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ASTM D6276-19

(Test Method)

Standard Test Method for Using pH to Estimate the Soil-Lime Proportion Requirement for Soil Stabilization

Standard Test Method for Using pH to Estimate the Soil-Lime Proportion Requirement for Soil Stabilization

SIGNIFICANCE AND USE
5.1 The soil-lime pH test is performed as a test to indicate the soil-lime proportion needed to maintain the elevated pH necessary for sustaining the reactions required to stabilize a soil. The test derives from Eades and Grim.4  
5.2 Performance tests are normally conducted in a laboratory to verify the results of this test method.  
5.3 This test method will not provide reliable information relative to the potential reactivity of a particular soil, nor will it provide information on the magnitude of increased strength to be realized upon treatment of this soil with the indicated percentage of lime.  
5.4 This test method can be used to estimate the percentage of lime as hydrated lime or quicklime needed to produce a lime stabilized soil. Common candidate soils contain clay minerals and have a Plasticity Index ≥10.  
5.5 Agricultural lime (crushed limestone) will not stabilize soil.
Note 2: The quality of the result produced by this standard is dependent on the competence of the personnel performing it and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method provides a means for estimating the soil-lime proportion requirement for stabilization of a soil. This test method is performed on soil passing the 425μm (No. 40) sieve. The optimum soil-lime proportion for soil stabilization is determined by tests of specific characteristics of stabilized soil such as unconfined compressive strength or plasticity index.  
1.2 Some highly alkaline by-products (lime kiln dust, cement kiln dust, carbide lime, and so forth) have been successfully used to stabilize soil. This test method is not intended for these materials and any such product would need to be tested for specific characteristics as indicated in 1.1.  
1.3 This test method is used to determine the percentage of lime that results in a soil-lime pH of approximately 12.4.
Note 1: Under ideal laboratory conditions of 25°C and sea level elevation, the pH of the lime-soil-water solution should be 12.4.  
1.4 Lime is not an effective stabilizing agent for all soils. Some soil components such as sulfates, phosphates, organics, and iron can adversely affect soil-lime reactions and may produce erroneous results using this test method.  
1.5 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.6 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.6.1 The procedures used to specify how data are collected/ recorded and calculated in the standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of these test methods to consider significant digits used in analysis for engineering data.  
1.7 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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.8 This international standard was developed in accordance with internationally recognized principles on st...

General Information

Status
Published
Publication Date
31-Jan-2019
ICS
13.080.99 - Other standards related to soil quality
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.15 - Stabilization With Admixtures
Current Stage
Ref Project

Relations

Refers
ASTM D4753-15 - Standard Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and Construction Materials Testing
Effective Date
01-May-2015
Refers
ASTM C977-18 - Standard Specification for Quicklime and Hydrated Lime for Soil Stabilization
Effective Date
01-Oct-2018
Refers
ASTM D2216-19 - Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
Effective Date
01-Mar-2019
Refers
ASTM D3740-19 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
Effective Date
01-Oct-2019
Refers
ASTM D653-14 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
Effective Date
01-Aug-2014

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ASTM D6276-19 - Standard Test Method for Using pH to Estimate the Soil-Lime Proportion Requirement for Soil StabilizationASTM D6276-19 - Standard Test Method for Using pH to Estimate the Soil-Lime Proportion Requirement for Soil Stabilization
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ASTM D6276-19 - Standard Test Method for Using pH to Estimate the Soil-Lime Proportion Requirement for Soil Stabilization
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Standards Content (Sample)

