Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (PDF)

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...

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: D698 − 12 (Reapproved 2021) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))1 This standard is issued under the fixed designation D698; 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. This standard has been approved for use by agencies of the U.S. Department of Defense. 1. Scope 1.3.1.1 Mold—4-in. (101.6-mm) diameter. 1.1 These test methods cover laboratory compaction meth- 1.3.1.2 Material—Passing No. 4 (4.75-mm) sieve. ods used to determine the relationship between molding water 1.3.1.3 Layers—Three. content and dry unit weight of soils (compaction curve) 1.3.1.4 Blows per Layer—25. compacted in a 4 or 6-in. (101.6 or 152.4-mm) diameter mold 1.3.1.5 Usage—May be used if 25 % or less (see 1.4) by with a 5.50-lbf (24.5-N) rammer dropped from a height of 12.0 mass of the material is retained on the No. 4 (4.75-mm) sieve. in. (305 mm) producing a compactive effort of 12 400 ft-lbf/ 1.3.1.6 Other Usage—If this gradation requirement cannot ft3 (600 kN-m/m3). be met, then Method C may be used. 1.3.2 Method B: NOTE 1—The equipment and procedures are similar as those proposed 1.3.2.1 Mold—4-in. (101.6-mm) diameter. by R. R. Proctor (Engineering News Record—September 7, 1933) with this one major exception: his rammer blows were applied as “12 inch firm 1.3.2.2 Material—Passing 3⁄8-in. (9.5-mm) sieve. strokes” instead of free fall, producing variable compactive effort depend- 1.3.2.3 Layers—Three. ing on the operator, but probably in the range 15 000 to 25 000 1.3.2.4 Blows per Layer—25. ft-lbf/ft3 (700 to 1200 kN-m/m3). The standard effort test (see 3.1.4) is 1.3.2.5 Usage—May be used if 25 % or less (see 1.4) by sometimes referred to as the Proctor Test. mass of the material is retained on the 3⁄8-in. (9.5-mm) sieve. 1.1.1 Soils and soil-aggregate mixtures are to be regarded as 1.3.2.6 Other Usage—If this gradation requirement cannot natural occurring fine- or coarse-grained soils, or composites or be met, then Method C may be used. mixtures of natural soils, or mixtures of natural and processed 1.3.3 Method C: soils or aggregates such as gravel or crushed rock. Hereafter 1.3.3.1 Mold—6-in. (152.4-mm) diameter. referred to as either soil or material. 1.3.3.2 Material—Passing 3⁄4-in. (19.0-mm) sieve. 1.2 These test methods apply only to soils (materials) that 1.3.3.3 Layers—Three. have 30 % or less by mass of particles retained on the 3⁄4-in. 1.3.3.4 Blows per Layer—56. (19.0-mm) sieve and have not been previously compacted in 1.3.3.5 Usage—May be used if 30 % or less (see 1.4) by the laboratory; that is, do not reuse compacted soil. mass of the material is retained on the 3⁄4-in. (19.0-mm) sieve. 1.2.1 For relationships between unit weights and molding 1.3.4 The 6-in. (152.4-mm) diameter mold shall not be used water contents of soils with 30 % or less by mass of material with Method A or B. retained on the 3⁄4-in. (19.0-mm) sieve to unit weights and NOTE 2—Results have been found to vary slightly when a material is molding water contents of the fraction passing 3⁄4-in. (19.0- tested at the same compactive effort in different size molds, with the mm) sieve, see Practice D4718/D4718M. smaller mold size typically yielding larger values of density/unit weight (1, pp. 21+).2 1.3 Three alternative methods are provided. The method 1.4 If the test specimen contains more than 5 % by mass of used shall be as indicated in the specification for the material oversize fraction (coarse fraction) and the material will not be being tested. If no method is specified, the choice should be included in the test, corrections must be made to the unit mass based on the material gradation. and molding water content of the specimen or to the appropri- 1.3.1 Method A: ate field-in-place density test specimen using Practice D4718/ D4718M. 1 These Test Methods are under the jurisdiction of ASTM Committee D18 on 1.5 This test method will generally produce a well-defined Soil and Rock and are the direct responsibility of Subcommittee D18.03 on Texture, maximum dry unit weight for non-free draining soils. If this Plasticity and Density Characteristics of Soils. Current edition approved July 1, 2021. Published July 2021. Originally approved in 1942. Last previous edition approved in 2012 as D698 – 12ε2. DOI: 10.1520/ 2 The boldface numbers in parentheses refer to the list of references at the end of D0698-12R21. this standard. *A Summary of Changes section appears at the end of this standard Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States 1  D698 − 12 (2021) test method is used for free-draining soils the maximum unit C136/C136M Test Method for Sieve Analysis of Fine and weight may not be well defined, and can be less than obtained Coarse Aggregates using Test Methods D4253. D653 Terminology Relating to Soil, Rock, and Contained 1.6 All observed and calculated values shall conform to the Fluids guidelines for significant digits and rounding established in D854 Test Methods for Specific Gravity of Soil Solids by Practice D6026, unless superseded by this standard. Water Pycnometer 1.6.1 For purposes of comparing measured or calculated D2168 Practices for Calibration of Laboratory Mechanical- value(s) with specified limits, the measured or calculated Rammer Soil Compactors value(s) shall be rounded to the nearest decimal or significant D2216 Test Methods for Laboratory Determination of Water digits in the specified limits. (Moisture) Content of Soil and Rock by Mass 1.6.2 The procedures used to specify how data are collected/ D2487 Practice for Classification of Soils for Engineering recorded or calculated, in this standard are regarded as the Purposes (Unified Soil Classification System) industry standard. In addition, they are representative of the D2488 Practice for Description and Identification of Soils significant digits that generally should be retained. The proce- (Visual-Manual Procedures) dures used do not consider material variation, purpose for D3740 Practice for Minimum Requirements for Agencies obtaining the data, special purpose studies, or any consider- Engaged in Testing and/or Inspection of Soil and Rock as ations for the user’s objectives; and it is common practice to Used in Engineering Design and Construction increase or reduce significant digits of reported data to be D4253 Test Methods for Maximum Index Density and Unit commensurate with these considerations. It is beyond the scope Weight of Soils Using a Vibratory Table of this standard to consider significant digits used in analytical D4718/D4718M Practice for Correction of Unit Weight and methods for engineering design. Water Content for Soils Containing Oversize Particles D4753 Guide for Evaluating, Selecting, and Specifying Bal- 1.7 The values in inch-pound units are to be regarded as the ances and Standard Masses for Use in Soil, Rock, and standard. The values stated in SI units are provided for Construction Materials Testing information only, except for units of mass. The units for mass D4914/D4914M Test Methods for Density of Soil and Rock are given in SI units only, g or kg. in Place by the Sand Replacement Method in a Test Pit 1.7.1 It is common practice in the engineering profession to D5030/D5030M Test Methods for Density of In-Place Soil concurrently use pounds to represent both a unit of mass (lbm) and Rock Materials by the Water Replacement Method in and a force (lbf). This implicitly combines two separate a Test Pit