1、Designation: D6067 10Standard Practice forUsing the Electronic Piezocone Penetrometer Tests forEnvironmental Site Characterization1This standard is issued under the fixed designation D6067; the number immediately following the designation indicates the year oforiginal adoption or, in the case of rev
2、ision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope*1.1 The electronic cone penetrometer test often is used todetermine subsurface stratigraphy for geotec
3、hnical 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 environmental site char-acterization applications involves furt
4、her 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 can be evalu-ated.1.2 The purpose of this practice is to
5、 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 often requires steam cleaning thepush rods and grouting t
6、he 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 of grouting procedures is discussed inGuide D6001.1.4 T
7、he electronic cone penetrometer may be be combinedwith other direct push sampling and testing methods. Estimatedsoil types can be confirmed by soil sampling (Guide D6282).Cone penetrometer tests are often used to locate aquifers forinstallation of wells (Practice D5092, Guide D6274). Conepenetromete
8、rs can be equipped with additional sensors forground water quality evaluations (Practice D6187). Location ofother sensors must conform to requirements of Test MethodD5778.1.5 This practice is applicable only at sites where chemical(organic and inorganic) wastes are a concern and is notintended for u
9、se at radioactive or mixed (chemical and radio-active) waste sites.1.6 The values stated in SI units are to be regarded asstandard. No other units of measurement are included in thisstandard.1.7 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It
10、is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.1.8 Standard PracticeThis practice offers a set of instruc-tions for performing one or more specific operations. Thisdocumen
11、t cannot replace education or experience and shouldbe used in conjunction with professional judgment. Not allaspects of this practice may be applicable in all circumstances.This ASTM standard is not intended to represent or replace thestandard of care by which the adequacy of a given professionalser
12、vice must be judged, nor should this document be appliedwithout consideration of a projects many unique aspects. Theword 9Standard9 in the title means only that the document hasbeen approved through the ASTM consensus process.2. Referenced Documents2.1 ASTM Standards:3C150 Specification for Portland
13、 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 Engineering Design and ConstructionD5088 Practice for Decontamination of Field EquipmentUsed at Waste SitesD5092 Prac
14、tice for Design and Installation of Ground WaterMonitoring WellsD5778 Test Method for Electronic Friction Cone and Piezo-cone Penetration Testing of Soils1This practice is under the jurisdiction of ASTM Committee D18 on Soil andRock and is the direct responsibility of Subcommittee D18.21 on Ground W
15、ater andVadose Zone Investigations.Current edition approved May 1, 2010. Published June 2010. Originallyapproved in 1996. Last previous edition approved in 2003 as D606796(2003) DOI:10.1520/D6067-10.2The boldface numbers in parentheses refer to the list of references at the end ofthis guide.3For ref
16、erenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.1*A Summary of Changes section appears at the end of this standard.Co
17、pyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.D6001 Guide for Direct-Push Ground Water Sampling forEnvironmental Site CharacterizationD6187 Practice for Cone Penetrometer Technology Charac-terization of Petroleum Contaminated Sites wi
18、th NitrogenLaser-Induced FluorescenceD6274 Guide for Conducting Borehole Geophysical Log-ging - GammaD6282 Guide for Direct Push Soil Sampling for Environ-mental Site Characterizations3. Terminology3.1 Definitions:3.1.1 For definitions of terms related to this standard, referto Terminology D653.3.1.
19、2 hydraulic conductivity (in field aquifer tests), nthevolume of water at the existing kinematic viscosity that willmove in a unit time under a hydraulic gradient through a unitarea measured at right angles to the direction of flow.3.2 Definitions of Terms Specific to This Standard:3.2.1 baseline, n
20、a set of zero load readings, expressed interms of apparent resistance, that are used as reference valuesduring performance of testing and calibration.3.2.2 bentonite, nthe common name for drilling fluidadditives and well construction products consisting mostly ofnaturally occurring sodium montmorill
21、onite. Some bentoniteproducts have chemical additives that may affect water qualityanalyses.3.2.3 cone, nthe conical point of a cone penetrometer onwhich the end bearing component of penetration resistance isdeveloped.3.2.4 cone resistance, qc, n the end bearing component ofpenetration resistance.3.