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: D6276 − 19
Standard Test Method for
Using pH to Estimate the Soil-Lime Proportion Requirement
1
for Soil Stabilization
This standard is issued under the fixed designation D6276; 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* increase or reduce significant digits of reported data to be
commensuratewiththeseconsiderations.Itisbeyondthescope
1.1 This test method provides a means for estimating the
of these test methods to consider significant digits used in
soil-limeproportionrequirementforstabilizationofasoil.This
analysis for engineering data.
test method is performed on soil passing the 425µm (No. 40)
1.7 This standard does not purport to address all of the
sieve.Theoptimumsoil-limeproportionforsoilstabilizationis
safety concerns, if any, associated with its use. It is the
determined by tests of specific characteristics of stabilized soil
responsibility of the user of this standard to establish appro-
such as unconfined compressive strength or plasticity index.
priate safety, health, and environmental practices and deter-
1.2 Some highly alkaline by-products (lime kiln dust, ce-
mine the applicability of regulatory limitations prior to use.
ment kiln dust, carbide lime, and so forth) have been success-
1.8 This international standard was developed in accor-
fully used to stabilize soil. This test method is not intended for
dance with internationally recognized principles on standard-
these materials and any such product would need to be tested
ization established in the Decision on Principles for the
for specific characteristics as indicated in 1.1.
Development of International Standards, Guides and Recom-
1.3 This test method is used to determine the percentage of
mendations issued by the World Trade Organization Technical
lime that results in a soil-lime pH of approximately 12.4.
Barriers to Trade (TBT) Committee.
NOTE 1—Under ideal laboratory conditions of 25°C and sea level
elevation, the pH of the lime-soil-water solution should be 12.4. 2. Referenced Documents
2
1.4 Lime is not an effective stabilizing agent for all soils. 2.1 ASTM Standards:
Some soil components such as sulfates, phosphates, organics,
C977 Specification for Quicklime and Hydrated Lime for
and iron can adversely affect soil-lime reactions and may Soil Stabilization
produce erroneous results using this test method.
D421 Practice for Dry Preparation of Soil Samples for
Particle-Size Analysis and Determination of Soil Con-
1.5 Units—The values stated in SI units are to be regarded
3
stants (Withdrawn 2016)
as standard. No other units of measurement are included in this
D653 Terminology Relating to Soil, Rock, and Contained
standard.
Fluids
1.6 All observed and calculated values shall conform to the
D1193 Specification for Reagent Water
guidelines for significant digits and rounding established in
D1293 Test Methods for pH of Water
Practice D6026.
D2216 Test Methods for Laboratory Determination of Water
1.6.1 Theproceduresusedtospecifyhowdataarecollected/
(Moisture) Content of Soil and Rock by Mass
recorded and calculated in the standard are regarded as the
D3740 Practice for Minimum Requirements for Agencies
industry standard. In addition, they are representative of the
Engaged in Testing and/or Inspection of Soil and Rock as
significant digits that generally should be retained. The proce-
Used in Engineering Design and Construction
dures used do not consider material variation, purpose for
D4753 Guide for Evaluating, Selecting, and Specifying Bal-
obtaining the data, special purpose studies, or any consider-
ances and Standard Masses for Use in Soil, Rock, and
ations for the user’s objectives; and it is common practice to
Construction Materials Testing
1
Thistestmethodisunder the jurisdiction ofASTM CommitteeD18onSoiland
2
Rock and is the direct responsibility of Subcommittee D18.15 on Stabilization With For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Admixtures. contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Current edition approved Feb. 1, 2019. Published February 2019. Originally Standards volume information, refer to the standard’s Document Summary page on
approved in 1998. Last previous edition approved in 2006 as D6276 – 99a(2006), the ASTM website.
3
which was withdrawn July 2015 and reinstated in February 2019. DOI: 10.1520/ The last approved version of this historical standard is referenced on
D6276
...

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1.3 Units—The values stated in SI units are to be regarded as the standard. No other units of measurement are included in this standard.  
1.4 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this test method.  
1.4.1 The procedures used to specify how data are collected/recorded and calculated in the standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of these test methods to consider significant digits used in analysis methods for engineering data.  
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5.1 Understanding the mechanical properties of frozen soils is of primary importance to frozen ground engineering. Data from strain rate controlled compression tests are necessary for the design of most foundation elements embedded in, or bearing on frozen ground. They make it possible to predict the time-dependent settlements of piles and shallow foundations under service loads, and to estimate their short and long-term bearing capacity. Such tests also provide quantitative parameters for the stability analysis of underground structures that are created for permanent or semi-permanent use.  
5.2 It must be recognized that the structure of frozen soil in situ and its behavior under load may differ significantly from that of an artificially prepared specimen in the laboratory. This is mainly due to the fact that natural permafrost ground may contain ice in many different forms and sizes, in addition to the pore ice contained in a small laboratory specimen. These large ground-ice inclusions (such as ice lenses, a dominant horizontal, lens-shaped body of ice of any dimensions) will considerably affect the time-dependent behavior of full-scale engineering structures.  
5.3 In order to obtain reliable results, high-quality intact representative permafrost samples are required for compression strength tests. The quality of the sample depends on the type of frozen soil sampled, the in situ thermal condition at the time of sampling, the sampling method, and the transportation and storage procedures prior to testing. The best testing program can be ruined by poor-quality samples. In addition, one must always keep in mind that the application of laboratory results to practical problems requires much caution and engineering judgment.
Note 1: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generall...
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1.1 This test method covers the determination of the strength behavior of cylindrical specimens of frozen soil, subjected to uniaxial compression under controlled rates of strain. It specifies the apparatus, instrumentation, and procedures for determining the stress-strain-time, or strength versus strain rate relationships for frozen soils under deviatoric creep conditions.  
1.2 Values stated in SI units are to be regarded as the standard.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 For the purposes of comparing measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal or significant digits in the specified limits.  
1.3.2 The procedures used to specify how data are collected/recorded or calculated, in this standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analytical methods for engineering design.  
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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.5 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of ...