systems of units; that is, the absolute system and the gravita- D6026 Practice for Using Significant Digits and Data Re- tional system. It is scientifically undesirable to combine the use cords in Geotechnical Data of two separate sets of inch-pound units within a single D6913/D6913M Test Methods for Particle-Size Distribution standard. This standard has been written using the gravitational (Gradation) of Soils Using Sieve Analysis system of units when dealing with the inch-pound system. In E11 Specification for Woven Wire Test Sieve Cloth and Test this system, the pound (lbf) represents a unit of force (weight). Sieves However, the use of balances or scales recording pounds of E177 Practice for Use of the Terms Precision and Bias in mass (lbm) or the recording of density in lbm/ft3 shall not be ASTM Test Methods regarded as a nonconformance with this standard. E691 Practice for Conducting an Interlaboratory Study to 1.8 This standard does not purport to address all of the Determine the Precision of a Test Method safety concerns, if any, associated with its use. It is the IEEE/ASTM SI 10 Standard for Use of the International responsibility of the user of this standard to establish appro- System of Units (SI): the Modern Metric System priate safety, health, and environmental practices and deter- mine the applicability of regulatory limitations prior to use. 3. Terminology 1.9 This international standard was developed in accor- 3.1 Definitions: dance with internationally recognized principles on standard- 3.1.1 See Terminology D653 for general definitions. ization established in the Decision on Principles for the 3.1.2 molding water content, n—the adjusted water content Development of International Standards, Guides and Recom- of a soil (material) that will be compacted/reconstituted. mendations issued by the World Trade Organization Technical 3.1.3 standard effort—in compaction testing, the term for Barriers to Trade (TBT) Committee. the 12 400 ft-lbf/ft3 (600 kN-m/m3) compactive effort applied 2. Referenced Documents by the equipment and methods of this test. 3.1.4 standard maximum dry unit weight, γd,max in lbf/ 2.1 ASTM Standards:3 ft3 (kN ⁄m3)—in compaction testing, the maximum value de- C127 Test Method for Relative Density (Specific Gravity) fined by the compaction curve for a compaction test using and Absorption of Coarse Aggregate standard effort. 3 3.1.5 standard optimum water content, wopt in %—in com- For referenced ASTM standards, visit the ASTM website, www.astm.org, or paction testing, the molding water content at which a soil can contact ASTM Customer Service at [email protected]. For Annual Book of ASTM Standards volume information, refer to the standard’s Document Summary page on be compacted to the maximum dry unit weight using standard the ASTM website. compactive effort. 2  D698 − 12 (2021) 3.2 Definitions of Terms Specific to This Standard: 5.3.1 Oversize Fraction—Soils containing more than 30 % 3.2.1 oversize fraction (coarse fraction), PC in %—the por- oversize fraction (material retained on the 3⁄4-in. (19-mm) tion of total specimen not used in performing the compaction sieve) are a problem. For such soils, there is no ASTM test test; it may be the portion of total specimen retained on the No. method to control their compaction and very few laboratories 4 (4.75-mm) sieve in Method A, 3⁄8-in. (9.5-mm) sieve in are equipped to determine the laboratory maximum unit weight Method B, or 3⁄4-in. (19.0-mm) sieve in Method C. (density) of such soils (USDI Bureau of Reclamation, Denver, 3.2.2 test fraction (finer fraction), PF in %—the portion of CO and U.S. Army Corps of Engineers, Vicksburg, MS). the total specimen used in performing the compaction test; it is Although Test Methods D4914/D4914M and D5030/D5030M the fraction passing the No. 4 (4.75-mm) sieve in Method A, determine the “field” dry unit weight of such soils, they are passing the 3⁄8-in. (9.5-mm) sieve in Method B, or passing the difficult and expensive to perform. 3⁄4-in. (19.0-mm) sieve in Method C. 5.3.1.1 One method to design and control the compaction of such soils is to use a test fill to determine the required degree 4. Summary of Test Method of compaction and the method to obtain that compaction, 4.1 A soil at a selected molding water content is placed in followed by use of a method specification to control the three layers into a mold of given dimensions, with each layer compaction. Components of a method specification typically compacted by 25 or 56 blows of a 5.50-lbf (24.47-N) rammer contain the type and size of compaction equipment to be used, dropped from a distance of 12.00 in. (304.8 mm), subjecting the lift thickness, acceptable range in molding water content, the soil to a total compactive effort of about 12 400 ft-lbf/ and the number of passes. ft3 (600 kN-m/m3). The resulting dry unit weight is deter- NOTE 3—Success in executing the compaction control of an earthwork mined. The procedure is repeated for a sufficient number of project, especially when a method specification is used, is highly molding water contents to establish a relationship between the dependent upon the quality and experience of the contractor and inspector. dry unit weight and the molding water content for the soil. This 5.3.1.2 Another method is to apply the use of density data, when plotted, represents a curvilinear relationship known correction factors developed by the USDI Bureau of Reclama- as the compaction curve. The values of optimum water content tion (2, 3) and U.S. Corps of Engineers (4). These correction and standard maximum dry unit weight are determined from factors may be applied for soils containing up to about 50 to the compaction curve. 70 % oversize fraction. Each agency uses a different term for 5. Significance and Use these density correction factors. The USDI Bureau of Recla- mation uses D ratio (or D–VALUE), while the U.S. Corps of 5.1 Soil placed as engineering fill (embankments, founda- Engineers uses Density Interference Coefficient (Ic). tion pads, road bases) is compacted to a dense state to obtain 5.3.1.3 The use of the replacement technique (Test Method satisfactory engineering properties such as, shear strength, D698–78, Method D), in which the oversize fraction is compressibility, or permeability. In addition, foundation soils replaced with a finer fraction, is inappropriate to determine the are often compacted to improve their engineering properties. maximum dry unit weight, γd,max, of soils containing oversize Laboratory compaction tests provide the basis for determining fractions (4). the percent compaction and molding water content needed to achieve the required engineering properties, and for controlling 5.3.2 Degradation—Soils containing particles that degrade construction to assure that the required compaction and water during compaction are a problem, especially when more contents are achieved. degradation occurs during laboratory compaction than field compaction, as is typical. Degradation typically occurs during 5.2 During design of an engineered fill, shear, consolidation, the compaction of a granular-residual soil or aggregate. When permeability, or other tests require preparation of test speci- degradation occurs, the maximum dry-unit weight increases (1, mens by compacting at some molding water content to some p. 73) so that the laboratory maximum value is not represen- unit weight. It is common practice to first determine the tative of field conditions. Often, in these cases, the maximum optimum water content (wopt) and maximum dry unit weight dry unit weight is impossible to achieve in the field. (γd,max) by means of a compaction test. Test specimens are 5.3.2.1 Again, for soils subject to degradation, the use of compacted at a selected molding water content (w), either wet test fills and method specifications may help. Use of replace- or dry of optimum (wopt) or at optimum (wopt), and at a selected ment techniques is not correct. dry unit weight related to a percentage of maximum dry unit 5.3.3 Gap Graded—Gap-graded soils (soils containing weight (γd,max). The selection of molding water content (w), many large particles with limited small particles) are a problem either wet or dry of optimum (wopt) or at optimum (wopt) and because the compacted soil will have larger voids than usual. the dry unit weight (γd,max) may be based on past experience, To handle these large voids, standard test methods (laboratory or a range of values may be investigated to determine the or field) typically have to be modified using engineering necessary percent of compaction. judgement. 