الجامعة التكنولوجية قسم هندسة البناء والا نشاءات فرع هندسة الطرق والجسور دليل المواصفات القياسية المعتمدة في ا جراء التجارب المختبرية

Transcription

1 الجامعة التكنولوجية قسم هندسة البناء والا نشاءات فرع هندسة الطرق والجسور مختبر الا سفلت دليل المواصفات القياسية المعتمدة في ا جراء التجارب المختبرية ا عداد م.د. زينب ابراهيم قاسم م.مختبر الاسفلت ا ب 2014

2 University of Technology Building and Construction Engineering Dep. Highways and Bridges Asphalt Laboratory STANDARD SPECIFICATIONS MANUAL ADOPTED FOR LABORATORY TESTS Prepared by : Lec. Dr. Zaynab I. Qasim Asphalt Lab. Supervisor August 2014

3 Introduction: The quality of the engineering properties of the materials used in roads construction is the most important factor that affects the quality of the roads, and in order to keep high quality it's important to good implementation according to the specifications of the standard methods of construction. The engineering properties of materials are measured by sampling and necessary laboratory experiments to verify the quality and engineering specifications then compared the actual results of the tests with the required specifications for implementation, so as to acceptance or rejection of these materials. This manual is intended to focus on methods of testing the basic laboratory experiments of roads in the asphalt laboratory, according to standard specifications of AASHTO and ASTM. List of Content: Test No. 1 Test No. 2 Test No. 3 Test No. 4 Test No. 5 Test No. 6 Test No. 7 Test No. 8 Penetration Test Ductility Test Loss On Heating Test Softening Point Test Saybolt Viscosity Test Flash And Fire Points Test CALIFORNIA BEARING RATIO (CBR) TEST MARSHALL TEST

4 TEST NO. 1 PENETRATION TEST Spec.: ASTM D AASHTO T

5 TEST NO. 2 DUCTICILITY TEST Spec.: ASTM D AASHTO T

6 TEST NO. 3 LOSS ON HEATING TEST Spec.: ASTM D AASHTO T

7 TEST NO. 4 SOFTENING POINT TEST Spec.: ASTM D AASHTO T53-06

8 TEST NO. 5 SAYBOLT VISCOSITY TEST Spec.: ASTM D 88-94

9 TEST NO. 6 FLASH AND FIRE POINTS TEST (Cleveland open cup) Spec.: ASTM D AASHTO T

10 TEST NO. 7 CALIFORNIA BEARING RATIO (CBR) TEST Spec.: ASTM D

11 TEST NO. 8 MARSHALL TEST Spec.: ASTM ASTM

12 Designation: D5 97 Standard Test Method for Penetration of Bituminous Materials 1 This standard is issued under the fixed designation D 5; 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. This standard has been approved for use by agencies of the Department of Defense. 1. Scope 1.1 This test method covers determination of the penetration of semi-solid and solid bituminous materials. 1.2 The needles, containers and other conditions described in this test method provide for the determinations of penetrations up to The values stated in SI units are to be considered standard. 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 and health practices and determine the applicability of regulatory limitations prior to use. 2. Referenced Documents 2.1 ASTM Standards: C 670 Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials 2 D 36 Test Method for Softening Point of Bitumen (Ringand-Ball Apparatus) 3 E 1 Specification for ASTM Thermometers 4 E 77 Test Method for Inspection and Verification of Liquidin-Glass Thermometers ANSI Standard: B46.1 Surface Texture ISO Standard: ISO Standard 468 Surface Roughness Parameters, Their Values and General Rules for Specifying Requirements 5 3. Terminology 3.1 Definitions: penetration, n consistency of a bituminous material expressed as the distance in tenths of a millimeter that a standard needle vertically penetrates a sample of the material under known conditions of loading, time, and temperature. 1 This test method is under the jurisdiction of ASTM Committee D-4 on Road and Paving Materials and is the direct responsibility of Subcommittee D04.44 on Rheological Tests. Current edition approved Nov. 10, Published February Originally published as D5 59T.Last previous edition D Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Available from American National Standards Institute, 11 W. 42nd St., 13th Floor, New York, NY Material TABLE 1 Precision Criteria Standard Deviation or Coefficient of Variation (Is) or (Is %) Acceptable Range of Two Test Results (d2s) or (d2s %) Single-operator precision: Asphalts at 77 F (25 C) below penetration, units Asphalts at 77 F (25 C) 60 penetration and above, percent of their mean Tar pitches at 77 F (25 C) A percent of their mean Multilaboratory precision: Asphalts at 77 F (25 C) below penetration, units Asphalts at 77 F (25 C) 60 penetration and above, percent of their mean Tar pitches at 77 F (25 C), A units A Estimates of precision for tar pitches are based on results from 2 pitches with penetration of 7 and 24. Estimates may not be applicable to appreciably harder or softer materials. 4. Summary of Test Method 4.1 The sample is melted and cooled under controlled conditions. The penetration is measured with a penetrometer by means of which a standard needle is applied to the sample under specific conditions. 5. Significance and Use 5.1 The penetration test is used as a measure of consistency. Higher values of penetration indicate softer consistency. 6. Apparatus 6.1 Penetration Apparatus Any apparatus that permits the needle holder (spindle) to move vertically without measurable friction and is capable of indicating the depth of penetration to the nearest 0.1 mm, will be acceptable. The weight of the spindle shall be g. The total weight of the needle and spindle assembly shall be g. Weights of g and g shall also be provided for total loads of 100 g and 200 g, as required for some conditions of the test. The surface on which the sample container rests shall be flat and the axis of the plunger shall be at approximately 90 to this surface. The spindle shall be easily detached for checking its weight. 6.2 Penetration Needle: The needle (see Fig. 1) shall be made from fully hardened and tempered stainless steel, Grade 440-C or equal, Copyright ASTM, 100 Barr Harbor Drive, West Conshohocken, PA , United States. 1

13 D5 FIG. 1 Needle for Penetration Test HRC 54 to 60. The standard needle shall be approximately 50 mm (2 in.) in length, the long needle approximately 60 mm (24 in.). 6 The diameter of all needles shall be 1.00 to 1.02 mm ( to in.). It shall be symmetrically tapered at one end by grinding to a cone having an angle between 8.7 and 9.7 over the entire cone length. The cone should be coaxial with the straight body of the needle. The total axial variation of the intersection between the conical and straight surfaces shall not be in excess of 0.2 mm (0.008 in.). The truncated tip of the cone shall be within the diameter limits of 0.14 and 0.16 mm ( and in.) and square to the needle axis within 2. The entire edge of the truncated surface at the tip shall be sharp and free of burrs. When the surface texture is measured in accordance with American National Standard B 46.1 or ISO 468 the surface roughness height, Ra, of the tapered cone shall be 0.2 to 0.3 µm (8 to 12 µin.) arithmetic average. The surface roughness height, Ra, of the needle shank shall be to µm (1 to 5 µin.). The needle shall be mounted in a non-corroding metal ferrule. The ferrule shall be mm ( in.) in diameter and mm ( in.) in length. The exposed length of the standard needle shall be within the limits of 40 to 45 mm (1.57 to 1.77 in.), and the exposed length of the long needle shall be 50 to 55 mm (1.97 to 2.19 in.). The needle shall be rigidly mounted in the ferrule. The run-out (total-indicator reading) of the needle tip and any portion of the needle relative to the ferrule axis shall not exceed 1 mm (0.04 in.). The weight of the ferrule needle assembly shall be g. (A drill hole at the end of the ferrule or a flat on the side is permissible to control the weight.) Individual identification markings shall be placed on the ferrule of each needle; the same markings shall not be repeated by a manufacturer within a 3-year period Needles used in testing materials for conformance to specifications shall be shown to have met the requirements of when tested by a qualified agency. 6.3 Sample Container 7 A metal or glass cylindrical, flatbottom container of essentially the following dimensions shall be used: For penetrations below 200: Diameter, mm 55 Internal depth, mm 35 For penetrations between 200 and 350: Diameter, mm 55 Internal depth, mm Water Bath A bath having a capacity of at least 10 L and capable of maintaining a temperature of C or any 6 Long needles are available from Stanhope-Seta, Park Close, Englefield Green, Egham, Surrey, U.K. TW20 OXD. 7 Sample Containers are available from Ellisco Inc., 6301 Eastern Ave., Baltimore MD, and Freund Can Co., 155 West 84th St., Chicago IL, other temperature of test within 0.1 C. The bath shall have a perforated shelf supported in a position not less than 50 mm from the bottom and not less than 100 mm below the liquid level in the bath. If penetration tests are to be made in the bath itself, an additional shelf strong enough to support the penetrometer shall be provided. Brine may be used in the bath for determinations at low temperatures. NOTE 1 The use of distilled water is recommended for the bath. Take care to avoid contamination of the bath water by surface active agents, release agents, or other chemicals; as their presence may affect the penetration values obtained. 6.5 Transfer Dish When used, the transfer dish shall have a capacity of at least 350 ml and of sufficient depth of water to cover the large sample container. It shall be provided with some means for obtaining a firm bearing and preventing rocking of the container. A three-legged stand with three-point contact for the sample container is a convenient way of ensuring this. 6.6 Timing Device For hand-operated-penetrometers any convenient timing device such as an electric timer, a stop watch, or other spring activated device may be used provided it is graduated in 0.1 s or less and is accurate to within 60.1 s for a 60-s interval. An audible seconds counter adjusted to provide 1 beat each 0.5 s may also be used. The time for a 11-count interval must be s. Any automatic timing device attached to a penetrometer must be accurately calibrated to provide the desired test interval within 60.1 s. 6.7 Thermometers Calibrated liquid in glass thermometers of suitable range with subdivisions and maximum scale error of 0.1 C (0.2 F) or any other thermometric device of equal accuracy, precision and sensitivity shall be used. Thermometers shall conform to the requirements of Specification E Suitable thermometers commonly used are: ASTM Number Range 17C or 17F 19 to 27 C (66 to 80 F) 63C or 63F 8 to + 32 C (18 to 89 F) 64C or 64F 25 to 55 C (77 to 131 F) The thermometer used for the water bath shall periodically be calibrated in accordance with Test Method E Preparation of Test Specimen 7.1 Heat the sample with care, stirring when possible to prevent local overheating, until it has become sufficiently fluid to pour. In no case should the temperature be raised to more than 60 C above the expected softening point for tar pitch in accordance with Test Method D 36, or to more than 90 C above it for petroleum asphalt (bitumen). Do not heat samples for more than 30 min. Avoid incorporating bubbles into the sample. 7.2 Pour the sample into the sample container to a depth such that, when cooled to the temperature of test, the depth of the sample is at least 10 mm greater than the depth to which the needle is expected to penetrate. Pour two separate portions for each variation in test conditions. 7.3 Loosely cover each container as a protection against dust (a convenient way of doing this is by covering with a lipped beaker) and allow to cool in air at a temperature between 15 and 30 C for 1 to 1.5 h for the small container and 1.5 to 2 2

