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ASTM D5439-95(2001)

(Test Method)

Standard Test Method for Determination of Sediment in Moellon

Standard Test Method for Determination of Sediment 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 the 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 and health practices and determine the applicability of regulatory limitations prior to use.

General Information

Status
Historical
Publication Date
31-Dec-1994
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 - Standard Test Method for Determination of Sediment in Moellon
Effective Date
01-Jan-1995
Replaced By
ASTM D5439-95(2006) - Standard Test Method for Determination of Sediment in Moellon
Effective Date
01-Apr-2006

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ASTM D5439-95(2001) - Standard Test Method for Determination of Sediment in MoellonASTM D5439-95(2001) - Standard Test Method for Determination of Sediment in Moellon
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ASTM D5439-95(2001) - Standard Test Method for Determination of Sediment in Moellon
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NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.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
Designation:D5439–95 (Reapproved 2001)
Standard Test Method for
Determination of Sediment in Moellon
This standard is issued under the fixed designation D 5439; 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. 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 D 473.
1.2 The values stated in SI units are to be regarded as the
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 appro-
priate safety and health practices and determine the applica-
bility of regulatory limitations prior to use.
NOTE 1—Apparatus B shows the water cup in position.
2. Referenced Documents
FIG. 1 Extraction Apparatus for Determination of Sediment
2.1 ASTM Standards:
D 473 Test Method for Sediment in Crude Oils and Fuel
2 sufficient diameter to cover the neck of the flask as shown in
Oils by the Extraction Method
Fig. 1. The coil should be made from stainless steel, tin,
D 4057 Practice for Manual Sampling of Petroleum and
3 tin-plated copper, or tin-plated brass tubing having an outside
Petroleum Products
diameter of 5 to 8 mm and a wall thickness of 1.5 mm. If
D 4177 Practice for Automatic Sampling of Petroleum and
3 constructed of tin-plated copper or brass, the tin coating shall
Petroleum Products
have a minimum thickness of 0.075 mm. The exposed surface
2.2 ISO Standard:
4 of the coil for cooling purposes is about 115 cm .
5272 Toluene-Specifications
4.1.3 Extraction Thimble—The extraction thimble should
3. Significance and Use be of a refractory porous material, pore size index P15, 25 mm
in diameter by 70 mm in height, weighing not less than 15 g
3.1 This test method is intended for use in determining the
and not more than 17 g. The thimble shall be suspended from
toluene insoluble sediment contained in Moellon.
the condenser coil by means of a basket so that it hangs
4. Apparatus
approximately midway between the surface of the extracting
solvent and the bottom of the condenser coil.
4.1 ExtractionApparatus (see Fig. 1 and Fig. 2), consisting
4.1.4 Thimble Basket—The thimble basket shall be
of the parts described in 4.1.1-4.1.6.
corrosion-resistant, shall be made of platinum, stainless steel,
4.1.1 ExtractionFlask,awide-neckErlenmeyerflaskof1-L
nickel-chromium alloy, or similar material, and shall meet the
capacity.
requirements of Fig. 2.
4.1.2 Condenser, a condenser in the form of a metal coil
4.1.5 Water Cup—Awater cup shall be used when testing a
approximately 25 mm in diameter and 50 mm in length
samplehavingahigh-watercontent(seeFig.1b).Thecupshall
attached to, and with the ends projecting through a lid of
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.
cup hangs with its rim reasonably level. In this procedure, the
(Method H 23–1957).
thimble basket is suspended either as shown in Fig. 1a by
Current edition approved May 15, 1995. Published July 1995. Originally
published as D 5439 – 93. Last previous edition D 5439 – 93.
meansofthecorrosion-resistantwireloopedoverthebottomof
Annual Book of ASTM Standards, Vol 05.01.
the condenser coil and attached to the basket supports or as in
Annual Book of ASTM Standards, Vol 05.02.
Fig. 1b where the wire supports of the basket are attached to
Available from American National Standards Institute, 11 West 42nd St., 13th
Floor, New York, NY 10036. hooks soldered to the underside of the condenser lid.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
D5439
NOTE 1—Silver solder should be used on all joints.
FIG. 2 Basket Thimble Support
A
Recorded boiling point 110.6°C.
4.1.6 SourceofHeat,asourceofheat,preferablyahotplate,
suitable for vaporizing toluene.
6. Sampling
5. Solvent
6.1 Sampling is defined as all steps required to obtain an
aliquot of the contents of any pipe, tank, or other system and to
5.1 Toluene, conforming to ISO 5257, Grade 2.
place the sample into the laboratory test container.
(Warning—Flammable.)
6.2 Only representative samples obtained as specified in
5.1.1 The typical characteristics for the reagent are:
PracticesD 4057andD 4177shallbeusedforthistestmethod.
Color (APHA) 10
A
Boiling range (initial to dry point) 2.0°C
Residue after evaporation 0.001 % 7. Procedure
Substances darkened by H SO passes ACS test
2 4
7.1 For referee tests, use a new extraction thimble. For
Sulfur compounds (as S) 0.003 %
Water (H O) (by Karl Fischer titration) 0.03 % routine tests, thimbles may be reused. Before reusing a
_______________
thimble, it must be heated to a dull red heat (preferably in an
D5439
electric furnace) to remove the combustible portion of the 9. Report
accumulated sediment. Subject the thimble to a preliminary
9.1 Report the results to the nearest 0.01 % as the mass
extraction as described in 7.2 befor
...