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ASTM
ASTM D2168-10(2018)(Practice)
Standard Practices for Calibration of Laboratory Mechanical-Rammer Soil Compactors

SIGNIFICANCE AND USE
3.1 Mechanical compactors are commonly used to replace the hand compactors required for Test Methods D698 and D1557 in cases where it is necessary to increase production.  
3.2 The design of mechanical compactors is such that it is necessary to have a calibration process that goes beyond determining the mass and drop of the hammer.
Note 1: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria in Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/and the like. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
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1.1 These practices for the calibration of mechanical soil compactors are for use in checking and adjusting mechanical devices used in laboratory compacting of soil and soil-aggregate in accordance with Test Methods D698, D1557, Practice D6026, and other methods of a similar nature that might specify these practices. Calibration for use with one practice does not qualify the equipment for use with another practice.  
1.2 The weight of the mechanical rammer is adjusted as described in 5.4 and 6.5 in order to provide for the mechanical compactor to produce the same result as the manual compactor.  
1.3 Two alternative procedures are provided as follows:    
Section  
Practice A  
Calibration based on the compaction of a
selected soil sample  
5  
Practice B  
Calibration based on the deformation of a
standard lead cylinder  
6  
1.4 If a mechanical compactor is calibrated in accordance with the requirements of either Practice A or Practice B, it is not necessary for the mechanical compactor to meet the requirements of the other practice.  
1.5 The values stated in inch-pound units are to be regarded as the standard. The values given in parentheses are for information only.  
1.5.1 It is common practice in the engineering profession to concurrently use pounds to represent both a unit of mass (lbm) and a force (lbf). This implicitly combines two separate systems of units; that is, the absolute system and the gravitational system. It is scientifically undesirable to combine the use of two separate sets of inch-pound units within a single standard. This standard has been written using the gravitational system of units when dealing with the inch-pound system. In this system, the pound (lbf) represents a unit of force (weight). However, the use of balances or scales recording pounds of mass (lbm) or the recording of density in lbm/ft3 shall not be regarded as a nonconformance with this standard.  
1.6 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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.  
1.7 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM
ASTM D8152-18(Practice)
Standard Practice for Measuring Field Infiltration Rate and Calculating Field Hydraulic Conductivity Using the Modified Philip Dunne Infiltrometer Test