14 D5 h for the taller. Then place the two samples together with the transfer dish, if used, in the water bath maintained at the prescribed temperature of test. Allow the smaller container to remain for 1 to 1.5 h and the taller (6 oz) container to remain for 1.5 to 2 h. 8. Test Conditions 8.1 Where the conditions of test are not specifically mentioned, the temperature, load, and time are understood to be 25 C (77 F), 100 g, and 5 s, respectively. Other conditions may be used for special testing, such as the following: Temperature, C ( F) Load, g Time, s 0 (32) (39.2) (113) (115) 50 5 In such cases the specific conditions of test shall be reported. 9. Procedure 9.1 Examine the needle holder and guide to establish the absence of water and other extraneous materials. If the penetration is expected to exceed 350 use a long needle, otherwise use a short needle. Clean a penetration needle with toluene or other suitable solvent, dry with a clean cloth, and insert the needle into the penetrometer. Unless otherwise specified place the 50-g weight above the needle, making the total weight g. 9.2 If tests are to be made with the penetrometer in the bath, place the sample container directly on the submerged stand of the penetrometer (Note 2). Keep the sample container completely covered with water in the bath. If the tests are to be made with the penetrometer outside the bath, place the sample container in the transfer dish, cover the container completely with water from the constant temperature bath and place the transfer dish on the stand of the penetrometer. NOTE 2 For referee tests, penetrations at temperatures other than 25 C (77 F) should be made without removing the sample from the bath. 9.3 Position the needle by slowly lowering it until its tip just makes contact with the surface of the sample. This is accomplished by bringing the actual needle tip into contact with its image reflected on the surface of the sample from a properly placed source of light (Note 3). Either note the reading of the penetrometer dial or bring the pointer to zero. Quickly release the needle holder for the specified period of time and adjust the instrument to measure the distance penetrated in tenths of a millimetre. If the container moves, ignore the result. NOTE 3 The positioning of the needle can be materially aided by using an illuminated poly-methyl methacrylate tube. 9.4 Make at least three determinations at points on the surface of the sample not less than 10 mm from the side of the container and not less than 10 mm apart. If the transfer dish is used, return the sample and transfer dish to the constant temperature bath between determinations. Use a clean needle for each determination. If the penetration is greater than 200, use at least three needles leaving them in the sample until the three determinations have been completed. 10. Report 10.1 Report to nearest whole unit the average of three penetrations whose values do not differ by more than the following: Penetration Maximum difference between highest and lowest penetration 0to 50 to 150 to 250 to Precision and Bias 11.1 Use the following criteria for judging the acceptability of penetration results for asphalt at 25 C. The precision at other temperatures is being determined Single Operator Precision The single operator coefficient of variation has been found to be 1.4 % for penetrations above 60, and the single operator standard deviation has been found to be 0.35 % for penetrations below 50. Therefore, the results of two properly conducted tests by the same operator on the same material of any penetration, using the same equipment, should not differ from each other by more than 4 % of their mean, or 1 unit, whichever is larger Multilaboratory Precision The multilaboratory coefficient of variation has been found to be 3.8 % for penetrations above 60, and the multilaboratory standard deviation has been found to be 1.4 for penetrations below 50. Therefore, the results of two properly conducted tests on the same material of any penetration, in two different laboratories, should not differ from each other by more than 11 % of their mean, or 4 units, whichever is larger. NOTE 4 These values represent, respectively, the d1s (or d1s %) and d2s (or d2s %) limits as described in Practice C Bias This test method has no bias because the values determined are defined only in terms of the test method. 12. Keywords 12.1 asphalt; bitumen; penetration The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, 100 Barr Harbor Drive, West Conshohocken, PA This standard is copyrighted by ASTM, 100 Barr Harbor Drive, West Conshohocken, PA , United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at (phone), (fax), or service@astm.org ( ); or through the ASTM website ( 3

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20 Designation: D AMERICAN SOCIETY FOR TESTING AND MATERIALS 100 Barr Harbor Dr., West Conshohocken, PA Reprinted from the Annual Book of ASTM Standards. Copyright ASTM Standard Test Method for Ductility of Bituminous Materials 1 American Association State Highway and Transportation Officials Standard AASHTO No.: T51 This standard is issued under the fixed designation D 113; 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 The ductility of a bituminous material is measured by the distance to which it will elongate before breaking when two ends of a briquet specimen of the material, of the form described in Section 4, are pulled apart at a specified speed and at a specified temperature. Unless otherwise specified, the test shall be made at a temperature of C and with a speed of 5 cm/min %. At other temperatures the speed should be specified. 1.2 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. 2. Referenced Documents 2.1 ASTM Standards: C 670 Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials 2 D 5 Test Method for Penetration of Bituminous Materials 3 D 1754 Test Method for Effects of Heat and Air on Asphaltic Materials (Thin-Film Oven Test) 3 D 2872 Test Method for Effect of Heat and Air on a Moving Film of Asphalt (Rolling Thin-Film Oven Test) 3 E 1 Specification for ASTM Thermometers 4 E 11 Specification for Wire-Cloth Sieves for Testing Purposes 5 3. Significance and Use 3.1 This test method provides one measure of tensile properties of bituminous materials and may be used to measure ductility for specification requirements. 4. Apparatus 4.1 Mold The mold shall be similar in design to that shown in Fig. 1. The mold shall be made of brass, the ends b and b8 being known as clips, and the parts a and a8 as sides of 1 This test method is under the jurisdiction of ASTM Committee D-4 on Road and Paving Materials and is the direct responsibility of Subcommittee D04.44 on Rheological Tests. Current edition approved Jan. 10, Published May Originally published as D T. Last previous edition D (1992). 2 Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol the mold. The dimensions of the assembled mold shall be as shown in Fig. 1 with the permissible variations indicated. 4.2 Water Bath The water bath shall be maintained at the specified test temperature, varying not more than 0.18 F (0.1 C) from this temperature. The volume of water shall be not less than 10 L, and the specimen shall be immersed to a depth of not less than 10 cm and shall be supported on a perforated shelf not less than 5 cm from the bottom of the bath. 4.3 Testing Machine For pulling the briquet of bituminous material apart, any apparatus may be used which is so constructed that the specimen will be continuously immersed in water as specified in 5.3, while the two clips are pulled apart at a uniform speed, as specified, without undue vibration. 4.4 Thermometer A thermometer having a range as shown below and conforming to the requirements prescribed in Specification E 1 (Note 1). Temperature Range 8 to 32 C ASTM Thermometer No. 63C NOTE 1 In those cases where the ductility specimens are aged in the standard penetration bath at 25 C, the thermometer as prescribed for Test Method D 5 may be substituted in place of the above. 5. Procedure 5.1 Assemble the mold on a brass plate. Thoroughly coat the surface of the plate and interior surfaces of the sides a and a8, Fig. 1, of the mold with a thin layer of a mixture of glycerin and dextrin, talc, or kaolin (china clay) to prevent the material under test from sticking. The plate upon which the mold is placed shall be perfectly flat and level so that the bottom surface of the mold will be in contact throughout. Carefully heat the sample to prevent local overheating until it has become sufficiently fluid to pour. Strain the melted sample through a 300-µm sieve conforming to Specification E 11. After a thorough stirring, pour it into the mold. In filling the mold, take care not to disarrange the parts and thus distort the briquet. In filling, pour the material in a thin stream back and forth from end to end of the mold until the mold is more than level full. Let the mold containing the material cool to room temperature for a period of from 30 to 40 min and then place it in the water bath maintained at the specified temperature of test for 30 min; then cut off the excess bitumen with a hot straightedged putty knife or spatula to make the mold just level full. 5.2 Keeping Specimen at Standard Temperature Place the brass plate and mold, with briquet specimen, in the water bath and keep at the specified temperature for a period of from 85 to 95 min. Then remove the briquet from the plate, detach the 1