5.3 Experience indicates that the methods outlined in 5.2 or NOTE 4—The quality of the result produced by this standard is the construction control aspects discussed in 5.1 are extremely dependent on the competence of the personnel performing it, and the difficult to implement or yield erroneous results when dealing suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent with certain soils. 5.3.1 – 5.3.3 describe typical problem soils, and objective testing/sampling/inspection, and the like. Users of this the problems encountered when dealing with such soils and standard are cautioned that compliance with Practice D3740 does not in possible solutions for these problems. itself assure reliable results. Reliable results depend on many factors; 3  D698 − 12 (2021) Practice D3740 provides a means of evaluating some of those factors. 6. Apparatus 6.1 Mold Assembly—The molds shall be cylindrical in shape, made of rigid metal and be within the capacity and dimensions indicated in 6.1.1 or 6.1.2 and Figs. 1 and 2. See also Table 1. The walls of the mold may be solid, split, or tapered. The “split” type may consist of two half-round sections, or a section of pipe split along one element, which can be securely locked together to form a cylinder meeting the requirements of this section. The “tapered” type shall have an internal diameter taper that is uniform and not more than 0.200 in./ft (16.7 mm/m) of mold height. Each mold shall have a base plate and an extension collar assembly, both made of rigid metal and constructed so they can be securely attached and easily detached from the mold. The extension collar assembly FIG. 2 6.0-in. Cylindrical Mold shall have a height extending above the top of the mold of at least 2.0 in. (51 mm) which may include an upper section that TABLE 1 Metric Equivalents for Figs. 1 and 2 flares out to form a funnel, provided there is at least a 0.75 in. in. mm (19 mm) straight cylindrical section beneath it. The extension 0.016 0.41 collar shall align with the inside of the mold. The bottom of the 0.026 0.66 base plate and bottom of the centrally recessed area that 0.032 0.81 0.028 0.71 accepts the cylindrical mold shall be planar within 60.005 in. 1⁄ 2 12.70 (60.1 mm). 2 1⁄ 2 63.50 6.1.1 Mold, 4 in.—A mold having a 4.000 6 0.016-in. 2 5⁄ 8 66.70 4 101.60 (101.6 6 0.4-mm) average inside diameter, a height of 4.584 6 4 1⁄ 2 114.30 0.018 in. (116.4 6 0.5 mm) and a volume of 0.0333 6 0.0005 4.584 116.43 ft3 (943.0 6 14 cm3). A mold assembly having the minimum 4 3⁄ 4 6 120.60 152.40 required features is shown in Fig. 1. 6 1⁄ 2 165.10 6.1.2 Mold, 6 in.—A mold having a 6.000 6 0.026-in. 6 5⁄ 8 168.30 6 3⁄ 4 171.40 (152.4 6 0.7-mm) average inside diameter, a height of 4.584 6 8 1⁄ 4 209.60 0.018 in. (116.4 6 0.5 mm), and a volume of 0.0750 6 0.0009 ft3 cm3 ft3 (2124 6 25 cm3). A mold assembly having the minimum 1⁄30 (0.0333) 943 0.0005 14 required features is shown in Fig. 2. (0.0750) 2,124 6.2 Rammer—A rammer, either manually operated as de- 0.0011 31 scribed further in 6.2.1 or mechanically operated as described in 6.2.2. The rammer shall fall freely through a distance of 12.00 6 0.05 in. (304.8 6 1 mm) from the surface of the with a diameter when new of 2.000 6 0.005 in. (50.80 6 0.13 specimen. The weight of the rammer shall be 5.50 6 0.02 lbf mm). The rammer shall be replaced if the striking face (24.47 6 0.09 N, or mass of 2.495 6 0.009 kg), except that the becomes worn or bellied to the extent that the diameter exceeds weight of the mechanical rammers may be adjusted as de- 2.000 6 0.01 in. (50.80 6 0.25 mm). scribed in Practices D2168; see Note 5. The striking face of the rammer shall be planar and circular, except as noted in 6.2.2.1, NOTE 5—It is a common and acceptable practice to determine the weight of the rammer using either a kilogram or pound balance and assume 1 lbf is equivalent to 0.4536 kg, 1 lbf is equivalent to 1 lbm, or 1 N is equivalent to 0.2248 lbf or 0.1020 kg. 6.2.1 Manual Rammer—The rammer shall be equipped with a guide sleeve that has sufficient clearance that the free fall of the rammer shaft and head is not restricted. The guide sleeve shall have at least four vent holes at each end (eight holes total) located with centers 3⁄4 6 1⁄16 in. (19 6 2 mm) from each end and spaced 90 degrees apart. The minimum diameter of the vent holes shall be 3⁄8 in. (9.5 mm). Additional holes or slots may be incorporated in the guide sleeve. 6.2.2 Mechanical Rammer-Circular Face—The rammer shall operate mechanically in such a manner as to provide uniform and complete coverage of the specimen surface. There shall be 0.10 6 0.03-in. (2.5 6 0.8-mm) clearance between the FIG. 1 4.0-in. Cylindrical Mold rammer and the inside surface of the mold at its smallest 4  D698 − 12 (2021) diameter. The mechanical rammer shall meet the and (preferably, but optional) suitable mechanical device for standardization/calibration requirements of Practices D2168. thoroughly mixing the subspecimen of soil with increments of The mechanical rammer shall be equipped with a positive water. mechanical means to support the rammer when not in opera- tion. 7. Standardization/Calibration 6.2.2.1 Mechanical Rammer-Sector Face—The sector face 7.1 Perform standardizations before initial use, after repairs can be used with the 6-in. (152.4-mm) mold, as an alternative or other occurrences that might affect the test results, at to the circular face mechanical rammer described in 6.2.2. The intervals not exceeding 1,000 test specimens, or annually, striking face shall have the shape of a sector of a circle of whichever occurs first, for the following apparatus: radius equal to 2.90 6 0.02 in. (73.7 6 0.5 mm) and an area 7.1.1 Balance—Evaluate in accordance with Guide D4753. about the same as the circular face, see 6.2. The rammer shall 7.1.2 Molds—Determine the volume as described in Annex operate in such a manner that the vertex of the sector is A1. positioned at the center of the specimen and follow the 7.1.3 Manual Rammer—Verify the free fall distance, ram- compaction pattern given in Fig. 3b. mer weight, and rammer face are in accordance with 6.2. Verify 6.3 Sample Extruder (optional)—A jack, with frame or the guide sleeve requirements are in accordance with 6.2.1. other device adapted for the purpose of extruding compacted 7.1.4 Mechanical Rammer—Verify and adjust if necessary specimens from the mold. that the mechanical rammer is in accordance with Practices D2168. In addition, the clearance between the rammer and the 6.4 Balance—A Class GP5 balance meeting the require- inside surface of the mold shall be verified in accordance with ments of Guide D4753 for a balance of 1-g readability. If the 6.2.2. water content of the compacted specimens is determined using a representative portion of the specimen, rather than the whole 8. Test Specimen specimen, and if the representative portion is less than 1000 g, 8.1 The minimum specimen (test fraction) mass for Meth- a Class GP2 balance having a 0.1-g readability is needed in ods A and B is about 16 kg, and for Method C is about 29 kg order to comply with Test Methods D2216 requirements for of dry soil. Therefore, the field sample should have a moist determining water content to 0.1 %. NOTE 6—Use of a balance having an equivalent capacity and a mass of at least 23 kg and 45 kg, respectively. Greater masses readability of 0.002 lbm as an alternative to a class GP5 balance should would be required if the oversize fraction is large (see 10.2 or not be regarded as nonconformance to this standard. 