ﺔـﻳﱪﺘﺨﳌﺍ · 1.1 this test method covers determination of the penetration of...

اجلامعــة التكنولوجيـــة

قسم هندسة البناء واإلنشاءات

فرع هندسة الطرق واجلسور

خمتبــر األسفـلــت

دليل املواصفات القياسية املعتمدة يف إجـراء التجارب

املختربيـة

أعــدادم.د. زينب ابراهيم قاسم

م.خمترب االسفلت

2014آب

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

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.

Test No. 1

List of Content:

Penetration Test Test No. 2 Ductility Test Test No. 3 Loss On Heating Test Test No. 4 Softening Point Test Test No. 5 Saybolt Viscosity Test Test No. 6 Flash And Fire Points Test

Test No. 7 CALIFORNIA BEARING RATIO (CBR) TEST

Test No. 8 MARSHALL TEST

TEST NO. 1

PENETRATION TEST

Spec.: ASTM D5 -2006

AASHTO T 49- 2010

TEST NO. 2

DUCTICILITY TEST

Spec.: ASTM D113-1999

AASHTO T 51-2006

TEST NO. 3

LOSS ON HEATING TEST

Spec.: ASTM D 1754- 2002

AASHTO T 47- 2005

TEST NO. 4

SOFTENING POINT TEST

Spec.: ASTM D 36- 95

AASHTO T53- 06

TEST NO. 5

SAYBOLT VISCOSITY TEST

Spec.: ASTM D 88 - 94

TEST NO. 6

FLASH AND FIRE POINTS TEST

(Cleveland open cup)

Spec.: ASTM D 92- 2005

AASHTO T 48- 2005

TEST NO. 7

CALIFORNIA BEARING RATIO

(CBR) TEST

Spec.: ASTM D 1883 -99

TEST NO. 8

MARSHALL TEST

Spec.: ASTM 6926- 2010

ASTM 6927- 2010

Designation : D 5 – 97

Standard Test Method forPenetration of Bituminous Materials 1

This standard is issued under the fixed designation D 5; the number immediately following the designation indicates the year of originaladoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscriptepsilon (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 penetrationof semi-solid and solid bituminous materials.

1.2 The needles, containers and other conditions describedin this test method provide for the determinations of penetra-tions up to 500.

1.3 The values stated in SI units are to be consideredstandard.

1.4 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.

2. Referenced Documents

2.1 ASTM Standards:C 670 Practice for Preparing Precision and Bias Statements

for Test Methods for Construction Materials2

D 36 Test Method for Softening Point of Bitumen (Ring-and-Ball Apparatus)3

E 1 Specification for ASTM Thermometers4

E 77 Test Method for Inspection and Verification of Liquid-in-Glass Thermometers4

2.2 ANSI Standard:B46.1 Surface Texture5

2.3 ISO Standard:ISO Standard 468 Surface Roughness—Parameters, Their

Values and General Rules for Specifying Requirements5

3. Terminology

3.1 Definitions:3.1.1 penetration, n—consistency of a bituminous material

expressed as the distance in tenths of a millimeter that astandard needle vertically penetrates a sample of the materialunder known conditions of loading, time, and temperature.

4. Summary of Test Method

4.1 The sample is melted and cooled under controlledconditions. The penetration is measured with a penetrometerby means of which a standard needle is applied to the sampleunder specific conditions.

5. Significance and Use

5.1 The penetration test is used as a measure of consis-tency. Higher values of penetration indicate softer consistency.

6. Apparatus

6.1 Penetration Apparatus—Any apparatus that permits theneedle holder (spindle) to move vertically without measurablefriction and is capable of indicating the depth of penetration tothe nearest 0.1 mm, will be acceptable. The weight of thespindle shall be 47.56 0.05 g. The total weight of the needleand spindle assembly shall be 50.06 0.05 g. Weights of 5060.05 g and 1006 0.05 g shall also be provided for total loadsof 100 g and 200 g, as required for some conditions of the test.The surface on which the sample container rests shall be flatand the axis of the plunger shall be at approximately 90° to thissurface. The spindle shall be easily detached for checking itsweight.

