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ASTM D6066-96e1

(Practice)

Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential

Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential

SCOPE
1.1 This practice outlines a procedure to obtain a record of normalized resistance of sands to the penetration of a standard sampler driven by a standard energy for estimating soil liquefaction potential during earthquakes. The normalized penetration resistance determined in this practice may be useful for determination of other engineering properties of sands.
1.2 This practice uses Test Method D 1586 with additions and modifications to minimize disturbance of saturated loose cohesionless sands during drilling. This practice combines results of Test Method D 1586 and interprets the data for normalization purposes.
1.3 Due to inherent variability of the SPT, guidance is given on test configuration and energy adjustments. Penetration resistance is adjusted for energy delivered in the penetration test. Energy adjustments can be estimated or measured and reported.
1.4 Standard practice for normalizing penetration resistance values is given. Penetration resistance data are normalized to a standard overburden stress level.
1.5 The normalized penetration resistance data may be used to estimate liquefaction resistance of saturated sands from earthquake shaking. Evaluation of liquefaction resistance may be applied to natural ground conditions or foundations for either planned or existing structures.
1.6 Using this practice representative disturbed samples of the soil can be collected for identification purposes.
1.7 This practice is limited to use in cohesionless soils (see Test Method D 2487 and classifications of SM, SW, SP, SP-SM, and SW-SM Practice D 2488). In most cases, testing is performed in saturated deposits below the water table. In some cases, dry sands may be tested (see 5.4). This practice is not applicable to lithified materials or fine grained soils. Gravel can interfere with the test and result in elevated penetration resistance values. Normalization of penetration resistance values for gravelly soils is beyond the scope of this practice.
1.8 Penetration resistance measurements often will involve safety planning, administration, and documentation. This practice does not purport to address all aspects of exploration and site safety. 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. Performance of the test usually involves use of a drill rig; therefore, safety requirements as outlined in applicable safety standards. For example, OSHA regulations, DCDMA safety manual, drilling safety manuals, and other applicable state and local regulations must be observed.
1.9 The values stated in inch-pound units are to be regarded as standard. Within the text, the SI units, are shown in parentheses. The values stated in each system are not equivalents, therefore, each system must be used independently of the other.
1.9.1 In pressure correction calculations, common units are ton/ft2, kg/cm2, atm, and bars. Since these units are approximately equal (within a factor of 1.1), many engineers prefer the use of these units in stress correction calculations. For those using kPa or kN/m2, 100 kPa is approximately equal to one ton/ft2. the stress exponent, n, (see 3.3.1) is approximately equal for these units.
1.10 This practice may not be applicable in some countries, states, or localities, where rules or standards may differ for applying penetration resistance to liquefaction estimates. Other practices exist for estimating soil instability from penetration resistance data. Procedures may change with advances in geotechnical engineering. It is dependent on the user in consultation with experienced engineers to select appropriate methods and correction to data. In earthquake engineering studies, many phenomena can affect soil instability. The practice reflects only one current ex...

General Information

Status
Historical
Publication Date
12-Oct-1998
ICS
13.080.99 - Other standards related to soil quality
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.02 - Sampling and Related Field Testing for Soil Evaluations
Current Stage
Ref Project

Relations

Replaced By
ASTM D6066-96(2004) - Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential
Effective Date
01-Nov-2004
Referred By
ASTM D4633-16 - Standard Test Method for Energy Measurement for Dynamic Penetrometers
Effective Date
13-Oct-1998
Referred By
ASTM D3550/D3550M-17 - Standard Practice for Thick Wall, Ring-Lined, Split Barrel, Drive Sampling of Soils
Effective Date
13-Oct-1998
Referred By
ASTM D1586/D1586M-18e1 - Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils
Effective Date
13-Oct-1998

