesspore water pressure during dissipation tests.3.

44、4.3 uexcess pore pressure.3.4.4 qtCorrected cone resistanceThe cone resistanceqc corrected for pore water effects. qt = qc + u2(1- an).3.4.4.1 Discussion(Typical CPT an= net area ratio is 0.7to 0.8.)3.4.5 QtNormalized cone resistanceThe cone resistanceexpressed in a non-dimensional form and taking a

45、ccount of thein-situ vertical stresses. Qt = (qt v)/ v.3.4.6 QtnNormalized cone resistance (dimensionless)The cone resistance expressed in a non-dimensional formtaking account of the in-situ vertical stresses and where thestress exponent Qtn = (qt v)/ pa)*(pa/v)n.3.4.6.1 Discussion(n) varies with so

46、il type. Whenn=1,Qtn = Qt.3.4.7 kCoefficient of hydraulic conductivity or permeabil-ity (D18 Standards Preparation Manual).3.4.8 KIntrinsic (absolute) permeability in area units (D18Standards Preparation Manual).3.5 Acronyms:3.5.1 CPTCone Penetration Test.3.5.2 PCPT or CPTuPiezocone Penetration Test

47、. D57784. Significance and Use4.1 Environmental site characterization projects almost al-ways require information regarding subsurface soil stratigra-phy and hydraulic parameters related to groundwater flow rateand direction. Soil stratigraphy often is determined by variousdrilling procedures and in

48、terpreting the data collected onborehole logs. The electronic piezocone penetrometer test isanother means of determining soil stratigraphy that may befaster, less expensive, and provide greater resolution of the soilunits than conventional drilling and sampling methods. Forenvironmental site charact

49、erization applications, the electronicpiezocone also has the additional advantage of not generatingcontaminated cuttings that may present other disposal prob-lems (2, 3, 4, 5, 6, 7, 8, 9, 10). Investigators may obtain soilsamples from adjacent borings for correlation purposes, butprior information or experience in the same area may precludethe need for borings (11). Most cone penetrometer rigs areequipped with direct push soil samplers (Guide D6282/D6282M) that can be used to confirm soil types.4.2 The ele