22、2.5 cone sounding, na series of penetration readingsperformed at one location over the entire depth when using acone penetrometer.3.2.6 dissipation test, ntest where the dissipation of ex-cess pore water pressure generated during push is monitored toevaluate depth specific hydraulic conductivity and
23、 final pres-sure head of the soil when penetration is stopped.3.2.6.1 DiscussionEither complete or 50 % dissipation ismonitored. Complete dissipation can be used to determineequilibrium pore water pressure and thus hydrostatic head at apoint in the aquifer. The time required for dissipation dependso
24、n the soil type.3.2.7 electronic cone penetrometer, na friction cone pen-etrometer that uses force transducers, such as strain gage loadcells, built into a nontelescoping penetrometer tip for measur-ing within the penetrometer tip, the components of penetrationresistance.3.2.8 electronic piezocone p
25、enetrometer, n an electroniccone penetrometer equipped with a low-volume fluid chamber,porous element, and pressure transducer for determination ofpore pressure at the porous element soil interface.3.2.9 end bearing resistance, nsame as cone resistance ortip resistance, qc.3.2.10 equilibrium pore wa
26、ter pressure, uo, nat rest waterpressure at depth of interest. Same as hydrostatic head. D6533.2.11 excess pore water pressure, uuo, nthe differencebetween pore pressure measured as the penetratoin occurs, u,and estimated equilibrium pore water pressure, uo. Excess porepressure can be either positiv
27、e or negative.3.2.12 friction ratio, Rf, n the ratio of friction sleeveresistance, f, 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.3.2.13 friction reducer, na narrow local protuberance onthe outside
28、 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.3.2.14 friction sleeve resistance, fs, nthe friction compo-nent of penetration resis
29、tance developed on a friction sleeve,equal to the shear force applied to the friction sleeve divided byits surface area.3.2.15 friction sleeve, nan isolated cylindrical sleevesection on a penetrometer tip upon which the friction compo-nent of penetration resistance develops.3.2.16 local friction, ns
30、ame as friction sleeve resistance.3.2.17 penetrometer, nan apparatus consisting of a seriesof cylindrical push rods with a terminal body (end section)called the penetrometer tip and measuring devices for deter-mination of the components of penetration resistance.3.2.18 penetrometer tip, nthe termina
31、l body (end section)of the penetrometer which contains the active elements thatsense the components of penetration resistance.3.2.19 piezocone, nsame as electronic piezocone pen-etrometer.3.2.20 piezocone pore pressure, u, nfluid pressure mea-sured using the piezocone penetration test.3.2.21 push ro
32、ds, nthe thick walled tubes or rods used toadvance the penetrometer tip.3.2.22 sleeve friction or resistance, nsame as frictionsleeve resistance, f.3.2.23 stratigraphy, na classification of soil behavior typethat categorizes soils of lateral continuity (4).3.3 Acronyms:3.3.1 CPTCone Penetration Test
33、.3.3.2 PCPT or CPTuPiezocone Penetration Test. D57783.4 Abbreviations:3.4.1 t50time for dissipation of 50 percent of the excessexcess pore water pressure during dissipation tests.4. Significance and Use4.1 Environmental site characterization projects almost al-ways require information regarding subs
34、urface soil stratigra-phy and hydraulic parameters related to ground water flow rateand direction. Soil stratigraphy often is determined by variousdrilling procedures and interpreting the data collected onborehole logs. The electronic piezocone penetrometer test isanother means of determining soil s
35、tratigraphy that may befaster, less expensive, and provide greater resolution of the soilunits than conventional drilling and sampling methods. Forenvironmental site characterization applications, the electronicpiezocone also has the additional advantage of not generatingcontaminated cuttings that m
36、ay present other disposal prob-lems (2, 3, 4, 5, 6, 7, 8, 15). Investigators may obtain soilsamples from adjacent borings for correlation purposes, butprior information or experience in the same area may precludeD6067 102the need for borings (1). Most cone penetrometer rigs areequipped with direct p