21 D113 A Distance between centers, to mm. B Total length of briquet, 74.5 to 75.5 mm. C Distance between clips, 29.7 to 30.3 mm. D Shoulder, 6.8 to 7.2 mm. E Radius, to mm. F Width at minimum cross section, 9.9 to 10.1 mm. G Width at mouth of clip, 19.8 to 20.2 mm. H Distance between centers of radii, 42.9 to 43.1 mm. I Hole diameter, 6.5 to 6.7 mm. J Thickness, 9.9 to 10.1 mm. FIG. 1 Mold for Ductility Test Specimen side pieces, and immediately test the briquet. 5.3 Testing Attach the rings at each end of the clips to the pins or hooks in the testing machine and pull the two clips apart at a uniform speed as specified until the briquet ruptures. A variation of 65 % from the speed specified will be permissible. Measure the distance in centimetres through which the clips have been pulled to produce rupture. While the test is being made, the water in the tank of the testing machine shall cover the specimen both above and below it by at least 2.5 cm and shall be kept continuously at the temperature specified within 0.5 C. 6. Report 6.1 A normal test is one in which the material between the two clips pulls out to a point or thread until rupture occurs at the point where the thread has practically no cross-sectional area. Report the average of three normal tests as the ductility of the sample. 6.2 If the bituminous material comes in contact with the surface of the water or the bottom of the bath, the test shall not be considered normal. Adjust the specific gravity of the bath by the addition of either methyl alcohol or sodium chloride so that the bituminous material neither comes to the surface of the water, nor touches the bottom of the bath at any time during the test. 6.3 If a normal test is not obtainable on three tests, report the ductility as being unobtainable under the conditions of the test. 7. Precision 7.1 Criteria for judging the acceptability of ductility test results at 25 C obtained by this test method are shown in Fig. 2. NOTE 2 The precision statement for ductility, as presented in Fig. 2, is based on tests performed on asphalt cements. The precision of tests on residues, such as those obtained by Test Methods D 1754 and D 2872, have not been established. NOTE 3 The numbers plotted in Fig. 2 represent the (1S) and (D2S) limits for single operator precision and multilaboratory precision as described in Practice C 670. NOTE 4 Insufficient data are available to properly define precision at 15.6 C. However, analysis of data resulting from tests by 13 laboratories on one asphalt for which the average ductility test result was 45 cm shows a multi-laboratory precision (D2S) of 23 cm. 8. Keywords 8.1 ductility; ductility mold; ductilometer 2

22 D113 FIG. 2 Precision Data The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, 100 Barr Harbor Drive, West Conshohocken, PA

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24 Designation: D (Reapproved 2002) Standard Test Method for Effects of Heat and Air on Asphaltic Materials (Thin-Film Oven Test) 1 This standard is issued under the fixed designation D 1754; 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 effects of heat and air on a film of semisolid asphaltic materials. The effects of this treatment are determined from measurements of selected asphalt properties before and after the test. 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. 2. Referenced Documents 2.1 ASTM Standards: D 5 Test Method for Penetration of Bituminous Materials 2 D 113 Test Method for Ductility of Bituminous Materials 2 D 2170 Test Method for Kinematic Viscosity of Asphalts (Bitumens) 2 D 2171 Test Method for Viscosity of Asphalts by Vacuum Capillary Viscometer 2 E 1 Specification for ASTM Thermometers 3 E 145 Specification for Gravity-Convection and Forced- Ventilation Ovens 4 3. Summary of Test Method 3.1 A film of asphaltic material is heated in an oven for 5 h at 163 C (325 F). The effects of heat and air are determined from changes incurred in physical properties measured before and after the oven treatment. An optional procedure is provided for determining the change in sample mass. 3.2 Precision values for the method have been developed for viscosity, viscosity change, penetration change, mass change, and ductility. 1 This test method is under the jurisdiction of ASTM Committee D04 on Road and Paving Materials and is the direct responsibility of Subcommittee D04.46 on Durability and Distillation Test. Current edition approved Aug. 10, Published February Originally published as D T. Last previous edition D Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Significance and Use 4.1 This method indicates approximate change in properties of asphalt during conventional hot-mixing at about 150 C (302 F) as indicated by viscosity, penetration, or ductility measurements. It yields a residue which approximates the asphalt condition as incorporated in the pavement. If the mixing temperature differs appreciably from the 150 C (302 F) level, more or less effect on properties will occur. 5. Apparatus 5.1 Oven The oven shall be electrically heated and shall conform to the performance requirements of Specification E 145, Type IB (Gravity-Convection), for operating temperatures up to 180 C (356 F). During the tests for compliance to Specification E 145 requirements, the oven shelf, properly centered as described in shall be in place and rotating Construction The oven shall be rectangular, and each interior dimension (exclusive of space occupied by the heating element) shall be a minimum of 330 mm (13 in.) and a maximum of 535 mm (21 in.). The oven shall have, in front, a tightly fitted hinged door, which shall provide a clear opening substantially the same as the interior height and width of the oven. The door may contain a window with dimensions of at least 100 by 100 mm (4 by 4 in.) and with two sheets of glass separated by an air space, through which a vertical thermometer, located as specified in 5.2, may be read without opening the door; or the oven may be provided with an inner glass door, through which the thermometer may be observed on opening the outer door momentarily. The oven shall be adequately ventilated by convection currents of air and for this purpose shall be provided with openings for the entrance of air and for the exit of heated air and vapors. Openings may be of any size and arrangement provided the requirements of Specification E 145, Type IB, are met Rotating Shelf The oven shall be provided with a single metal circular shelf having a minimum diameter of 250 mm (9.8 in.) and a maximum diameter of 450 mm (18 in.). The shelf construction shall be such that it provides a flat surface for support of the containers without blocking all air circulation through the shelf when the containers are in place. The shelf shall be suspended by a vertical shaft and centered with respect to the horizontal interior dimensions of the oven and shall be Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA , United States. 1

25 D (2002) provided with a mechanical means of rotating it at the rate of r/min. The preferred vertical position for the shelf is 150 mm (6 in.) above the bottom of the oven (exclusive of space occupied by the heating element), and the shelf shall be located as close to this position as permitted by compliance with the requirements of 5.2 regarding thermometer placement. The shelf shall be constructed or marked in such a way that the sample containers can be placed in the same position during each test. There shall be a minimum of two and a maximum of six sample container positions. Each sample container position shall be symmetrical with respect to the shaft and to any holes in the shelf. The number of sample container positions shall be the maximum that will fit on the shelf without violating the above requirements and without excessive overhang. 5.2 Thermometer An ASTM Loss on Heat Thermometer having a range from 155 to 170 C and conforming to the requirements for Thermometer 13C, as prescribed in Specification E 1 shall be used for determining the test temperature. The thermometer shall be supported from the shaft of the circular shelf in a vertical position at a point equidistant from the center and outer edge of the shelf. The bottom of the thermometer bulb shall be 40 mm (1.5 in.) above the top of the shelf. The thermometer shall be radially centered over a sample container position Container A cylindrical pan, 140 mm (5 1 2 in.) in inside diameter and 9.5 mm ( 3 8 in.) deep with a flat bottom. Fifty millilitres of the sample in this size container give a film thickness of approximately 3.2 mm ( 1 8 in.). Pans shall be made of stainless steel and shall have a metal thickness of approximately 0.64 mm (0.025 in.). NOTE 1 Pans have a tendency to become warped or bent with use. Although tests indicate that a small amount of warping does not significantly affect results, frequent inspection to eliminate warped or damaged pans is advisable. The indicated metal thickness has been found to provide adequate rigidity without excessive weight. Stainless steel pans manufactured from 0.6-mm thick (No. 24) stainless sheet gage steel comply with the recommended thickness. Pans made from 0.48 mm-thick (No. 26) stainless sheet gage metal are also acceptable but have a greater tendency to warp during use. 6. Preparation of Samples 6.1 Place sufficient material for the test in a suitable container and heat to a fluid condition. Extreme care should be taken so that there is no local overheating of the sample and that the highest temperature reached is not more than 150 C (302 F). Stir the sample during the heating period, but avoid incorporating air bubbles in the sample. Weigh g into each of two or more tared containers meeting the requirements of At the same time, pour a portion of the sample into the containers specified for measurement of original asphalt properties. Complete the tests by appropriate ASTM test methods. 6.3 If the quantitative value of the mass change is desired, cool the samples for the oven test to room temperature and weigh each sample separately to the nearest g. If the mass change is not required, allow the samples to cool to approximately room temperature before placing in the oven as directed in Procedure 7.1 Level the oven so that the shelf rotates in a horizontal plane. The maximum tilt during rotation shall be not more than 3 from the horizontal. 7.2 Place an empty sample container in each of the predetermined sample container positions on the rotating shelf. Adjust the temperature control so the specified thermometer (see 5.2) reads C ( F) when the oven is at equilibrium. Once adjustment is complete, the empty sample containers may be removed at the discretion of the operator. However, the temperature control shall not be readjusted once any sample containers are removed. NOTE 2 Removing sample containers will affect convection patterns in the oven, and may cause the thermometer reading to change from the desired level. This is normal, and occurs because the thermometer is not in the same location as the temperature control sensor. Replacing the containers should cause the thermometer reading to return to the original level. 7.3 With the oven preheated and adjusted as described in 7.2, quickly place the asphalt samples in the predetermined sample container positions on the circular shelf (Note 3 and Note 4). Fill any vacant positions with empty sample containers, so that every sample container position is occupied. Close the oven door and start rotating the shelf. Maintain the specified temperature range for 5 h after the sample has been introduced and the oven has again reached that temperature. The 5-h period shall start when the temperature reaches 162 C (323 F) and in no case shall the total time that a sample is in the oven be more than h. At the conclusion of the heating period, remove the samples from the oven. If the mass change is not being determined, proceed in accordance with 7.5. If the mass change is being determined, cool to room temperature, weigh to the nearest g, and calculate the mass change on the basis of the asphalt in each container (Note 5). NOTE 3 Materials having different mass change characteristics should not generally be tested at the same time due to the possibility of cross-absorption. NOTE 4 This test method does not prohibit placing an asphalt sample in the position under the thermometer. However, it is recommended that this position not be used for a sample, and that an empty pan remain in this position, in order to minimize the risk associated with thermometer breakage. NOTE 5 When complete tests cannot be made in the same day, and if the mass change is being determined, weigh the residues and store them overnight before reheating. If the mass change is not being determined, transfer the residue to the 240-mL (8-oz) container as described in 7.5 before storing overnight. 7.4 After weighing the samples, place them on a refactoryboard and then on the shelf of the oven maintained at 163 C (325 F). Close the oven and rotate the shelf for 15 min, remove the samples and board(s), and immediately proceed as described in Transfer the material from each pan into an 240-mL (8-oz) ointment tin. Remove substantially all of the material from the pans by scraping with a suitable spatula or putty knife. Stir the combined residues thoroughly, placing the 240-mL (8-oz) container on a hot plate to maintain the material in a 2