10.3) or an additional molding water content is taken during 6.5 Drying Oven—Thermostatically controlled oven, ca- compaction of each point (see 10.4.2.1). pable of maintaining a uniform temperature of 230 6 9°F (110 8.2 If gradation data is not available, estimate the percent- 6 5°C) throughout the drying chamber. These requirements age of material (by mass) retained on the No. 4 (4.75-mm), typically require the use of a forced-draft type oven. Preferably 3⁄8-in. (9.5-mm), or 3⁄4-in. (19.0-mm) sieve as appropriate for the oven should be vented outside the building. selecting Method A, B, or C, respectively. If it appears the 6.6 Straightedge—A stiff metal straightedge of any conve- percentage retained of interest is close to the allowable value nient length but not less than 10 in. (250 mm). The total length for a given Method (A, B, or C), then either: of the straightedge shall be machined straight to a tolerance of 8.2.1 Select a Method that allows a higher percentage 60.005 in. (60.1 mm). The scraping edge shall be beveled if retained (B or C). it is thicker than 1⁄8 in. (3 mm). 8.2.2 Using the Method of interest, process the specimen in accordance with 10.2 or 10.3, this determines the percentage 6.7 Sieves—3⁄4 in. (19.0 mm), 3⁄8 in. (9.5 mm), and No. 4 retained for that method. If acceptable, proceed, if not go to the (4.75 mm), conforming to the requirements of Specification next Method (B or C). E11. 8.2.3 Determine percentage retained values by using a 6.8 Mixing Tools—Miscellaneous tools such as mixing pan, representative portion from the total sample, and performing a spoon, trowel, spatula, spraying device (to add water evenly), simplified or complete gradation analysis using the sieve(s) of FIG. 3 Rammer Pattern for Compaction in 4 in. (101.6 mm) Mold 5  D698 − 12 (2021) interest and Test Methods D6913/D6913M or C136/C136M. It soils with very high optimum water content or a relatively flat is only necessary to calculate the retained percentage(s) for the compaction curve may require larger molding water content sieve or sieves for which information is desired. increments to obtain a well-defined maximum dry unit weight. Molding water content increments should not exceed about 9. Preparation of Apparatus 4 %. 9.1 Select the proper compaction mold(s), collar, and base NOTE 8—With practice it is usually possible to visually judge a point plate in accordance with the Method (A, B, or C) being used. near optimum water content. Typically, cohesive soils at the optimum Check that its volume is known and determined with or without water content can be squeezed into a lump that sticks together when hand base plate, free of nicks or dents, and will fit together properly. pressure is released, but will break cleanly into two sections when “bent.” NOTE 7—Mass requirements are given in 10.4. They tend to crumble at molding water contents dry of optimum; while, they tend to stick together in a sticky cohesive mass wet of optimum. The 9.2 Check that the manual or mechanical rammer assembly optimum water content is typically slightly less than the plastic limit. is in good working condition and that parts are not loose or While for cohesionless soils, the optimum water content is typically close worn. Make any necessary adjustments or repairs. If adjust- to zero or at the point where bleeding occurs. ments or repairs are made, the rammer must be re-standardized. 10.2.2 Thoroughly mix the test fraction, then using a scoop select representative soil for each subspecimen (compaction 10. Procedure point). Select about 2.3 kg when using Method A or B, or about 10.1 Soils: 5.9 kg for Method C. Test Methods D6913/D6913M section on 10.1.1 Do not reuse soil that has been previously compacted Specimen and Annex A2 gives additional details on obtaining in the laboratory. The reuse of previously compacted soil yields representative soil using this procedure and why it is the a significantly greater maximum dry unit weight (1, p. 31). preferred method. To obtain the subspecimen’s molding water 10.1.2 When using this test method for soils containing contents selected in 10.2.1, add or remove the required hydrated halloysite, or in which past experience indicates that amounts of water as follows. To add water, spray it into the soil results will be altered by air-drying, use the moist preparation during mixing; to remove water, allow the soil to dry in air at method (see 10.2). In referee testing, each laboratory has to use ambient temperature or in a drying apparatus such that the the same method of preparation, either moist (preferred) or temperature of the sample does not exceed 140°F (60°C). Mix air-dried. the soil frequently during drying to facilitate an even water 10.1.3 Prepare the soil specimens for testing in accordance content distribution. Thoroughly mix each subspecimen to with 10.2 (preferred) or with 10.3. facilitate even distribution of water throughout and then place in a separate covered container to stand (cure) in accordance 10.2 Moist Preparation Method (preferred)—Without pre- with Table 2 prior to compaction. For selecting a standing time, viously drying the sample/specimen, process it over a No. 4 the soil may be classified using Practice D2487, Practice (4.75-mm), 3⁄8-in. (9.5-mm), or 3⁄4-in. (19.0-mm) sieve, de- D2488, or data on other samples from the same material pending on the Method (A, B, or C) being used or required as source. For referee testing, classification shall be by Practice covered in 8.2. For additional processing details, see Test D2487. Methods D6913/D6913M. Determine and record the mass of both the retained and passing portions (oversize fraction and 10.3 Dry Preparation Method—If the sample/specimen is test fraction, respectively) to the nearest g. Oven dry the too damp to be friable, reduce the water content by air drying oversize fraction and determine and record its dry mass to the until the material is friable. Drying may be in air or by the use nearest g. If it appears more than 0.5 % of the total dry mass of of drying apparatus such that the temperature of the sample the specimen is adhering to the oversize fraction, wash that does not exceed 140°F (60°C). Thoroughly break up the fraction. Then determine and record its oven dry mass to the aggregations in such a manner as to avoid breaking individual nearest g. Determine and record the water content of the particles. Process the material over the appropriate sieve: No. processed soil (test fraction). Using that water content, deter- 4 (4.75-mm), 3⁄8-in. (9.5-mm), or 3⁄4-in. (19.0-mm). When