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ASTM D5439-95(2019)

(Test Method)

Standard Test Method for Determination of Sediment in Moellon

Standard Test Method for Determination of Sediment in Moellon

SIGNIFICANCE AND USE
3.1 This test method is intended for use in determining the toluene insoluble sediment contained in Moellon.
SCOPE
1.1 This test method covers the determination of the toluene insoluble sediment contained in Moellon. This test method was derived from Test Method D473.  
1.2 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.3 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.  
1.4 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.

General Information

Status
Published
Publication Date
31-Aug-2019
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D31 - Leather
Drafting Committee
D31.08 - Fats and Oils
Current Stage
Ref Project

Relations

Replaces
ASTM D5439-95(2012) - Standard Test Method for Determination of Sediment in Moellon
Effective Date
01-Sep-2019
Refers
ASTM D473-07(2017) - Standard Test Method for Sediment in Crude Oils and Fuel Oils by the Extraction Method
Effective Date
01-Jun-2017
Refers
ASTM D473-07(2012)e1 - Standard Test Method for Sediment in Crude Oils and Fuel Oils by the Extraction Method
Effective Date
01-Nov-2012
Refers
ASTM D473-07(2012) - Standard Test Method for Sediment in Crude Oils and Fuel Oils by the Extraction Method
Effective Date
01-Nov-2012
Refers
ASTM D4057-06(2011) - Standard Practice for Manual Sampling of Petroleum and Petroleum Products
Effective Date
01-Jun-2011
Refers
ASTM D473-07 - Standard Test Method for Sediment in Crude Oils and Fuel Oils by the Extraction Method
Effective Date
01-May-2007
Refers
ASTM D473-02(2006) - Standard Test Method for Sediment in Crude Oils and Fuel Oils by the Extraction Method
Effective Date
01-Nov-2006
Refers
ASTM D473-02 - Standard Test Method for Sediment in Crude Oils and Fuel Oils by the Extraction Method
Effective Date
10-Apr-2002
Refers
ASTM D4057-95(2000) - Standard Practice for Manual Sampling of Petroleum and Petroleum Products
Effective Date
10-Apr-2000