26 D (2002) fluid condition if necessary. Complete the tests on residue by appropriate ASTM test methods within 72 h of performing this test. NOTE 6 Care should be taken if the sample is reheated more than once, since excessive reheating can affect the apparent severity of the test. 8. Report 8.1 Report the values of the original asphalt properties measured in 6.2 and the residue property values as measured in 7.5. Viscosity change may also be expressed as the ratio of the residual asphalt viscosity to the original asphalt viscosity. Penetration change is evaluated as the penetration of the residue expressed as the percentage of the original penetration. 8.2 Report ductility or other test results in accordance with the appropriate ASTM test methods. 8.3 When determined, report the average mass change of the material in all containers as mass percent of the original material. A mass loss shall be reported as a negative number, while a mass gain shall be reported as a positive number. NOTE 7 This test can result in either a mass loss or a mass gain. During the test, volatile components evaporate (causing a decrease in mass), while oxygen reacts with the sample (causing an increase in mass). The combined effect determines whether the sample has an overall mass gain or an overall mass loss. Samples with a very low percentage of volatile components will usually exhibit a mass gain, while samples with a high percentage of volatile components will usually exhibit a mass loss. 9. Precision and Bias 9.1 Criteria for judging the acceptability of the viscosity at 60 C (140 F) and 135 C (275 F), viscosity ratio at 60 C (140 F), change in penetration at 25 C (77 F), and mass change test results obtained by this method are given in Table 1. The figures given in Column 2 are the standard deviations that have been found to be appropriate for the materials and conditions of test described in Column 1. The figures given in Column 3 are the limits that should not be exceeded by the difference between the results of two properly conducted tests. The figures given in Column 4 are the coefficients of variation that have been found to be appropriate for the materials and conditions of test described in Column 1. The figures given in Column 5 are the limits that should not be exceeded by the difference between the results of two properly conducted tests expressed as a percent of their mean. 9.2 Criteria for judging the acceptability of ductility data at 15.6 C (60 F) are given in Table 1. Each test result is the average of three ductility measurements. 10. Keywords 10.1 aging; asphalt cement; Thin-Film Oven Test (TFOT) Material and Type Index TABLE 1 Precision of Test on Residue Standard Deviation (1s) Acceptable Range of Two Results (d2s) Coefficient of Variation (percent of mean) (1s%) Acceptable Range of Two Results (percent of mean) (d2s%) Single-operator precision: Percentage of retained penetration Change in mass percentage: Not more than 0.4 % (max) Greater than 0.4 % Viscosity at 60 C (140 F) Viscosity at 135 C (275 F) viscosity at 60 C ~140 F! after test Ratio: viscosity at 60 C ~140 F! before test Ductility at 15.6 C (60 F), cm A 7 20 Multilaboratory precision: Percentage of retained penetration Change in mass percentage: Not more than 0.4 % (max) Greater than 0.4 % Viscosity at 60 C (140 F) Viscosity at 135 C (275 F) Ratio: B viscosity at 60 C ~140 F! after test viscosity at 60 C ~140 F! before test Ductility at 15.6 C (60 F), cm A A This is based on the analysis of data resulting from tests by 60 laboratories on four asphalts with average ductilities ranging from 20 to 40 cm. B Multilaboratory precision applicable to asphalt cements having viscosity ratios lower than 3.0. Precision for ratios greater than 3.0 have not been established. 3

27 D (2002) APPENDIX (Nonmandatory Information) X1. RECOMMENDED OVEN X1.1 Research conducted in 1992 indicates that the severity of this test is affected by thermometer position, number of sample containers used, oven geometry and shelf geometry. These factors were inadequately controlled in earlier versions of this test, and the 1993 revision addresses these issues. Factors relating to oven and shelf geometry are being handled in this appendix as a recommendation rather than a requirement, in order to avoid obligating labs to purchase new ovens. X1.2 A single type of oven was used by approximately 85 % of the 106 labs surveyed in This oven is described below, and is now the recommended oven for this test. While this oven is not required, its use would be expected to improve reproducibility when compared to alternate ovens. 5 X1.3 Recommended Oven Type and Control The oven shall be electrically heated and shall conform to the performance requirements of Specification E 145, Type IB (Gravity- Convection), for operating temperatures up to 180 C (356 F). During the tests for compliance to Specification E 145 requirements, the oven shelf shall be in place and rotating, with an empty sample container in each of the four sample container positions. The oven temperature shall be regulated by a proportional temperature controller, using a platinum resistance temperature detector or a thermistor sensor mounted 25 mm (1 in.) below the roof of the test chamber, and beneath one of the vent holes. This temperature sensor shall not be used in place of the test thermometer described in 5.2. X1.4 Recommended Oven Construction The oven shall be rectangular with interior height of 380 mm (15 in.), interior 5 An oven meeting the requirements of the recommended oven is available from Blue M Electric 138th & Chatham, Blue Island, IL width of 480 mm (19 in.), and interior depth of 460 mm (18 in.). These dimensions are exclusive of space occupied by the heating elements and the door. All heating elements shall be located in the bottom of the oven. The oven shall have, in front, a tightly fitted hinged door, which shall provide a clear opening substantially the same as the interior height and width of the oven. The door shall contain a window with dimensions of at least 200 mm (8 in.) high and 300 mm (12 in.) wide. The window shall consist of two sheets of glass separated by an air space, through which a vertical thermometer, located as specified in 5.2, may be read without opening the door. The top of the test chamber shall have exactly two vent openings, one on each side of the oven. Each opening shall have a diameter of 25 mm (1 in.). Each opening shall be located 75 mm (3 in.) from the side, and centered between the front and back of the test chamber. These openings shall remain unobstructed whenever the oven is in operation. There shall be no openings on the sides of the test chamber. Other openings may be of any size and type provided the requirements of Specification E 145, Type IB, are met. X1.5 Recommended Rotating Shelf The oven shall be provided with a single cast aluminum shelf, with a diameter of 340 mm (13.5 in.), as shown in Fig. X1.1. The top of the shelf shall have four raised ribs which define four sample container positions. Fig. X1.2 shows an overhead view of the shelf, with four sample containers properly positioned. The shelf shall be suspended by a vertical shaft and centered with respect to the horizontal interior dimensions of the test chamber. The shelf shall be provided with a mechanical means of rotating it at a rate of r/min. The vertical position of the shelf shall be 150 mm (6 in.) above the bottom of the oven (exclusive of space occupied by the heating elements). 4

28 D (2002) NOTE 1 There is no direct SI equivalent for screw threads and drill holes, therefore they have been omitted. The controlling dimensions of the screw and the drill hole, however, have been converted to SI units. FIG. X1.1 Recommended TFOT Shelf 5

29 D (2002) FIG. X1.2 Recommended TFOT Shelf With Four Pans ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA , United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at (phone), (fax), or service@astm.org ( ); or through the ASTM website ( 6