37、ush soil samplers (Guide D6282) thatcan be used to confirm soil types.4.2 The electronic piezocone penetration test is an in situinvestigation method involving:4.2.1 Pushing an electronically instrumented probe into theground (see Fig. 1 for a diagram of a typical cone penetrom-eter). The position o
38、f the pore pressure element may vary butis typically located in the u2position (Test Method D5778).4.2.2 Recording force resistances, such as tip resistance,local friction, and pore water pressure.4.2.3 Data interpretation.4.2.3.1 The most common use of the interpreted data isstratigraphy based on s
39、oil behavior types. Several charts areavailable. A typical CPT soil behavior type classification chartis shown in Figs. 2 and 3 (9). The first step in determining theextent and motion of contaminants is to determine the subsur-face stratigraphy. Since the contaminants will migrate withground water f
40、lowing through the more permeable strata, it isimpossible to characterize an environmental site without validstratigraphy. Cone penetrometer data has been used as astratigraphic tool for many years. The pore pressure channel ofthe cone can be used to determine the depth to the water tableor to locat
41、e perched water zones.4.2.3.2 Hydraulic conductivity can be estimated based onsoil behavior type (Figs. 4 and 5). These estimates span two tothree orders of magnitude. Alternately, pore pressure data (4.5)can be used for refined estimates of hydraulic conductivity.4.3 When attempting to retrieve a s
42、oil gas or water sample,it is advantageous to know where the bearing zones (permeablezones) are located. Although soil gas and water can beretrieved from on-bearing zones such as clays, the length oftime required usually makes it impractical. Soil gas and watersamples can be retrieved much faster fr
43、om permeable zones,such as sands. The cone penetrometer tip and friction datagenerally can identify and locate the bearing zones andnonbearing zones less than a foot thick very accurately.4.4 The electronic cone penetrometer test is used in avariety of soil types. Lightweight equipment with reaction
44、weights of less than 10 tons generally are limited to soils withrelatively small grain sizes. Typical depths obtained are 20 to40 m, but depths to over 70 m with heavier equipmentweighing 20 tons or more are not uncommon. Since penetra-tion is a direct result of vertical forces and does not includer
45、otation or drilling, it cannot be utilized in rock or heavilycemented soils. Depth capabilities are a function of manyfactors including:4.4.1 The force resistance on the tip,4.4.2 The friction along the push rods,4.4.3 The force and reaction weight available,4.4.4 Rod support provided by the soil, a
46、ndFIG. 1 Electronic Cone Penetrometer (Test Method D5778-07)D6067 1034.4.5 Large grained materials causing nonvertical deflectionor unacceptable tool wear.4.4.6 Depth is always site dependent. Local experience isdesirable.4.5 Pore Pressure Data:4.5.1 Excess pore water pressure data often are used in
47、environmental site characterization projects to identify thin soillayers that will either be aquifers or aquitards. The porepressure channel often can detect these thin layers even if theyare less than 20 mm thick.4.5.2 Excess pore water pressure data taken during push areused to provide an indicati
48、on of relative hydraulic conductivity.Excess pore water pressure is generated during an electroniccone penetrometer test. Generally, high excess pore waterpressure indicates the presence of aquitards (clays), and lowexcess pore water pressure indicates the presence of aquifers(sands). This is not al
49、ways the case, however. For example,some silty sands and over-consolidated soils generate negativepore pressures if monitored above the shoulder of the cone tip.See Fig. 1. The balance of the data, therefore, also must beevaluated. There have been methods proposed to estimatehydraulic conductivity from excess pore water pressure mea-surements (10, 14, 16).4.5.3 Dissipation Tests:4.5.3.1 In general, since the ground water flows primarilythrough sands and not clays, modeling the flow through thesands is most critical. The pore pressure data also can bem
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