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ASTM D6066-96e1 - Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction PotentialASTM D6066-96e1 - Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential
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ASTM D6066-96e1 - Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
e1
Designation:D6066–96
Standard Practice for
Determining the Normalized Penetration Resistance of
1
Sands for Evaluation of Liquefaction Potential
This standard is issued under the fixed designation D 6066; 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 (e) indicates an editorial change since the last revision or reapproval.
1
e NOTE—Paragraph 1.11 was added editorially October 1998.
1. Scope 1.8 Penetration resistance measurements often will involve
safety planning, administration, and documentation. This prac-
1.1 This practice outlines a procedure to obtain a record of
tice does not purport to address all aspects of exploration and
normalized resistance of sands to the penetration of a standard
site safety. This standard does not purport to address all of the
sampler driven by a standard energy for estimating soil
safety concerns, if any, associated with its use. It is the
liquefaction potential during earthquakes. The normalized
responsibility of the user of this standard to establish appro-
penetrationresistancedeterminedinthispracticemaybeuseful
priate safety and health practices and determine the applica-
for determination of other engineering properties of sands.
bility of regulatory limitations prior to use. Performance of the
1.2 This practice uses Test Method D 1586 with additions
test usually involves use of a drill rig; therefore, safety
and modifications to minimize disturbance of saturated loose
requirements as outlined in applicable safety standards. For
cohesionless sands during drilling. This practice combines
2 3
example, OSHA regulations, DCDMA safety manual, drill-
results of Test Method D 1586 and interprets the data for
ing safety manuals, and other applicable state and local
normalization purposes.
regulations must be observed.
1.3 Due to inherent variability of the SPT, guidance is given
1.9 The values stated in inch-pound units are to be regarded
on test configuration and energy adjustments. Penetration
as standard. Within the text, the SI units, are shown in
resistance is adjusted for energy delivered in the penetration
parentheses. The values stated in each system are not equiva-
test. Energy adjustments can be estimated or measured and
lents, therefore, each system must be used independently of the
reported.
other.
1.4 Standard practice for normalizing penetration resistance
1.9.1 In pressure correction calculations, common units are
values is given. Penetration resistance data are normalized to a
2 2
ton/ft , kg/cm , atm, and bars. Since these units are approxi-
standard overburden stress level.
matelyequal(withinafactorof1.1),manyengineerspreferthe
1.5 The normalized penetration resistance data may be used
use of these units in stress correction calculations. For those
to estimate liquefaction resistance of saturated sands from
2
using kPa or kN/m , 100 kPa is approximately equal to one
earthquake shaking. Evaluation of liquefaction resistance may
2
ton/ft . The stress exponent, n, (see 3.3.1) is approximately
be applied to natural ground conditions or foundations for
equal for these units.
either planned or existing structures.
1.10 This practice may not be applicable in some countries,
1.6 Using this practice representative disturbed samples of
states, or localities, where rules or standards may differ for
the soil can be collected for identification purposes.
applying penetration resistance to liquefaction estimates. Other
1.7 This practice is limited to use in cohesionless soils (see
practices exist for estimating soil instability from penetration
Test Method D 2487 and classifications of SM, SW, SP,
resistance data. Procedures may change with advances in
SP-SM, and SW-SM Practice D 2488). In most cases, testing is
geotechnical engineering. It is dependent on the user in
performed in saturated deposits below the water table. In some
consultation with experienced engineers to select appropriate
cases, dry sands may be tested (see 5.4). This practice is not
methods and correction to data. In earthquake engineering
applicabletolithifiedmaterialsorfinegrainedsoils.Gravelcan
studies, many phenomena can affect soil instability. The
interfere with the test and result in elevated penetration
practice reflects only one current exploration technique and
resistance values. Normalization of penetration resistance val-
method for normalizing penetration resistance data to a com-
ues for gravelly soils is beyond the scope of this practice.
mon level for comparisons to case history information.
1
This practice is under the jurisdiction of ASTM Committee D-18 on Soil and
2
Rock and is the direct responsibility of Subcommittee D18.02 on Sampling and Availab
...

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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...

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ASTM
ASTM D7300-18(Test Method)
Standard Test Method for Laboratory Determination of Strength Properties of Frozen Soil at a Constant Rate of Strain

SIGNIFICANCE AND USE
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...
SCOPE
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.
SCOPE
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...
SCOPE
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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