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42 Designation: D (Reapproved 1999) American Association State Highway and Transportation Officials Standard AASHTO No: T72 Method 304 Federal Test Method Standard No. 791b Replaces Method 4285 of Federal Test Method Standard No. 141A Standard Test Method for Saybolt Viscosity 1 This standard is issued under the fixed designation D 88; 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. This standard has been approved for use by agencies of the Department of Defense. 1. Scope 1.1 This test method covers the empirical procedures for determining the Saybolt Universal or Saybolt Furol viscosities of petroleum products at specified temperatures between 21 and 99 C (70 and 210 F). A special procedure for waxy products is indicated. NOTE 1 Test Methods D 445 and D 2170 are preferred for the determination of kinematic viscosity. They require smaller samples and less time, and provide greater accuracy. Kinematic viscosities may be converted to Saybolt viscosities by use of the tables in Practice D It is recommended that viscosity indexes be calculated from kinematic rather than Saybolt viscosities. 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. 2. Referenced Documents 2.1 ASTM Standards: D 93 Test Methods for Flash Point by Pensky-Martens Closed Tester 2 D 117 Guide to Test Methods and Specifications for Electrical Insulating Oils of Petroleum Origin 3 D 140 Practice for Sampling Bituminous Materials 4 D 244 Test Methods for Emulsified Asphalts 4 D 445 Test Method for Kinematic Viscosity of Transparent and Opaque Liquids (and the Calculation of Dynamic Viscosity) 2 D 2161 Practice for Conversion of Kinematic Viscosity to 1 This test method is under the jurisdiction of ASTM Committee D-8 on Roofing, Waterproofing, and Bituminous Materials and is the direct responsibility of Subcommittee D08.05 on Solvent-Bearing Bituminous Compounds for Roofing and Waterproofing. Current edition approved Sept. 15, Published November Originally published as D T. In 1923, combined with former Methods D 47. Last previous edition D (1987)e 1. 2 Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Saybolt Universal Viscosity or to Saybolt Furol Viscosity 2 D 2170 Test Method for Kinematic Viscosity of Asphalts (Bitumens) 4 D 4057 Practice for Manual Sampling of Petroleum and Petroleum Products 5 D 4177 Practice for Automatic Sampling of Petroleum and Petroleum Products 5 E 1 Specification for ASTM Thermometers 6 E 11 Specification for Wire-Cloth Sieves for Testing Purposes 7 E 102 Test Method for Saybolt Furol Viscosity of Bituminous Materials at High Temperatures 8 3. Terminology 3.1 Definitions: Furol an acronym of Fuel and road oils Saybolt Furol viscosity the corrected efflux time in seconds of 60 ml of sample flowing through a calibrated Furol orifice under specified conditions. The viscosity value is reported in Saybolt Furol seconds, abbreviated SFS, at a specified temperature Saybolt Universal viscosity the corrected efflux time in seconds of 60 ml of sample flowing through a calibrated Universal orifice under specified conditions. The viscosity value is reported in Saybolt Universal seconds, abbreviated SUS, at a specified temperature. 4. Summary of Test Method 4.1 The efflux time in seconds of 60 ml of sample, flowing through a calibrated orifice, is measured under carefully controlled conditions. This time is corrected by an orifice factor and reported as the viscosity of the sample at that temperature. 5. Significance and Use 5.1 This test method is useful in characterizing certain petroleum products, as one element in establishing uniformity 5 Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Annual Book of ASTM Standards, Vol Copyright ASTM, 100 Barr Harbor Drive, West Conshohocken, PA , United States. 1

43 D88 of shipments and sources of supply. 5.2 See Guide D 117 for applicability to mineral oils used as electrical insulating oils. 5.3 The Saybolt Furol viscosity is approximately one tenth the Saybolt Universal viscosity, and is recommended for characterization of petroleum products such as fuel oils and other residual materials having Saybolt Universal viscosities greater than 1000 s. 5.4 Determination of the Saybolt Furol viscosity of bituminous materials at higher temperatures is covered by Test Method E Apparatus 6.1 Saybolt Viscometer and Bath, as shown in Fig. 1 and described in Annex A Withdrawal Tube, as shown in Fig Thermometer Support, as shown in Fig Saybolt Viscosity Thermometers, as listed in Table 1, for reading the temperature of the sample. Each thermometer shall conform to the requirements listed in Specification E 1 for that ASTM Thermometer Number. 6.5 Bath Thermometers Saybolt Viscosity thermometers, or any other temperature-indicating means of equivalent accuracy. 6.6 Filter Funnel, as shown in Fig. 4, equipped with interchangeable 150-µm (No. 100) and 75-µm (No. 200) wire-cloth inserts meeting the requirements of Specification E 11 with respect to the wire cloth. 6.7 Receiving Flask, as shown in Fig Timer, graduated in tenths of a second, and accurate to within 0.1 % when tested over a 60-min interval. Electric timers are acceptable if operated on a controlled frequency circuit. 7. Sampling 7.1 Sample the material in accordance with Practices D 140, D 4057, or D 4177, as appropriate. 8. Preparation of Apparatus 8.1 Use a Universal orifice or tip for lubricants and distillates with efflux times greater than 32 s to give the desired accuracy. Liquids with efflux times greater than 1000 s are not conveniently tested with this orifice. 8.2 Use a Furol orifice or tip for residual materials with efflux times greater than 25 s to give the desired accuracy. See also Clean the viscometer thoroughly with an appropriate solvent of low toxicity; then remove all solvent from the NOTE 1 All dimensions are in millimetres (inches). FIG. 1 Saybolt Viscometer with Universal and Furol Orifice 2

44 D88 NOTE 1 All dimensions are in millimetres (inches). FIG. 3 Thermometer Support Standard Test Temperature C ( F) TABLE 1 ASTM Saybolt Viscosity Thermometers ASTM Thermometer No. Thermometer Range C ( F) Subdivisions, C ( F) 21.1 (70) 17C (17F) 19 to (0.2) (66 to 80) 25.0 (77) 17C (17F) 19 to (0.2) (66 to 80) 37.8 (100) 18C (18F) 34 to (0.2) (94 to 108) 50.0 (122) 19C (19F) 49 to (0.2) (120 to 134) 54.4 (130) 19C (19F) 49 to (0.2) (120 to 134) 60.0 (140) 20C (20F) 57 to (0.2) (134 to 148) 82.2 (180) 21C (21F) 79 to (0.2) (174 to 188) 98.9 (210) 22C (22F) 95 to 103 (204 to 218) 0.1 (0.2) NOTE 1 All dimensions are in millimetres (inches). FIG. 2 Withdrawal Tube for Use with Saybolt Viscometer viscometer and its gallery. Clean the receiving flask in the same manner. NOTE 2 The plunger commonly supplied with the viscometer should never be used for cleaning; its use might damage the overflow rim and walls of the viscometer. 8.4 Set up the viscometer and bath in an area where they will not be exposed to drafts or rapid changes in air temperature, and dust or vapors that might contaminate a sample. 8.5 Place the receiving flask (Fig. 5) beneath the viscometer so that the graduation mark on the flask is from 100 to 130 mm (4 to 5 in.) below the bottom of the viscometer tube, and so that the stream of oil will just strike the neck of the flask. 8.6 Fill the bath to at least 6 mm ( 1 4 in.) above the overflow rim of the viscometer with an appropriate bath medium selected from Table Provide adequate stirring and thermal control for the bath so that the temperature of a test sample in the viscometer will not vary more than C (60.05 F) after reaching the selected test temperature. 8.8 Do not make viscosity measurements at temperatures below the dew point of the room s atmosphere. 8.9 For calibration and referee tests, keep the room temperature between 20 and 30 C (68 and 86 F), and record the actual temperature. However room temperatures up to 38 C (100 F) will not introduce errors in excess of 1 %. 9. Calibration and Standardization 9.1 Calibrate the Saybolt Universal viscometer at periodic intervals by measuring the efflux time at 37.8 C (100 F) of an appropriate viscosity oil standard, following the procedure given in Section 10. See Annex A2 for viscosity oil standards available. 9.2 The efflux time of the viscosity oil standard shall equal the certified Saybolt viscosity value. If the efflux time differs from the certified value by more than 0.2 %, calculate a correction factor, F, for the viscometer as follows: F 5 V/t (1) 3

45 D88 where: V 5 certified Saybolt viscosity of the standard, and t 5 measured efflux time at 37.8 C (100 F), s. NOTE 3 If the calibration is based on a viscosity oil standard having an efflux time between 200 and 600 s, the correction factor applies to all viscosity levels at all temperatures. 9.3 Calibrate the Saybolt Furol viscometer at 50.0 C (122 F) in the same manner as above, using a viscosity oil standard having a minimum efflux time of 90 s. 9.4 Viscometers or orifices requiring corrections greater than 1.0 % shall not be used in referee testing. 10. Procedure 10.1 Establish and control the bath temperature at the selected test temperature Standard test temperatures for measuring Saybolt Universal viscosities are 21.1, 37.8, 54.4, and 98.9 C (70, 100, 130, and 210 F). NOTE 1 All dimensions are in millimetres (inches). FIG. 4 Filter Funnel for Use with Saybolt Viscometer Standard test temperatures for measuring Saybolt Furol viscosities are 25.0, 37.8, 50.0, and 98.9 C (77, 100, 122, and 210 F) Other standard test temperatures in use include 60.0 and 82.2 C (140 and 180 F) Insert a cork stopper, having a cord attached for its easy removal, into the air chamber at the bottom of the viscometer. The cork shall fit tightly enough to prevent the escape of air, as evidenced by the absence of oil on the cork when it is withdrawn later as described If the selected test temperature is above room temperature, the test may be expedited by preheating the sample in its original container to not more than 1.7 C (3.0 F) above the test temperature. Never preheat any sample to within 28 C (50 F) of its flash point (see Test Methods D 93), because volatility losses might alter its composition Stir the sample well; then strain it through the 150-µm (No. 100) wire cloth in the filter funnel directly into the 4