SIGNIFICANCE AND USE
5.1 This practice shall only be used on soils having infiltration rates ranging from 2.5 mm/h (field hydraulic conductivity of 6.9 × 10-7 m/s) to 15000 mm/h (field hydraulic conductivity of 4.0 × 10-3 m/s).  
5.2 This practice is useful for field measurement of the infiltration rate and calculation of field hydraulic conductivity of soils. It was initially developed for stormwater treatment applications, and has been used to design, verify the construction of, and perform annual testing on surface drainage applications such as rain gardens or storm water collection systems (1). Other suitable applications include evaluation of potential septic-tank disposal fields (ASTM D5879 and D5921), leaching and drainage efficiencies, irrigation requirements, erosion potential, forestry, agriculture, and water spreading and recharge, among other applications. This test is not intended for use in hydraulic barriers/seals such as landfill liners, nuclear waste repositories, or the core of a dam. This test is also not intended for use in soils that experience changes in volume during infiltration, such as collapsible or expansive soils.  
5.3 Field hydraulic conductivity can only be calculated when the hydraulic boundary conditions are known, such as hydraulic gradient and the extent of lateral flow of water, or these can be reliably estimated.
Note 1: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.  
5.4 A mathematical analysis has been developed for this test that follows the Green-Ampt a...
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1.1 This practice describes a procedure for field measurement of the infiltration rate of liquid (typically water) into soils using the modified Philip Dunne (MPD) infiltrometer. The data from the field measurement is then used to calculate the field hydraulic conductivity. Soils should be regarded as natural occurring fine or coarse-grained soils or processed materials or mixtures of natural soils and processed materials, or other porous materials, and which are basically insoluble and are in accordance with requirements of 5.1.  
1.2 This practice may be conducted at the ground surface or at given depths in pits, on bare soil or with vegetation in place, depending on the conditions for which infiltration rates are desired. However, this practice cannot be conducted where the test surface is at or below the groundwater table, a perched water table, or the capillary fringe.  
1.3 This practice is for soils within a range of infiltration rate range defined in 5.1, as long as an adequate seal can be made between the MPD Infiltrometer base and the soil being tested. In highly permeable soils, readings can be taken at shorter intervals, to ensure that enough data are collected to determine the infiltration rate.  
1.4 The field measurement is a falling head test that can be performed relatively quickly (30 to 60 minutes) in silty sand or clayey sand soils suitable for stormwater infiltration practices. It is suitable for testing several locations across a site, to characterize the spatial variability of the infiltration rate throughout the site.  
1.5 The field measurement can be used to measure the infiltration rate, which can be used to calculate the field hydraulic conductivity. The field hydraulic conductivity can be used as an index to compare the suitability of soils for use in the development of surface drainage applications (for example, rain gardens or stormwater fills).  
1.6 Units—The values stated in SI unit...

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ASTM
ASTM D6032/D6032M-17(Test Method)
Standard Test Method for Determining Rock Quality Designation (RQD) of Rock Core

SIGNIFICANCE AND USE
5.1 The RQD was first introduced in the mid 1960s to provide a simple and inexpensive general indication of rock mass quality to predict tunneling conditions and support requirements. The recording of RQD has since become virtually standard practice in drill core logging for a wide variety of geotechnical explorations.  
5.2 The use of RQD values has been expanded to provide a basis for making preliminary design and constructability decisions involving excavation for foundations of structures, or tunnels, open pits, and many other applications. The RQD values also can serve to identify potential problems related to bearing capacity, settlement, erosion, or sliding in rock foundations. The RQD can provide an indication of rock quality in quarries for issues involving concrete aggregate, rockfill, or large riprap.  
5.3 The RQD has been widely used as a warning indicator of low-quality rock zones that may need greater scrutiny or require additional borings or other investigational work. This includes rocks with certain time-dependent qualities that by determining the RQD again after 24 h, under well-controlled conditions, can assist in determining durability.  
5.4 The RQD is a basic component of many rock mass classification systems, such as rock mass rating (RMR) and Q-System, for engineering purposes. See D5878 and 2,3.  
5.5 When needed, drill holes in different directions can be used to determine the RQD in three dimensions.  
5.6 The concept of RQD can be used on any rock outcrop or excavation surface using line surveys as well. However, this topic is not covered by this standard.
Note 2: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with...
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1.1 This test method covers the determination of the rock quality designation (RQD) as a standard parameter in drill core logging of a core sample in addition to the commonly obtained core recovery value (Practice D2113); however there may be some variations between different disciplines, such as mining and civil projects.  
1.2 This standard does not cover any RQD determinations made by other borehole methods (such as acoustic or optical televiewer) and which may not give the same data or results as on the actual core sample(s).  
1.3 There are many drilling and lithologic variations that could affect the RQD results. This standard provides examples of many common and some unusual situations that the user of this standard needs to understand to use this standard and cannot expect it to be all inclusive for all drilling and logging scenarios. The intent is to provide a baseline of examples for the user to take ownership and watch for similar, additional or unique geological and procedural issues in their specific drilling programs.  
1.4 This standard uses the original calculation methods by D.U. Deere to determine an RQD value and does not cover other calculation or analysis methods; such as Monte Carlo.  
1.5 The RQD in this test method only denotes the percentage of intact and sound rock in a core interval, defined by the test program, and only of the rock mass in the direction of the drill hole axis, at a specific location. A core interval is typically a core run but can be a lithological unit or any other interval of core sample relevant to the project.  
1.6 RQD was originally introduced for use with conventional drilling of N-size core with diameter of 54.7 mm (2.155 in.). However, this test method covers all types of core barrels and core sizes from BQ to PQ, which are normally acceptable for measuring determining RQD as long as proper drilling techniques are used that do not cause excess core breakage or po...

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