mine and record the oven dry mass of the test fraction to the preparing the material by passing over the 3⁄4-in. sieve for nearest g. Based on these oven dry masses, the percent oversize compaction in the 6-in. mold, break up aggregations suffi- fraction, PC, and test fraction, PF, shall be determined and ciently to at least pass the 3⁄8-in. sieve in order to facilitate the recorded, unless a gradation analysis has already been distribution of water throughout the soil in later mixing. performed, see Section 11 on Calculations. Determine and record the water content of the test fraction and 10.2.1 From the test fraction, select and prepare at least four all masses covered in 10.2, as applicable to determine the (preferably five) subspecimens having molding water contents percent oversize fraction, PC, and test fraction, PF. such that they bracket the estimated optimum water content. A 10.3.1 From the test fraction, select and prepare at least four subspecimen having a molding water content close to optimum (preferably five) subspecimens in accordance with 10.2.1 and should be prepared first by trial additions or removals of water and mixing (see Note 8). Select molding water contents for the TABLE 2 Required Standing Times of Moisturized Specimens rest of the subspecimens to provide at least two subspecimens wet and two subspecimens dry of optimum, and molding water Classification Minimum Standing Time, h contents varying by about 2 %. At least two molding water GW, GP, SW, SP No Requirement GM, SM 3 contents are necessary on the wet and dry side of optimum to All other soils 16 define the dry-unit-weight compaction curve (see 10.5). Some 6  D698 − 12 (2021) 10.2.2, except for the following: Use either a mechanical compacted; such as adjacent to the mold walls or extends splitting or quartering process to obtain the subspecimens. As above the compacted surface (up the mold walls) shall be stated in Test Methods D6913/D6913M, both of these pro- trimmed. The trimmed soil shall be discarded. A knife or other cesses will yield non-uniform subspecimens compared to the suitable device may be used. The total amount of soil used shall moist procedure. Typically, only the addition of water to each be such that the third compacted layer slightly extends into the subspecimen will be required. collar, but does not extend more than approximately 1⁄4-in. 10.4 Compaction—After standing (curing), if required, each (6-mm) above the top of the mold. If the third layer does subspecimen (compaction point) shall be compacted as fol- extend above this limit, then the compaction point shall be lows: discarded. In addition, the compaction point shall be discarded 10.4.1 Determine and record the mass of the mold or mold when the last blow on the rammer for the third layer results in and base plate, see 10.4.7. the bottom of the rammer extending below the top of the 10.4.2 Assemble and secure the mold and collar to the base compaction mold; unless the soil is pliable enough, that this plate. Check the alignment of the inner wall of the mold and surface can easily be forced above the top of the compaction mold extension collar. Adjust if necessary. The mold shall rest, mold during trimming (see Note 9). without wobbling/rocking on a uniform rigid foundation, such 10.4.4 Compact each layer with 25 blows for the 4-in. as provided by a cylinder or cube of concrete with a weight or (101.6-mm) mold or with 56 blows for the 6-in. (152.4-mm) mass of not less than 200-lbf or 91-kg, respectively. Secure the mold. The manual rammer shall be used for referee testing. base plate to the rigid foundation. The method of attachment to 10.4.5 In operating the manual rammer, take care to avoid the rigid foundation shall allow easy removal of the assembled lifting the guide sleeve during the rammer upstroke. Hold the mold, collar and base plate after compaction is completed. guide sleeve steady and within 5° of vertical. Apply the blows 10.4.2.1 During compaction, it is advantageous but not at a uniform rate of about 25 blows/min and in such a manner required to determine the water content of each subspecimen. as to provide complete, uniform coverage of the specimen This provides a check on the molding water content determined surface. When using a 4-in. (101.6-mm) mold and manual for each compaction point and the magnitude of bleeding, see rammer, follow the blow pattern given in Fig. 3a and Fig. 3b; 10.4.9. However, more soil will have to be selected for each while for a mechanical rammer, follow the pattern in Fig. 3b. subspecimen than stated in 10.2.2. When using a 6-in. (152.4-mm) mold and manual rammer, 10.4.3 Compact the soil in three layers. After compaction, follow the blow pattern given in Fig. 4 up to the 9th blow, then each layer should be approximately equal in thickness and systematically around the mold (Fig. 3b) and in the middle. extend into the collar. Prior to compaction, place the loose soil When using a 6-in. (152.4-mm) mold and a mechanical into the mold and spread into a layer of uniform thickness. rammer equipped with a sector face, the mechanical rammer Lightly tamp the soil prior to compaction until it is not in a shall be designed to follow the compaction pattern given in fluffy or loose state, using either the manual rammer or a Fig. 3b. When using a 6-in. (152.4-mm) mold and a mechanical 26-in. (506-mm) diameter cylinder. Following compaction of rammer equipped with a circular face, the mechanical rammer each of the first two layers, any soil that has not been shall be designed to distribute the blows uniformly over the FIG. 4 Rammer Pattern for Compaction in 6 in. (152.4 mm) Mold 7  D698 − 12 (2021) surface of the specimen. If the surface of the compacted soil compacted specimens will be required. Generally, for experi- becomes highly uneven (see Note 9), then adjust the pattern to enced plotters of compaction curves, one compaction point wet follow the logic given in Fig. 3a or Fig. 4. This will most likely of the optimum water content is adequate to define the void the use of a mechanical rammer for such compaction maximum wet unit weight, see 11.2. points. 11. Calculations and Plotting (Compaction Curve) NOTE 9—When compacting specimens wetter than optimum water content, uneven compacted surfaces can occur and operator judgement is 11.1 Fraction Percentages—If gradation data from Test required as to the average height of the specimen and rammer pattern during compaction. Methods D6913/D6913M is not available, calculate the dry mass of the test fraction, percentage of oversize fraction and 10.4.6 Following compaction of the last layer, remove the test fraction as covered below and using the data from 10.2 or collar and base plate (except as noted in 10.4.7) from the mold. 10.3: A knife may be used to trim the soil adjacent to the collar to 11.1.1 Test Fraction—Determine the dry mass of the test loosen the soil from the collar before removal to avoid fraction as follows: disrupting the soil below the top of the mold. In addition, to prevent/reduce soil sticking to the collar or base plate, rotate M m,tf M d,tf 5 (1) them before removal. w tf 11 10.4.7 Carefully trim the compacted specimen even with the 100 top of the mold by means of the straightedge scraped across the where: top of the mold to form a plane surface even with the top of the Md,tf = dry mass of test fraction, nearest g or 0.001 kg, mold. Initial trimming of the specimen above the top of the Mm,tf = moist mass of test fraction, nearest g or 0.001 kg, mold with a knife may prevent the soil from tearing