46 D Stir the sample in the viscometer with the appropriate viscosity thermometer equipped with the thermometer support (Fig. 3). Use a circular motion at 30 to 50 rpm in a horizontal plane. When the sample temperature remains constant within 0.03 C (0.05 F) of the test temperature during 1 min of continuous stirring, remove the thermometer. NOTE 4 Never attempt to adjust the temperature by immersing hot or cold bodies in the sample. Such thermal treatment might affect the sample and the precision of the test Immediately place the tip of the withdrawal tube (Fig. 2) in the gallery at one point, and apply suction to remove oil until its level in the gallery is below the overflow rim. Do not touch the overflow rim with the withdrawal tube; the effective liquid head of the sample would be reduced Check to be sure that the receiving flask is in proper position; then snap the cork from the viscometer using the attached cord, and start the timer at the same instant Stop the timer the instant the bottom of the oil meniscus reaches the graduation mark on the receiving flask. Record the efflux time in seconds to the nearest 0.1 s. NOTE 1 All dimensions are in millimetres. FIG. 5 Receiving Flask viscometer until the level is above the overflow rim The viscosities of steam-refined cylinder oils, black lubricating oils, residual fuel oils, and similar waxy products can be affected by their thermal histories. Use the following preheating procedure with such products to obtain uniform results at temperatures below 93 C (200 F): Heat the sample in its original container to about 50 C (122 F), with stirring and shaking to dissolve and blend waxy materials. Probe the bottom of the container with a stirring rod to be certain that all waxy materials are in solution, and mix well Pour about 100 ml into a 125-mL Erlenmeyer flask. Stopper loosely with a cork or rubber stopper Immerse the flask in a bath of boiling water for 30 min Mix well, remove the sample from the boiling water bath, wipe the outside of the flask dry, and strain the sample through the 75-µm (No. 200) wire cloth in the filter funnel directly into the viscometer until the level is above the overflow rim. 11. Calculation and Report 11.1 Multiply the efflux time by the correction factor for the viscometer determined in Report the corrected efflux time as the Saybolt Universal or Saybolt Furol viscosity of the oil at the temperature at which the test was made Report values below 200 SUS or SFS to the nearest 0.1 s. Report values of 200 s or higher to the nearest whole second. 12. Precision and Bias 12.1 Results should not differ from the mean by more than the following (see Note 5): Repeatability (one operator and apparatus) 1 % Reproducibility (different operators and apparatus) 2%. NOTE 5 For petroleum products, the precision and bias is based on data from Test Method E 102. For emulsion, use precision and bias statement in Test Method D 244, Section Keywords 13.1 bituminous materials; kinematic; saybolt; viscosity 5

47 Standard Test Temperature, C ( F) TABLE 2 Recommended Bath Media Recommended Bath Medium Max Temp Differential, A C ( F) Bath Temperature Control Functional Precision, C ( F) 21.1 (70) water (0.10) (0.05) 25.0 (77) water (0.10) (0.05) 37.8 (100) water, or oil of 50 to 70 SUS viscosity at 37.8 C (100 F) (0.25) (0.05) 50.0 (122) water, or oil of 120 to 150 SUS viscosity at 37.8 C (100 F) (0.35) (0.05) 54.4 (130) water, or oil of 120 to 150 SUS viscosity at 37.8 C (100 F) (0.50) (0.05) 60.0 (140) water, or oil of 120 to 150 SUS viscosity at 37.8 C (100 F) (1.0) (0.1) 82.2 (180) water or oil of 300 to 370 SUS viscosity at 37.8 C (100 F) (1.5) (0.1) 98.9 (210) oil of 330 to 370 SUS viscosity at 37.8 C (100 F) (2.0) (0.1) D88 A Maximum permissible difference between bath and sample temperatures at the time of the test. ANNEXES (Mandatory Information) A1. SAYBOLT VISCOMETER AND ACCESSORIES A1.1 Viscometer The viscometer, illustrated in Fig. 1, shall be constructed entirely of corrosion-resistant metal, conforming to dimensional requirements shown in Fig. 1. The orifice tip, Universal or Furol, may be constructed as a replaceable unit in the viscometer. Provide a nut at the lower end of the viscometer for fastening it in the bath. Mount vertically in the bath and test the alignment with a spirit level on the plane of the gallery rim. Provide a cork or other suitable means to prevent the flow of sample until the start of the test; a small chain or cord may be attached to the cork to facilitate rapid removal. A1.2 Bath The bath serves both as a support to hold the viscometer in a vertical position as well as the container for the bath medium. Equip the bath with effective insulation and with an efficient stirring device. Provide the bath with a coil for heating and cooling and with thermostatically controlled heaters capable of maintaining the bath within the functional precision given in Table 2. The heaters and coil should be located at least 30 mm from the viscometer. Provide a means for maintaining the bath medium at least 6 mm (0.25 in.) above the overflow rim. The bath media are given in Table 2. A2. VISCOSITY STANDARDS A2.1 Saybolt Viscosity Standards Viscosity oil standards conforming to ASTM requirements have certified Saybolt viscosity values established by cooperative determinations of kinematic viscosity values. The kinematic values are converted to Saybolt Universal and Saybolt Furol viscosity values by means of conversion tables given in Practice D The approximate Saybolt viscosities are shown in Table A2.1. A2.2 Standards Conforming to ASTM Saybolt Viscosity Standards The viscosity standards may also be used for routine calibrations at other temperatures as shown in Table A2.1. Other reference liquids, suitable for routine calibrations, may be established by selecting stable oils covering the desired range and determining their viscosities in a viscometer calibrated with a standard conforming to ASTM requirements. TABLE A2.1 Saybolt Viscosity Oil Standards A Viscosity Oil Standards SUs at 37.8 C (100 F) SUs at 98.9 C (210 F) SFs at 50 C (122 F) S S S S S S A These viscosity oil standards are available in 0.5-L (1-pt) containers from the Cannon Instrument Co., P. O. Box 16, State College, PA A2.3 Routine Calibrations The viscosity standards may also be used for routine calibrations at other temperatures as shown in Table A2.1. 6

48 D88 The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA , United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at (phone), (fax), or service@astm.org ( ); or through the ASTM website ( 7

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57 Designation: D Standard Test Method for CBR (California Bearing Ratio) of Laboratory-Compacted Soils 1 This standard is issued under the fixed designation D 1883; 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. This standard has been approved for use by agencies of the Department of Defense. 1. Scope * 1.1 This test method covers the determination of the CBR (California Bearing Ratio) of pavement subgrade, subbase, and base/course materials from laboratory compacted specimens. The test method is primarily intended for but not limited to, evaluating the strength of cohesive materials having maximum particle sizes less than 3 4 in. (19 mm). NOTE 1 The agency performing this test can be evaluated in accordance with Practice D Not withstanding statements on precision and bias contained in this Standard: The precision of this test method is dependent on the competence of the personnel performing it and the suitability of the equipment and facilities used. Agencies which meet the criteria of Practice D 3740 are generally considered capable of competent and objective testing. Users of this method are cautioned that compliance with Practice D 3740 does not in itself assure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means of evaluating some of those factors. 1.2 When materials having maximum particle sizes greater than 3 4 in. (19 mm) are to be tested, this test method provides for modifying the gradation of the material so that the material used for tests all passes the 3 4-in. sieve while the total gravel ( +No. 4 to 3 in.) fraction remains the same. While traditionally this method of specimen preparation has been used to avoid the error inherent in testing materials containing large particles in the CBR test apparatus, the modified material may have significantly different strength properties than the original material. However, a large experience base has developed using this test method for materials for which the gradation has been modified, and satisfactory design methods are in use based on the results of tests using this procedure. 1.3 Past practice has shown that CBR results for those materials having substantial percentages of particles retained on the No. 4 sieve are more variable than for finer materials. Consequently, more trials may be required for these materials to establish a reliable CBR. 1 This test method is under the jurisdiction of ASTM Committee D-18 on Soil and Rock and is the direct responsibility of Subcommittee D18.08 on Special and Construction Control Tests. Current edition approved Feb. 10, Published May Originally published as D T. Last previous edition D This test method provides for the determination of the CBR of a material at optimum water content or a range of water content from a specified compaction test and a specified dry unit weight. The dry unit weight is usually given as a percentage of maximum dry unit weight from the compaction tests of Test Methods D 698 or D The agency requesting the test shall specify the water content or range of water content and the dry unit weight for which the CBR is desired. 1.6 Unless specified otherwise by the requesting agency, or unless it has been shown to have no effect on test results for the material being tested, all specimens shall be soaked prior to penetration. 1.7 For the determination of CBR of field compacted materials, see Test Method D The values stated in inch-pound units are to be regarded as the standard. The SI equivalents shown in parentheses may be approximate. 1.9 This standard does not purport to address all of the safety problems, 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. 2. Referenced Documents 2.1 ASTM Standards: D 422 Test Method for Particle-Size Analysis of Soils 2 D 653 Terminology Relating to Soil, Rock, and Contained Fluids 2 D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft 3 (600 kn-m/m 3 )) 2 D 1557 Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft 3 (2,700 kn-m/m 3 )) 2 D 2168 Test Methods for Calibration of Laboratory Mechanical-Rammer Soil Compactors 2 D 2216 Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock 2 2 Annual Book of ASTM Standards, Vol *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 , United States. 1