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3.1 This test method is intended for use in determining the toluene insoluble sediment contained in Moellon.
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1.1 This test method covers procedures for preparing, curing, and testing laboratory-compacted specimens of soil-lime and other lime-treated materials (Note 1) for determining unconfined compressive strength. Depending on the diameter to height ratio, two procedures for determining the unconfined compressive strength of compacted soil-lime mixtures have been developed for specimens prepared at the maximum unit weight and optimum water content, or for specimens prepared at other target unit weight and water content levels. Other applications are given in Section 5 on Significance and Use.
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5.1 Historical Overview—Earthen building systems have been used throughout the world for thousands of years. Adobe construction dates back to the walls of Jericho which were built around 8300 B.C. Many extant earthen structures have been functioning for hundreds of years. However, with the development of newer building materials, earthen building systems have fallen into disfavor in parts of the world where they were once commonly used. At the same time, earthen construction is experiencing a revival in the industrialized world, driven by a number of factors.  
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4.1 These test methods are used to determine the resistance of compacted soil-cement specimens to repeated wetting and drying. These test methods were developed to be used in conjunction with Test Methods D560/D560M and criteria given in the Soil-Cement Laboratory Handbook4 to determine the minimum amount of cement required in soil-cement to achieve a degree of hardness adequate to resist field weathering.
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Sections  
Test Method A, using soil material passing a 4.75-mm [No. 4] sieve.
This method shall be used when 100 % of the soil sample passes the 4.75-mm [No. 4] sieve.  
7  
Test Method B, using soil material passing a 19.0 mm [0.75-in.] sieve.
This method shall be used when part of the soil sample is retained on the 4.75-mm [No. 4] sieve.
This test method may be used only on materials with 30 % or less retained on the 19.0-mm [0.75-in.] sieve.  
8  
1.3 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.  
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1.1 This practice presents a procedure for calculating the unit weights and water contents of soils containing oversize particles when the data are known for the soil fraction with the oversize particles removed.  
1.2 This practice also can be used to calculate the unit weights and water contents of soil fractions when the data are known for the total soil sample containing oversize particles.  
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1.4 The factor controlling the maximum permissible percentage of oversize particles is whether interference between the oversize particles affects the unit weight of the finer fraction. For some gradations, this interference may begin to occur at lower percentages of oversize particles, so the limiting percentage must be lower for these materials to avoid inaccuracies in the computed correction. The person or agency using this practice shall determine whether a lower percentage is to be used.  
1.5 This practice may be applied to soils with any percentage of oversize particles subject to the limitations given in 1.3 and 1.4. However, the correction may not be of practical significance for soils with only small percentages of oversize particles. The person or agency specifying this practice shall specif...

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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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