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ASTM D5439-95(2019) - Standard Test Method for Determination of Sediment in MoellonASTM D5439-95(2019) - Standard Test Method for Determination of Sediment in Moellon
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ASTM D5439-95(2019) - Standard Test Method for Determination of Sediment in Moellon
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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: D5439 − 95 (Reapproved 2019)
Standard Test Method for
Determination of Sediment in Moellon
This standard is issued under the fixed designation D5439; 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 3. Significance and Use
3.1 This test method is intended for use in determining the
1.1 This test method covers the determination of the toluene
toluene insoluble sediment contained in Moellon.
insolublesedimentcontainedinMoellon.Thistestmethodwas
derived from Test Method D473.
4. Apparatus
1.2 The values stated in SI units are to be regarded as
4.1 Extraction Apparatus (see Fig. 1 and Fig. 2), consisting
standard. No other units of measurement are included in this
of the parts described in 4.1.1 – 4.1.6.
standard.
4.1.1 ExtractionFlask,awide-neckErlenmeyerflaskof1-L
capacity.
1.3 This standard does not purport to address all of the
4.1.2 Condenser, a condenser in the form of a metal coil
safety concerns, if any, associated with its use. It is the
approximately 25 mm in diameter and 50 mm in length
responsibility of the user of this standard to establish appro-
attached to, and with the ends projecting through a lid of
priate safety, health, and environmental practices and deter-
sufficient diameter to cover the neck of the flask as shown in
mine the applicability of regulatory limitations prior to use.
Fig. 1. The coil should be made from stainless steel, tin,
1.4 This international standard was developed in accor-
tin-plated copper, or tin-plated brass tubing having an outside
dance with internationally recognized principles on standard-
diameter of 5 to 8 mm and a wall thickness of 1.5 mm. If
ization established in the Decision on Principles for the
constructed of tin-plated copper or brass, the tin coating shall
Development of International Standards, Guides and Recom-
have a minimum thickness of 0.075 mm. The exposed surface
mendations issued by the World Trade Organization Technical
of the coil for cooling purposes is about 115 cm .
Barriers to Trade (TBT) Committee.
4.1.3 ExtractionThimble—Theextractionthimbleshouldbe
of a refractory porous material, pore size index P15, 25 mm in
2. Referenced Documents
diameter by 70 mm in height, weighing not less than 15 g and
2.1 ASTM Standards:
not more than 17 g. The thimble shall be suspended from the
D473 Test Method for Sediment in Crude Oils and Fuel Oils
condenser coil by means of a basket so that it hangs approxi-
by the Extraction Method
mately midway between the surface of the extracting solvent
D4057 Practice for Manual Sampling of Petroleum and
and the bottom of the condenser coil.
Petroleum Products
4.1.4 Thimble Basket—The thimble basket shall be
D4177 Practice for Automatic Sampling of Petroleum and
corrosion-resistant, shall be made of platinum, stainless steel,
Petroleum Products
nickel-chromium alloy, or similar material, and shall meet the
requirements of Fig. 2.
2.2 ISO Standard:
4.1.5 Water Cup—Awater cup shall be used when testing a
ISO 5272 Toluene for Industrial Use - Specifications
samplehavingahigh-watercontent(seeFig.1b).Thecupshall
be made of glass, shall be conical in shape, shall be approxi-
mately 20 mm in diameter and 25 mm deep, and shall have a
This test method is under the jurisdiction ofASTM Committee D31 on Leather
capacity of approximately 3 mL.Aglass hook fused on the rim
and is the direct responsibility of Subcommittee D31.08 on Fats and Oils. This test
at one side is so shaped that when hung on the condenser the
method was developed in cooperation with the American Leather Chemists Assn.
(Method H 23–1957).
cup hangs with its rim reasonably level. In this procedure, the
Current edition approved Sept. 1, 2019. Published September 2019. Originally
thimble basket is suspended either as shown in Fig. 1aby
approved in 1993. Last previous edition approved in 2012 as D5439 – 95(2012).
meansofthecorrosion-resistantwireloopedoverthebottomof
DOI: 10.1520/D5439-95R19.
the condenser coil and attached to the basket supports or as in
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Fig. 1b where the wire supports of the basket are attached to
Standards volume information, refer to the standard’s Document Summary page on
hooks soldered to the underside of the condenser lid.
the ASTM website.
4.1.6 SourceofHeat,asourceofheat,preferablyahotplate,
Available fromAmerican National Standards Institute (ANSI), 25 W. 43rd St.,
4th Floor, New York, NY 10036, http://www.ansi.org. suitable for vaporizing toluene.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D5439 − 95 (2019)
Ensure that the rate of extraction is such that the surface of the
mixture of oil and toluene in the thimble does not rise higher
than to within 20 mm of the top.
7.4 When testing samples having a high water content, use
the assembly shown in Fig. 1b. In this procedure, any water in
the test portion is removed as its toluene azeotrope and is
collected in the water cup, where it separates as a bottom layer.
The toluene layer overflows into the thimble. If the cup
becomes full of water, allow the apparatus to cool and empty
the cup.
7.5 After the extraction is completed, dry the thimble for 1
NOTE 1—Apparatus B shows the water cup in position.
h at 115 to 120°C; cool in a desiccator, without desiccant, for
FIG. 1 Extraction Apparatus for Determination of Sediment
1 h and weigh to the nearest 0.2 mg.
7.6 Repeat the extraction, allowing the solvent to drip from
5. Solvent
thethimbleforatleast1hbutnotlongerthan1.25h;dry,cool,
5.1 Toluene, conforming to ISO 5272, Grade 2. and weigh the thimble as described in 7.5. Repeat this
(Warning—Flammable.) extraction
...

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7  
Test Method B, using soil material passing a 19.0 mm [0.75-in.] sieve.
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8  
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ASTM D3967-23(Test Method)
Standard Test Method for Splitting Tensile Strength of Intact Rock Core Specimens with Flat Loading Platens