58 D D 2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System) 2 D 2488 Practice for Description and Identification of Soils (Visual-Manual Procedure) 2 D 3740 Practice for Minimum Requirements of Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction 2 D 4318 Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils 2 D 4429 Test Method for CBR (California Bearing Ratios) of Soils in Place 2 3. Summary of Test Method 3.1 For tests performed on materials compacted to one water content, three specimens are prepared. The specimens are compacted using three different compactive efforts to obtain unit weights both above and below the desired unit weight. After allowing specimens to take on water by soaking, or other specified treatment such as curing, each specimen is subjected to penetration by a cylindrical rod. Results of stress (load) versus penetration depth are plotted to determine the CBR for each specimen. The CBR at the specified density is determined from a graph of CBR versus dry unit weight. 3.2 For tests in which the result is to be determined for a water content range, a series of specimens at each of three compactive efforts are prepared over the range of water content of interest. The compactive efforts are chosen to produce unit weights above and below the desired unit weight. After allowing the specimens to take on water by soaking, or other specified treatment such as curing, each specimen is penetrated. Results are plotted to obtain the CBR for each specimen. A plot of CBR versus unit weight for each water content is made to determine the minimum CBR for the water content range of interest. 4. Significance and Use 4.1 This test method is used to evaluate the potential strength of subgrade, subbase, and base course material, including recycled materials for use in road and airfield pavements. The CBR value obtained in this test forms an integral part of several flexible pavement design methods. 4.2 For applications where the effect of compaction water content on CBR is small, such as cohesionless, coarse-grained materials, or where an allowance is made for the effect of differing compaction water contents in the design procedure, the CBR may be determined at the optimum water content of a specified compaction effort. The dry unit weight specified is normally the minimum percent compaction allowed by the using agency s field compaction specification. 4.3 For applications where the effect of compaction water content on CBR is unknown or where it is desired to account for its effect, the CBR is determined for a range of water content, usually the range of water content permitted for field compaction by using agency s field compaction specification. 4.4 The criteria for test specimen preparation of self cementing (and other) materials which gain strength with time must be based on a geotechnical engineering evaluation. As directed by the engineer, self cementing materials shall be properly cured until bearing ratios representing long term service conditions can be measured. 5. Apparatus 5.1 Loading Machine The loading machine shall be equipped with a movable head or base that travels at a uniform (not pulsating) rate of 0.05 in. (1.27 mm)/min for use in forcing the penetration piston into the specimen. The machine shall be equipped with a load-indicating device that can be read to 10 lbf (44 N) or less. The minimum capacity of the loading machine shall be based on the requirements indicated in Table Mold The mold shall be a rigid metal cylinder with an inside diameter of in. ( mm) and a height of in. ( mm). It shall be provided with a metal extension collar at least 2.0 in. (50.8 mm) in height and a metal base plate having at least twenty eight 1 16-in. (1.59-mm) diameter holes uniformly spaced over the plate within the inside circumference of the mold. When assembled with spacer disc in place in the bottom of the mold, the mold shall have an internal volume (excluding extension collar) of ft ( cm). Fig. 1 shows a satisfactory mold design. A calibration procedure should be used to confirm the actual volume of the mold with the spacer disk inserted. Suitable calibrations are contained in Test Methods D 698 and D Spacer Disk A circular metal spacer disc (see Fig. 1) having a minimum outside diameter of in. (150.8 mm) but no greater than will allow the spacer to easily slip into the mold. The spacer disc shall be in. ( mm) in height. 5.4 Rammer A rammer as specified in either Test Methods D 698 or D 1557 except that if a mechanical rammer is used it must be equipped with a circular foot, and when so equipped, must provide a means for distributing the rammer blows uniformly over the surface of the soil when compacting in a 6-in. (152.4-mm) diameter mold. The mechanical rammer must be calibrated and adjusted in accordance with Test Methods D Expansion-Measuring Apparatus An adjustable metal stem and perforated metal plate, similar in configuration to that shown in Fig. 1. The perforated plate shall be to in. ( to mm) in diameter and have at least forty-two 1 16-in. (1.59-mm) diameter holes uniformly spaced over the plate. A metal tripod to support the dial gage for measuring the amount of swell during soaking is also required. 5.6 Weights One or two annular metal weights having a total mass of kg and slotted metal weights each having masses of kg. The annular weight shall be to in. ( to mm) in diameter and shall have a center hole of approximately 2 1 8in. (53.98 mm). TABLE 1 Minimum Load Capacity Maximum Measurable CBR Minimum Load Capacity (lbf) (kn) >

59 Inch-Pound Units, in. Metric Equivalent, mm TABLE 2 Metric Equivalents Inch-Pound Units, in. Metric Equivalent, mm Inch-Pound Units, in. Metric Equivalent, mm Inch-Pound Units, lb Metric Equivalent, kg Inch-Pound Units, psi Metric Equivalent, MPa D Penetration Piston A metal piston in. ( mm) in diameter and not less than 4 in. (101.6 mm) long (see Fig. 1). If, from an operational standpoint, it is advantageous to use a piston of greater length, the longer piston may be used. 5.8 Gages Two dial gages reading to in. (0.025 mm) with a range of minimum. 5.9 Miscellaneous Apparatus Other general apparatus such as a mixing bowl, straightedge, scales, soaking tank or pan, oven, fast filtering high wet strength filter paper, dishes, and 2-in., 3 4-in. and No. 4 sieves. 6. Sample 6.1 The sample shall be handled and specimen(s) for compaction shall be prepared in accordance with the procedures given in Test Methods D 698 or D 1557 for compaction in a 6-in. (152.4-mm) mold except as follows: If all material passes a 3 4-in. (19-mm) sieve, the entire gradation shall be used for preparing specimens for compaction without modification. If there is material retained on the 3 4-in. (19-mm) sieve, the material retained on the 3 4-in. (19-mm) sieve shall be removed and replaced by an equal amount of material passing the 3 4-in. (19-mm) sieve and retained on the No. 4 sieve obtained by separation from portions of the sample not otherwise used for testing. 7. Test Specimens 7.1 Bearing Ratio at Optimum Water Content Only Using material prepared as described in 6.1, conduct a control compaction test with a sufficient number of test specimens to definitely establish the optimum water content for the soil using the compaction method specified, either Test Methods D 698 or D A previously performed compaction test on the same material may be substituted for the compaction test just described, provided that if the sample contains material retained on the 3 4-in. (19-mm) sieve, soil prepared as described in 6.1 is used (Note 1). NOTE 2 Maximum dry unit weight obtained from a compaction test performed in a 4-in. (101.6-mm) diameter mold may be slightly greater than the maximum dry unit weight obtained from compaction in the 6-in. (152.4-mm) compaction mold or CBR mold For cases where the CBR is desired at 100 % maximum dry unit weight and optimum water content, compact a specimen using the specified compaction procedure, either Test Methods D 698 or D 1557, from soil prepared to within 60.5 percentage point of optimum water content in accordance with Test Method D NOTE 3 Where the maximum dry unit weight was determined from compaction in the 4-in. (101.6-mm) mold, it may be necessary to compact specimens as described in 7.1.2, using 75 blows per layer or some other value sufficient to produce a specimen having a density equal to or greater than that required Where the CBR is desired at optimum water content and some percentage of maximum dry unit weight, compact three specimens from soil prepared to within 60.5 percentage point of optimum water content and using the specified compaction but using a different number of blows per layer for 3

60 D NOTE 1 See Table 2 for metric equivalents. FIG. 1 Bearing Ratio Test Apparatus each specimen. The number of blows per layer shall be varied as necessary to prepare specimens having unit weights above and below the desired value. Typically, if the CBR for soil at 95 % of maximum dry unit is desired, specimens compacted using 56, 25, and 10 blows per layer is satisfactory. Penetration shall be performed on each of these specimens. 7.2 Bearing Ratio for a Range of Water Content Prepare specimens in a manner similar to that described in 7.1 except that each specimen used to develop the compaction curve shall be penetrated. In addition, the complete water content-unit weight relation for the 25-blow and 10-blow per layer compactions shall be developed and each test specimen compacted shall be penetrated. Perform all compaction in the CBR mold. In cases where the specified unit weight is at or near 100 % maximum dry unit weight, it will be necessary to include a compactive effort greater than 56-blows per layer (Note 3). NOTE 4 A semilog log plot of dry unit weight versus compactive effort usually gives a straight line relation when compactive effort in ft-lb/ft 3 is plotted on the log scale. This type of plot is useful in establishing the compactive effort and number of blows per layer needed to bracket the specified dry unit weight and water content range If the sample is to be soaked, take a representative sample of the material, for the determination of moisture, at the beginning of compaction and another sample of the remaining material after compaction. Use Test Method D 2216 to determine the moisture content. If the sample is not to be soaked, take a moisture content sample in accordance with Test Methods D 698 or D 1557 if the average moisture content is desired Clamp the mold (with extension collar attached) to the base plate with the hole for the extraction handle facing down. Insert the spacer disk over the base plate and place a disk of filter paper on top of the spacer disk. Compact the soil-water mixture into the mold in accordance with 7.1, 7.1.1, or Remove the extension collar and carefully trim the compacted soil even with the top of the mold by means of a straightedge. Patch with smaller size material any holes that may have developed in the surface by the removal of coarse material. Remove the perforated base plate and spacer disk, weigh, and record the mass of the mold plus compacted soil. Place a disk of coarse filter paper on the perforated base plate, invert the mold and compacted soil, and clamp the perforated base plate to the mold with compacted soil in contact with the filter paper Place the surcharge weights on the perforated plate and adjustable stem assembly and carefully lower onto the compacted soil specimen in the mold. Apply a surcharge equal to the weight of the base material and pavement within 2.27 kg (5 lb), but in no case shall the total weight used be less than 4.54 kg (10 lb). If no pavement weight is specified, use 4.54 kg. 4