below the and top of the mold. Fill any holes in the top surface with unused wtf = water content of test fraction, nearest 0.1 %. or trimmed soil from the specimen, press in with the fingers, and again scrape the straightedge across the top of the mold. If 11.1.2 Oversize Fraction Percentage—Determine the over- gravel size particles are encountered, trim around them or size (coarse) fraction percentage as follows: remove them, whichever is the easiest and reduces the distur- M d,of bance of the compacted soil. The estimated volume of particles PC 5 (2) M d,of1M d,tf above the surface of the compacted soil and holes in that surface shall be equal, fill in remaining holes as mentioned where: above. Repeat the appropriate preceding operations on the PC = percentage of oversize (coarse) fraction, nearest %, bottom of the specimen when the mold volume was determined and without the base plate. For very wet or dry soils, soil or water Md,of = dry mass of oversize fraction, nearest g or 0.001 kg, may be lost if the base plate is removed. For these situations, 11.1.3 Test Fraction Percentage—Determine the test (finer) leave the base plate attached to the mold. When the base plate fraction percentage as follows: is left attached, the volume of the mold must be calibrated with P F 5 100 2 P C (3) the base plate attached to the mold rather than a plastic or glass plate as noted in Annex A1, A1.4. where: 10.4.8 Determine and record the mass of the specimen and PF = percentage of test (finer) fraction, nearest %. mold to the nearest g. When the base plate is left attached, determine and record the mass of the specimen, mold and base 11.2 Density and Unit Weight—Calculate the molding water plate to the nearest g. content, moist density, dry density, and dry unit weight of each 10.4.9 Remove the material from the mold. Obtain a speci- compacted specimen as explained below. men for molding water content by using either the whole 11.2.1 Molding Water Content, w—Calculate in accordance specimen (preferred method) or a representative portion. When with Test Methods D2216 to nearest 0.1 %. the entire specimen is used, break it up to facilitate drying. 11.2.2 Density and Unit Weights—Calculate the moist (to- Otherwise, obtain a representative portion of the three layers, tal) density (Eq 4), the dry density (Eq 5), and then the dry unit removing enough material from the specimen to report the weight (Eq 6) as follows: water content to 0.1 %. The mass of the representative portion 11.2.2.1 Moist Density: of soil shall conform to the requirements of Table 1, Method B, ~ M t 2 M md! of Test Methods D2216. Determine the molding water content ρm 5 K 3 (4) V in accordance with Test Methods D2216. 10.5 Following compaction of the last specimen, compare where: the wet unit weights to ensure that a desired pattern of ρm = moist density of compacted subspecimen (compac- obtaining data on each side of the optimum water content will tion point), four significant digits, g/cm3 or kg/m3, be attained for the dry-unit-weight compaction curve. Plotting Mt = mass of moist soil in mold and mold, nearest g, the wet unit weight and molding water content of each Mmd = mass of compaction mold, nearest g, V = volume of compaction mold, cm3 or m3 (see Annex compacted specimen can be an aid in making the above A1), and evaluation. If the desired pattern is not obtained, additional 8  D698 − 12 (2021) K = conversion constant, depending on density units and volume units. Use 1 for g/cm3 and volume in cm3. Use 1000 for g/cm3 and volume in m3. Use 0.001 for kg/cm3 and volume in m3. Use 1000 for kg/m3 and volume in cm3. 11.2.2.2 Dry Density: ρm ρd 5 (5) w 11 100 where: ρd = dry density of compaction point, four significant digits, g/cm3 or kg/m3, and w = molding water content of compaction point, nearest 0.1 %. 11.2.2.3 Dry Unit Weight: γ d 5 K 1 3 ρ d in lbf/ft3 (6) or γ d 5 K 2 3 ρ d in kN/m 3 (7) where: γd = dry unit weight of compacted specimen, four signifi- FIG. 5 Example Compaction Curve Plotting cant digits, in lbf/ft3 or kN/m3, K1 = conversion constant, depending on density units, Use 62.428 for density in g/cm3, or Use 0.062428 for density in kg/m3, 11.3.1.1 The shape of the compaction curve on the wet side K2 = conversion constant, depending on density units, on optimum should typically follow that of the saturation Use 9.8066 for density in g/cm3, or curve. The shape of the compaction curve on the dry side of Use 0.0098066 for density in kg/m3. optimum may be relatively flat or up and down when testing some soils, such as relatively free draining ones or plastic soils 11.3 Compaction Curve—Plot the dry unit weight and prepared using the moist procedure and having molding water molding water content values, the saturation curve (see 11.3.2), contents close to or less than the shrinkage limit. and draw the compaction curve as a smooth curve through the 11.3.2 Plot the 100 % saturation curve, based on either an points (see example, Fig. 5). For each point on the compaction estimated or a measured specific gravity. Values of water curve, calculate, record, and plot dry unit weight to the nearest content for the condition of 100 % saturation can be calculated 0.1 lbf/ft3 (0.02 kN/m3) and molding water content to the as explained in 11.4 (see example, Fig. 5). nearest 0.1 %. From the compaction curve, determine the NOTE 10—The 100 % saturation curve is an aid in drawing the compaction results: optimum water content, to nearest 0.1 % compaction curve. For soils containing more than about 10 % fines and and maximum dry unit weight, to the nearest 0.1 lbf/ft3 (0.02 molding water contents well above optimum, the two curves generally kN/m3). If more than 5 % by mass of oversize material was become roughly parallel with the wet side of the compaction curve between 92 to 95 % saturation. Theoretically, the compaction curve cannot removed from the sample/specimen, calculate the corrected plot to the right of the 100 % saturation curve. If it does, there is an error optimum water content and maximum dry unit weight of the in specific gravity, in measurements, in calculations, in testing, or in total material using Practice D4718/D4718M. This correction plotting. The 100 % saturation curve is sometimes referred to as the zero may be made to the appropriate field in-place density test air voids curve or the complete saturation curve. specimen rather than to the laboratory compaction results. 11.4 Saturation Points—To calculate points for plotting the 11.3.1 In these plots, the scale sensitivities should remain 100 % saturation curve or zero air voids curve, select values of the same, that is the change in molding water content or dry dry unit weight, calculate corresponding values of water unit weight per division is constant between plots. Typically, content corresponding to the condition of 100 % saturation as the change in dry unit weight per division is twice that of follows: molding water content’s (2 lbf/ft3 to 1 % w per major division). ~ γ w !~ G s ! 2 γ d w sat 5 3 100 (8) Therefore, any change in the shape of the compaction curve is ~ γ d !~ G s ! a result of testing different material, not the plotting scale. where: However, a one to one ratio should be used for soils that have a relatively flat compaction curve (see 10.2.1), such as highly wsat = water content for complete saturation, nearest 0.1 %, plastic soils or relatively free draining ones up to the point of γw = unit weight of water, 62.32 lbf/ft3 (9.789 kN/m3) at 20°C, bleeding. 