SIGNIFICANCE AND USE
5.1 By definition, the tensile strength is obtained by the direct tensile test. However, the direct tensile test is difficult and expensive for routine application. The splitting tensile test appears to offer a desirable alternative because it is much simpler and inexpensive. Furthermore, engineers involved in rock mechanics design usually deal with complex stress fields, including various combinations of compressive and tensile stress fields. Under such conditions, the tensile strength should be obtained with the presence of compressive stresses to be representative of the field conditions.  
5.2 The splitting tensile strength test is one of the simplest tests in which such stress fields occur. Also, by testing across different diametral directions, any variations in tensile strength for anisotropic rocks can be determined. Since it is widely used in practice, a uniform test method is needed for data to be comparable. A uniform test is also needed to make sure that the disk specimens break diametrically due to tensile stresses perpendicular to the loading axis.
Note 2: The quality of the results 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 covers testing apparatus, specimen preparation, and testing procedures for determining the splitting tensile strength of rock by diametral line compression of disk shaped specimens.
Note 1: The tensile strength of rock determined by tests other than the straight pull test is designated as the “indirect” tensile strength and, specifically, the value obtained in Section 9 of this test is termed the “splitting” tensile strength. This test method is also sometimes referred to as the Brazilian test method.  
1.2 Units—The values stated in SI units are to be regarded as standard. The values given in parentheses are mathematical conversions to inch-pound units, which are provided for information only and are not considered standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this test method.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 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, the 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 analysis 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 International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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ASTM
ASTM D8459-23(Test Method)
Standard Test Methods for Detecting Water Soluble Sulfates in Construction Soils

SIGNIFICANCE AND USE
5.1 Where sulfates are suspected, subgrade soils should be tested as an integral part of a geotechnical evaluation because the possibility that sulfate induced heave may occur if calcium containing stabilizers are used to improve the soils and sulfate reactions may also cause deterioration in concrete structures. When planning to treat a soil used in construction with lime, testing the soil for water soluble sulfates prior to treatment becomes very important (Note 2).  
5.2 When sulfate containing cohesive soils are treated with calcium-based stabilizers for foundation improvements, sulfates and free alumina in natural soils react with calcium and free hydroxide to form crystalline minerals, such as ettringite and thaumasite.4 Thaumasite forms when ettringite undergoes changes in the presence of carbonates at low temperatures.5 The sulfate minerals expand considerably when they are hydrated.
Note 2: For more information on the effect of treating soils containing water soluble sulfates, refer to the following publication: Little, D.N., Stabilization of Pavement Subgrades and Base Course with Lime, Kendal/Hunt Publishing Co., Dubuque, IA, 1995.
Note 3: 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 These methods determine the water soluble sulfate content of cohesive soils used in construction by using the colorimetric technique. Two methods are presented in this standard. Method A is for use in the field and Method B is for use in the laboratory. The colorimetric technique involves measuring the scattering of a light beam through a solution that contains suspended particulate matter. Measurements of sulfate concentrations in construction soils can be used to guide professionals in the selection of appropriate stabilization methods and to assist in assessment of potential deterioration in concrete structures.
Note 1: These test methods are partially based on the research conducted by Texas A & M University.  
1.2 The field method, Method A, is used as a screening test for the presence of sulfates and their concentration. The laboratory method, Method B, provides better resolution than the field method.  
1.3 Ion chromatography is also an acceptable alternative method that can be used to evaluate results, however, it is outside the scope of this standard.  
1.4 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.  
1.5 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.  
1.5.1 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.  
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 appropri...

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ASTM
ASTM D2850-23(Test Method)
Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils

SIGNIFICANCE AND USE
5.1 In this test method, the compressive strength of a soil is determined in terms of the total stress, therefore, the resulting strength depends on the pressure developed in the pore fluid during loading. In this test method, fluid flow is not permitted from or into the soil specimen as the load is applied, therefore the resulting pore pressure, and hence strength, differs from that developed in the case where drainage can occur.  
5.2 If the test specimens is 100 % saturated, consolidation cannot occur when the confining pressure is applied nor during the shear portion of the test since drainage is not permitted. Therefore, if several specimens of the same material are tested, and if they are all at approximately the same water content and void ratio when they are tested, they will have approximately the same unconsolidated-undrained shear strength.  
5.3 If the test specimens are partially saturated, or compacted/reconstituted specimens, where the degree of saturation is less than 100 %, consolidation may occur when the confining pressure is applied and during application of axial load, even though drainage is not permitted. Therefore, if several partially saturated specimens of the same material are tested at different confining stresses, they will not have the same unconsolidated-undrained shear strength.  
5.4 Mohr failure envelopes may be plotted from a series of unconsolidated undrained triaxial tests. The Mohr’s circles at failure based on total stresses are constructed by plotting a half circle with a radius of half the principal stress difference (deviator stress) beginning at the axial stress (major principal stress) and ending at the confining stress (minor principal stress) on a graph with principal stresses as the abscissa and shear stress as the ordinate and equal scale in both directions. The failure envelopes will usually be a horizontal line for saturated specimens and a curved line for partially saturated specimens.  
5.5 The unconsolidated-u...
SCOPE
1.1 This test method covers determination of the strength and stress-strain relationships of a cylindrical specimen of either intact, compacted, or remolded cohesive soil. Specimens are subjected to a confining fluid pressure in a triaxial chamber. No drainage of the specimen is permitted during the application of the confining fluid pressure or during the compression phase of the test. The specimen is axially loaded at a constant rate of axial deformation (strain controlled).  
1.2 This test method provides data for determining undrained strength properties and stress-strain relations for soils. This test method provides for the measurement of the total stresses applied to the specimen, that is, the stresses are not corrected for pore-water pressure.
Note 1: The determination of the unconfined compressive strength of cohesive soils is covered by Test Method D2166/D2166M.
Note 2: The determination of the consolidated, undrained strength of cohesive soils with pore pressure measurement is covered by Test Method D4767.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3.1 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 analysis methods for engineering design.  
1.4 Units—The values stated in SI units are to be regarded as the standard. The values given in parentheses are mathemat...