61 Immerse the mold and weights in water allowing free access of water to the top and bottom of the specimen. Take initial measurements for swell and allow the specimen to soak for 96 h. Maintain a constant water level during this period. A shorter immersion period is permissible for fine grained soils or granular soils that take up moisture readily, if tests show that the shorter period does not affect the results. At the end of 96 h, take final swell measurements and calculate the swell as a percentage of the initial height of the specimen Remove the free water and allow the specimen to drain downward for 15 min. Take care not to disturb the surface of the specimen during the removal of the water. It may be necessary to tilt the specimen in order to remove the surface water. Remove the weights, perforated plate, and filter paper, and determine and record the mass. D Procedure for Bearing Test 8.1 Place a surcharge of weights on the specimen sufficient to produce an intensity of loading equal to the weight of the base material. If no pavement weight is specified, use 4.54 kg mass. If the specimen has been soaked previously, the surcharge shall be equal to that used during the soaking period. To prevent upheaval of soil into the hole of the surcharge weights, place the 2.27 kg annular weight on the soil surface prior to seating the penetration piston, after which place the remainder of the surcharge weights. NOTE 1 See Table 2 for metric equivalents. FIG. 2 Correction of Load-Penetration Curves 8.2 Seat the penetration piston with the smallest possible load, but in no case in excess of 10 lbf (44 N). Set both the stress and penetration gages to zero. This initial load is required FIG. 3 Dry Density Versus CBR to ensure satisfactory seating of the piston and shall be considered as the zero load when determining the load penetration relation. Anchor the strain gage to the load measuring device, if possible; in no case attach it to the testing machines support bars (legs). NOTE 5 At high loads the supports may torque and affect the reading of the penetration gage. Checking the depth of piston penetration is one means of checking for erroneous strain indications. 8.3 Apply the load on the penetration piston so that the rate of penetration is approximately 0.05 in. (1.27 mm)/min. Record the load readings at penetrations of in. (0.64 mm), in. (1.27 mm), in. (1.91 mm), in. (2.54 mm), in. (3.18 mm), in. (3.81 mm), in. (4.45 mm), in. (5.08 mm), in. (7.62 mm), in. (10.16 mm) and in. (12.70 mm). Note the maximum load and penetration if it occurs for a penetration of less than in. (12.70 mm). With manually operated loading devices, it may be necessary to take load readings at closer intervals to control the rate of penetration. Measure the depth of piston penetration into the soil by putting a ruler into the indentation and measuring the difference from the top of the soil to the bottom of the indentation. If the depth does not closely match the depth of penetration gage, determine the cause and test a new sample. 8.4 Remove the soil from the mold and determine the moisture content of the top 1-in. (25.4-mm) layer. Take a moisture content sample in accordance with Test Methods D 698 or D 1557 if the average moisture content is desired. Each moisture content sample shall weigh not less than 100 g for fine-grained soils nor less than 500 g for granular soils. NOTE 6 The load readings at penetrations of over in. (7.6 mm) may be omitted if the testing machine s capacity has been reached. 9. Calculation 9.1 Load-Penetration Curve Calculate the penetration stress in pounds per square inch or megapascals and plot the stress-penetration curve. In some instances, the stresspenetration curve may be concave upward initially, because of surface 5

62 D NOTE 1 Surcharge = 50 lb soaking and penetration. All samples soaked top and bottom four days. All samples compacted in 5 layers, 10-lb hammer, 18-in. drop in CBR mold. FIG. 4 Determining CBR for Water Content Range and Minimum Dry Unit Weight irregularities or other causes, and in such cases the zero point shall be adjusted as shown in Fig. 2. NOTE 7 Fig. 2 should be used as an example of correction of load-penetration curves only. It is not meant to imply that the 0.2-in. penetration is always more than the 0.1-in. penetration. 9.2 Bearing Ratio Using corrected stress values taken from the stress penetration curve for in. (2.54 mm) and in. (5.08 mm) penetrations, calculate the bearing ratios for each by dividing the corrected stresses by the standard stresses of 1000 psi (6.9 MPa) and 1500 psi (10.3 MPa) respectively, and multiplying by 100. Also, calculate the bearing ratios for the maximum stress, if the penetration is less than in. (5.08 mm) interpolating the standard stress. The bearing ratio reported for the soil is normally the one at in. (2.54 mm) penetration. When the ratio at in. (5.08 mm) penetration is greater, rerun the test. If the check test gives a similar result, use the bearing ratio at in. (5.08 mm) penetration. NOTE 8 If bearing ratio values at penetrations of (7.62 mm), (10.16 mm) and in. (12.7 mm) are desired, the corrected stress values of these penetrations should be divided by the standard stresses of 1900 psi (13.1 MPa), 2300 psi (15.9 MPa), 2600 psi (17.9 MPa), respectively, and multiplied by Design CBR for One Water Content Only Using the data obtained from the three specimens, plot the CBR versus molded dry unit weight relation as illustrated in Fig. 3. Determine the design CBR at the percentage of the maximum dry unit weight requested. 9.4 Design CBR for Water Content Range Plot the data from the tests at the three compactive efforts as shown in Fig. 4. The data plotted as shown represents the response of the soil over the range of water content specified. Select the CBR for reporting as the lowest CBR within the specified water content range having a dry unit weight between the specified minimum and the dry unit weight produced by compaction within the water content range. 10. Report 10.1 The report shall include the following: 6

63 D Method used for preparation and compaction of specimen: Test Methods D 698 or D 1557, or other, with description Condition of sample (unsoaked or soaked) Dry density (unit weight) of sample before soaking, kg/m 3 (lb/ft 3 ) Dry density (unit weight) of sample after soaking kg/m 3 (lb/ft 3 ) Moisture content of sample in percent: Before compaction After compaction Top 1-in (25.4-mm) layer after soaking Average after soaking Swell (percentage of initial height) Bearing ratio of sample (unsoaked or soaked), percent Surcharge amount Any special sample preparation and testing procedures (for example: for self cementing materials) Sample identification (location, boring number, etc.) Any pertinent testing done to identify the sample such as: soil classifications per Test Method D 2487, visual classification per Practice D 2488, Atterberg limits per Test Method D 4318, gradation per Method D 422 etc The percent material retained on the 19-mm sieve for those cases where scalping and replacement is used. 11. Precision and Bias 11.1 No available methods provide absolute values for the soil bearing strength derived by this test method; therefore, there is no meaningful way to obtain an evaluation of bias At present, sufficient data for determining the precision of this test method has not been gathered. Users are encouraged to submit data to the subcommittee for inclusion in the statement. One user, based on seven repetitions, has developed a IS % of 8.2 % (compacted per Test Method D 698) and 5.9 % (compacted per Test Method D 1557). See Appendix X1 for the data used. 12. Keywords 12.1 This standard is indexed under the following terms: California Bearing Ratio Pavement Subgrade Subgrade Pavement Subbase Subbase Pavement Base Course Base Course Strength of Soil Pavement Design Acceptance Tests Bearing Capacity Materials Evaluations Bearing Ratio Load Penetration Curve Design Earthfill Cohesive Soils Compressive Strength Flexible Pavements FoundationInvestigations Soil Tests Used For, Narrower Term Used For, Narrower Term Related Term, Broader Term Used For, Narrower Term Used For, Broader Term Used For, Narrower Term Used For, Broader Term Used For Used For, Narrower Term Used For Used For Used For Used For, Broader Term Used For Used For, Broader Term Related To Used For Used For Used For Used For Used For 7

64 D APPENDIX (Nonmandatory Information) X1. Compactive Effort See Fig. X1.1for more information. FIG. X1.1 Compactive Effort (1) Terminology D 653 was added to Section 2. SUMMARY OF CHANGES (2) Wording in Fig. 1 was changed from equally spaced to uniformly spaced to match the wording in the text. (3) Section 5.1 was revised and a new Table 1 was added. Table 2 is the former Table 1. (4) This Summary of Changes section has been added. ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA , United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at (phone), (fax), or service@astm.org ( ); or through the ASTM website ( 8

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