9  D698 − 12 (2021) γd = dry unit weight of soil, lbf/ft3 (kN ⁄m3), three signifi- TABLE 3 Summary of Test Results from Triplicate Test Laboratories (Standard Effort Compaction) cant digits, and Gs = specific gravity of soil (estimated or measured), to (1) (2) (3) (4) (5) Number of Acceptable nearest 0.01 value, see 11.4.1. Triplicate Test Test ValueA Standard Range of Two Labs (Units) Average ValueB DeviationC ResultsD,E 11.4.1 Specific gravity may be estimated for the test fraction Soil Type: based on test data from other soils having the same soil CH CL ML CH CL ML CH CL ML CH CL ML classification and source or experience. Otherwise, a specific Single-Operator Results (Within-Laboratory Repeatability): gravity test (Test Methods C127 or D854, or both) is necessary. 11 12 11 γd,max (pcf) 97.2 109.2 106.3 0.5 0.4 0.5 1.3 1.2 1.3 11 12 11 wopt (%) 22.8 16.6 17.1 0.2 0.3 0.3 0.7 0.9 0.9 12. Report: Data Sheet(s)/Form(s) Multilaboratory Results (Between-Laboratory Reproducibility): 12.1 The methodology used to specify how data are re- 11 12 11 γd, max (pcf) 97.2 109.2 106.3 1.4 0.8 0.6 3.9 2.3 1.6 corded on the test data sheet(s)/form(s), as described below, is 11 12 11 wopt (%) 22.8 16.6 17.1 0.7 0.5 0.5 1.8 1.5 1.3 covered in 1.6. A 3 γd,max(pcf) = standard maximum dry unit weight in lbf/ft and wopt(%) = standard 12.2 The data sheet(s)/form(s) shall contain as a minimum optimum water in percent. B The number of significant digits and decimal places presented are representative the following information: of the input data. In accordance with Practice D6026, the standard deviation and 12.2.1 Method used (A, B, or C). acceptable range of results can not have more decimal places than the input data. C Standard deviation is calculated in accordance with Practice E691 and is 12.2.2 Preparation method used (moist or dry). referred to as the 1 s limit. 12.2.3 As received water content if determined, nearest 1 %. D Acceptable range of two results is referred to as the d2s limit. It is calculated as 12.2.4 Standard optimum water content, Std-wopt to nearest 1.960 œ2·1s, as defined by Practice E177. The difference between two properly 0.1 %. conducted tests should not exceed this limit. The number of significant digits/ decimal places presented is equal to that prescribed by this standard or Practice 12.2.5 Standard maximum dry unit weight, Std-γd,max near- D6026. In addition, the value presented can have the same number of decimal est 0.1 lbf/ft3 or 0.02 kN/m3. places as the standard deviation, even if that result has more significant digits than 12.2.6 Type of rammer (manual or mechanical). the standard deviation. E 12.2.7 Soil sieve data when applicable for selection of Both values of γd,max and wopt have to fall within values given for the selected soil type. Method (A, B, or C) used. 12.2.8 Description of sample used in test (as a minimum, color and group name and symbol), by Practice D2488, or TABLE 4 Summary of Single Test Results from Each classification by Practice D2487. Laboratories (Standard Effort Compaction)A 12.2.9 Specific gravity and method of determination, near- (1) (2) (3) (4) (5) est 0.01 value. Number of Acceptable Test Test Value Standard Range of Two 12.2.10 Identification of sample used in test; for example, Laboratories (Units) Average Value Deviation Results project number/name, location, depth, and the like. Soil Type: 12.2.11 Compaction curve plot showing compaction points CH CL ML CH CL ML CH CL ML CH CL ML used to establish compaction curve, and 100 % saturation Multilaboratory Results (Between-Laboratory Reproducibility): 26 26 25 γd,max (pcf) 97.3 109.2 106.2 1.6 1.1 1.0 4.5 3.0 2.9 curve, value or point of maximum dry unit weight and optimum water content. wopt (%) 22.6 16.4 16.7 0.9 0.7 1.0 2.4 1.8 2.9 12.2.12 Percentages for the fractions retained (PC) and A See footnotes in Table 3. passing (PF) the sieve used in Method A, B, or C, nearest 1 %. In addition, if compaction data (Std-wopt and Std-γd,max) are corrected for the oversize fraction, include that data. method). Judgement is required when applying these estimates 13. Precision and Bias to another soil, method, or preparation method. 13.1 Precision—Criteria for judging the acceptability of test 13.1.1 The data in Table 3 are based on three replicate tests results obtained by these test methods on a range of soil types performed by each triplicate test laboratory on each soil type. are given in Tables 3 and 4. These estimates of precision are The single operator and multilaboratory standard deviation based on the results of the interlaboratory program conducted show in Table 3, Column 4 were obtained in accordance with by the ASTM Reference Soils and Testing Program.4 In this Practice E691, which recommends each testing laboratory program, Method A and the Dry Preparation Method were perform a minimum of three replicate tests. Results of two used. In addition, some laboratories performed three replicate properly conducted tests performed by the same operator on tests per soil type (triplicate test laboratory), while other the same material, using the same equipment, and in the laboratories performed a single test per soil type (single test shortest practical period of time should not differ by more than laboratory). A description of the soils tested is given in 13.1.4. the single-operator d2s shown in Table 3, Column 5. For The precision estimates vary with soil type, and may vary with definition of d2s, see footnote D in Table 1. Results of two methods used (Method A, B, or C, or wet/dry preparation properly conducted tests performed by different operators and on different days should not differ by more than the multilabo- 4 ratory d2s limits shown in Table 3, Column 5. Supporting data have been filed at ASTM International Headquarters and may be obtained by requesting Research Report RR:D18-1008. Contact ASTM Customer 13.1.2 In the ASTM Reference Soils and Testing Program, Service at [email protected]. many of the laboratories performed only a single test on each 10  D698 − 12 (2021) soil type. This is common practice in the design and construc- CH Fat clay, CH, 99 % fines, LL=60, PI=39, grayish brown, soil tion industry. The data for each soil type in Table 4 are based had been air dried and pulverized. Local name—Vicksburg Buckshot Clay upon the first test result from the triplicate test laboratories and CL Lean clay, CL, 89 % fines, LL=33, PI=13, gray, soil had been the single test results from the other laboratories. Results of air dried and pulverized. Local name—Annapolis Clay two properly conducted tests performed by two different ML Silt, ML, 99 % fines, LL=27, PI=4, light brown, soil had been air dried and pulverized. Local name—Vicksburg Silt laboratories with different operators using different equipment and on different days should not vary by more than the d2s 13.2 Bias—There is no accepted reference values for this limits shown in Table 4, Column 5. The results in Tables 3 and test method, therefore, bias cannot be determined. 4 are dissimilar because the data sets are different. 