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ASTM D4452/D4452M-22(Practice)
Standard Practice for X-Ray Radiography of Soil Samples

SIGNIFICANCE AND USE
5.1 Many geotechnical tests require the utilization of intact, representative samples of soil. The quality of these samples depends on many factors. Many of the samples obtained by intact sampling methods have inherent anomalies. Sampling procedures cause disturbances of varying types and intensities. These anomalies and disturbances, however, are not always readily detectable by visual inspection of the intact samples before or after testing. Often test results would be enhanced if the presence and the extent of these anomalies and disturbances are known before testing or before destruction of the sample by testing. Such determinations assist the user in detecting flaws in sampling methods, the presence of natural or induced shear planes, and the presence of natural intrusions, such as gravels or shells at critical regions in the samples, the presence of sand and silt seams, and the intensity of disturbances caused by sampling.  
5.2 X-ray radiography provides the user with a picture of the internal massive structure of the soil sample, regardless of whether the soil is X-rayed within or without the sampling tube. X-ray radiography assists the user in identifying the following:  
5.2.1 Appropriateness of sampling methods used.  
5.2.2 Effects of sampling in terms of the disturbances caused by the turning of the edges of various thin layers in varved soils, large disturbances caused in soft soils, shear planes induced by sampling, or extrusion, or both, effects of overdriving of samplers, the presence of cuttings in sampling tubes, or the effects of using bent, corroded, or nonstandard tubes for sampling.  
5.2.3 Naturally occurring fissures, shear planes, etc.  
5.2.4 The presence of intrusions within the sample, such as calcareous nodules, gravel, or shells.  
5.2.5 Sand and silt seams, organic matter, large voids, and channels developed by natural or artificial leaching of soil components.
Note 1: The quality of the results produced by this standard is de...
SCOPE
1.1 This practice covers the determination of the quality of soil samples in thin wall tubes or of extruded soil cores by X-ray radiography.  
1.2 This practice enables the user to determine the effects of sampling and natural variations within samples as identified by the extent of the relative penetration of X-rays through soil samples.  
1.3 This practice can be used to X-ray soil cores (or observe their features on a fluoroscope) in thin wall tubes or liners ranging from approximately 50 to 150 mm [2 to 6 in.] in diameter. X-rays of samples in the larger diameter tubes provide a radiograph of major features of soils and disturbances, such as large scale bending of edges of varved clays, shear planes, the presence of large concretions, silt and sand seams thicker than 6 mm [1/4 in.], large lumps of organic matter, and voids or other types of intrusions. X-rays of the smaller diameter cores provide higher resolution of soil features and disturbances, such as small concretions (3 mm [1/8 in.] diameter or larger), solution channels, slight bending of edges of varved clays, thin silt or sand seams, narrow solution channels, plant root structures, and organic matter. The X-raying of samples in thin wall tubes or liners requires minimal preparation.  
1.4 Greater detail and resolution of various features of the soil can be obtained by X-raying extruded soil cores, as compared to samples in metal tubes. The method used for X-raying soil cores is the same as that for tubes and liners, except that extruded cores have to be handled with extreme care and have to be placed in sample troughs (similar to Fig. 2) before X-raying. This practice should be used only when natural water content or other intact soil characteristics are irrelevant to the end use of the sample.  
1.4.1 Often it is necessary to obtain greater resolution of features to determine the propriety of sampling methods, the representative nature of soil samples,...

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