13.1.3 Table 3 presents a rigorous interpretation of triplicate 14. Keywords test data in accordance with Practice E691 from pre-qualified 14.1 compaction characteristics; density; impact compac- laboratories. Table 4 is derived from test data that represents tion; laboratory tests ; moisture-density curves; proctor test; common practice. soil; soil compaction; standard effort 13.1.4 Soil Types—Based on the multilaboratory test results the soils used in the program are described below in accor- dance with Practice D2487. In addition, the local names of the soils are given. ANNEX (Mandatory Information) A1. VOLUME OF COMPACTION MOLD A1.1 Scope A1.2.1.7 Miscellaneous Equipment—Bulb syringe, towels, A1.1.1 This annex describes the procedure for determining etc. the volume of a compaction mold. A1.3 Precautions A1.1.2 The volume is determined by two methods, a water- A1.3.1 Perform this method in an area isolated from drafts filled and linear-measurement method. or extreme temperature fluctuations. A1.1.3 The water filling method for the 4-in. (106.5-mm) mold, when using a balance readable to nearest g, does not A1.4 Procedure yield four significant figures for its volume, just three. Based A1.4.1 Water-Filling Method: on Practice D6026, this limits the density/unit weight determi- A1.4.1.1 Lightly grease the bottom of the compaction mold nations previously presented from four to three significant and place it on one of the plastic or glass plates. Lightly grease figures. To prevent this limitation, the water filling method has the top of the mold. Be careful not to get grease on the inside been adjusted from that presented in early versions of this test of the mold. If it is necessary to use the base plate, as noted in method. 10.4.7, place the greased mold onto the base plate and secure with the locking studs. A1.2 Apparatus A1.4.1.2 Determine the mass of the greased mold and both A1.2.1 In addition to the apparatus listed in Section 6 the plastic or glass plates to the nearest 1 g and record, Mmp. When following items are required: the base plate is being used in lieu of the bottom plastic or glass A1.2.1.1 Vernier or Dial Caliper, having a measuring range plate, determine the mass of the mold, base plate and a single of at least 0 to 6 in. (0 to 150 mm) and readable to at least 0.001 plastic or glass plate to be used on top of the mold to the in. (0.02 mm). nearest 1 g and record. A1.2.1.2 Inside Micrometer (optional), having a measuring A1.4.1.3 Place the mold and the bottom plastic or glass range of at least 2 to 12 in. (50 to 300 mm) and readable to at plate on a firm, level surface and fill the mold with water to least 0.001 in. (0.02 mm). slightly above its rim. A1.2.1.3 Depth Micrometer (optional), having a measuring A1.4.1.4 Slide the second plate over the top surface of the range of at least 0 to 6 in. (0 to 150 mm) and readable to at least mold so that the mold remains completely filled with water and 0.001 in. (0.02 mm). air bubbles are not entrapped. Add or remove water as A1.2.1.4 Plastic or Glass Plates—Two plastic or glass necessary with a bulb syringe. plates about 8 in. square by 1⁄4 in. thick (200 by 200 by 6 mm). A1.4.1.5 Completely dry any excess water from the outside A1.2.1.5 Thermometer or Other Thermometric Device, hav- of the mold and plates. ing graduation increments of 0.1°C. A1.4.1.6 Determine the mass of the mold, plates and water A1.2.1.6 Stopcock Grease, or similar sealant. and record to the nearest 1 g, Mmp,w. 11  D698 − 12 (2021) A1.4.1.7 Determine the temperature of the water in the record the average of these height measurements to the nearest mold to the nearest 0.1°C and record. Determine and record the 0.001 in. (0.02 mm), havg. Verify that this height is within density of water from the table given in Test Methods D854 or specified tolerances, 4.584 6 0.018 in. (116.4 6 0.5 mm), if as follows: not discard the mold. ρ w,c 5 1.00034038 2 ~ 7.77 3 1026 ! 3 T 2 ~ 4.95 3 1026 ! 3 T 2 A1.4.2.3 Calculate the volume of the mold to four signifi- (A1.1) cant digits in cm3 as follows: π 3 h avg 3 ~ d avg! 2 where: V lm 5 K 3 4 (A1.2) ρw,c = density of water, nearest 0.00001 g/cm3, and T = calibration test temperature, nearest 0.1°C. where: A1.4.1.8 Calculate the mass of water in the mold by Vlm = volume of mold by linear measurements, to four subtracting the mass determined in A1.4.1.2 from the mass significant digits, cm3, K3 = constant to convert measurements made in inch (in.) determined in A1.4.1.6. or mm, A1.4.1.9 Calculate the volume of water by dividing the Use 16.387 for measurements in inches. mass of water by the density of water. Record this volume to Use 10-3 for measurements in mm. the nearest 0.1 cm3 for the 4-in. (101.6-mm) mold or nearest 1 π = 3.14159, cm3 for the 6-in. (152.4-mm) mold. To determine the volume havg = average height, in. (mm), and of the mold in m3, multiply the volume in cm3 by 1 × 10-6. davg = average of the top and bottom diameters, in. (mm). Record this volume, as prescribed. A1.4.1.10 If the filling method is being used to determine A1.4.2.4 If the volume in m3 is required, then multiply the the mold’s volume and checked by linear measurement above value by 10-6. method, repeat this volume determination (A1.4.1.3 – A1.5 Comparison of Results and Standardized Volume of A1.4.1.9) and determine and record the average value, Vw as Mold prescribed. A1.5.1 The volume obtained by either method should be A1.4.2 Linear Measurement Method: within the volume tolerance requirements of 6.1.1 and 6.1.2, A1.4.2.1 Using either the vernier caliper or the inside using either or cm3 to ft3. To convert cm3 to ft3, divide cm3 by micrometer (preferable), measure the inside diameter (ID) of 28 317, record to the nearest 0.0001 ft3. the mold 6 times at the top of the mold and 6 times at the bottom of the mold, spacing each of the six top and bottom A1.5.2 The difference between the two methods should not measurements equally around the ID of the mold. Record the exceed 0.5 % of the nominal volume of the mold, cm3 to ft3. values to the nearest 0.001-in. (0.02-mm). Determine and A1.5.3 Repeat the determination of volume, which is most record the average ID to the nearest 0.001-in. (0.02-mm), davg. suspect or both if these criteria are not met. Verify that this ID is within specified tolerances, 4.000 6 0.016 in. (101.6 6 0.4 mm), if not discard the mold. A1.5.4 Failure to obtain satisfactory agreement, between A1.4.2.2 Using the vernier caliper or depth micrometer these methods, even after several trials is an indication the (preferably), measure the inside height of the mold attached to mold is badly deformed and should be replaced. the base plate. In these measurements, make three or more A1.5.5 Use the volume of the mold determined using the measurements equally spaced around the ID of the mold, and water-filling or linear method, or average of both methods as preferably one in the center of the mold, but not required (used the standardized volume for calculating the moist density (see the straightedge to facilitate the later measurement and correct 11.4). This value (V) in cm3 or m3 shall have four significant measurement for thickness of straightedge). Record these digits. The use of a volume in ft3, along with masses in lbm values to the nearest 0.001-in. (0.02-mm). Determine and shall not be regarded as a nonconformance with this standard. 12  D698 − 12 (2021) REFERENCES (1) Johnson, A. W., and Sallberg, J. R., Factors Influencing Compaction (3) Earth Manual, Unites States Bureau of Reclamation, Part 2, Third Test Results, Highway Research Board, Bulletin 318, Publication 967, Edition, 1990, USBR 5515. National Academy of Sciences-National Research Council, (4) Torrey, V. H., and Donaghe, R. T., “Compaction Control of Earth- Washington, DC, 1962. Rock Mixtures: A New Approach,” Geotechnical Testing Journal, (2) Earth Manual, Unites States Bureau of Reclamation, Part 1, Third GTJODJ, Vol 17, No. 3, September 1994, pp. 371–386. Edition, 1998, pp. 255–260. ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. 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