6.2 Penetration Needle:6.2.1 The needle (see Fig. 1) shall be made from fully

hardened and tempered stainless steel, Grade 440-C or equal,

1 This test method is under the jurisdiction of ASTM Committee D-4 on Roadand Paving Materials and is the direct responsibility of Subcommittee D04.44 onRheological Tests.

Current edition approved Nov. 10, 1997. Published February 1998. Originallypublished asD 5 – 59 T.Last previous editionD 5 – 95.

2 Annual Book of ASTM Standards, Vol 04.02.3 Annual Book of ASTM Standards, Vol 04.04.4 Annual Book of ASTM Standards, Vol 14.03.5 Available from American National Standards Institute, 11 W. 42nd St., 13th

Floor, New York, NY 10036.

TABLE 1 Precision Criteria

Material

StandardDeviation orCoefficient of

Variation (Is) or(Is %)

AcceptableRange of TwoTest Results

(d2s) or (d2s %)

Single-operator precision:Asphalts at 77°F (25°C) below 50

penetration, units0.35 1

Asphalts at 77°F (25°C) 60 penetrationand above, percent of their mean

1.4 4

Tar pitches at 77°F (25°C)A percent oftheir mean

5.2 15

Multilaboratory precision:Asphalts at 77°F (25°C) below 50

penetration, units1.4 4

Asphalts at 77°F (25°C) 60 penetrationand above, percent of their mean

3.8 11

Tar pitches at 77°F (25°C),A units 1.4 4AEstimates 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 orsofter materials.

1

Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.

HRC 54 to 60. The standard needle shall be approximately 50mm (2 in.) in length, the long needle approximately 60 mm (24in.).6 The diameter of all needles shall be 1.00 to 1.02 mm(0.0394 to 0.0402 in.). It shall be symmetrically tapered at oneend by grinding to a cone having an angle between 8.7 and 9.7°over the entire cone length. The cone should be coaxial withthe straight body of the needle. The total axial variation of theintersection between the conical and straight surfaces shall notbe in excess of 0.2 mm (0.008 in.). The truncated tip of thecone shall be within the diameter limits of 0.14 and 0.16 mm(0.0055 and 0.0063 in.) and square to the needle axis within 2°.The entire edge of the truncated surface at the tip shall be sharpand free of burrs. When the surface texture is measured inaccordance with American National Standard B 46.1 or ISO468 the surface roughness height, Ra, of the tapered cone shallbe 0.2 to 0.3 µm (8 to 12 µin.) arithmetic average. The surfaceroughness height, Ra, of the needle shank shall be 0.025 to0.125 µm (1 to 5 µin.). The needle shall be mounted in anon-corroding metal ferrule. The ferrule shall be 3.26 0.05mm (0.1266 0.002 in.) in diameter and 386 1 mm (1.5060.04 in.) in length. The exposed length of the standard needleshall be within the limits of 40 to 45 mm (1.57 to 1.77 in.), andthe 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 theferrule. The run-out (total-indicator reading) of the needle tipand any portion of the needle relative to the ferrule axis shallnot exceed 1 mm (0.04 in.). The weight of the ferrule needleassembly shall be 2.506 0.05 g. (A drill hole at the end of theferrule or a flat on the side is permissible to control the weight.)Individual identification markings shall be placed on the ferruleof each needle; the same markings shall not be repeated by amanufacturer within a 3-year period.

6.2.2 Needles used in testing materials for conformance tospecifications shall be shown to have met the requirements of6.2.1 when tested by a qualified agency.

6.3 Sample Container7—A metal or glass cylindrical, flat-bottom container of essentially the following dimensions shallbe used:For penetrations below 200:

Diameter, mm 55Internal depth, mm 35

For penetrations between 200 and 350:Diameter, mm 55Internal depth, mm 70

6.4 Water Bath—A bath having a capacity of at least 10 Land capable of maintaining a temperature of 256 0.1°C or any

other temperature of test within 0.1°C. The bath shall have aperforated shelf supported in a position not less than 50 mmfrom the bottom and not less than 100 mm below the liquidlevel in the bath. If penetration tests are to be made in the bathitself, an additional shelf strong enough to support the pen-etrometer shall be provided. Brine may be used in the bath fordeterminations at low temperatures.

NOTE 1—The use of distilled water is recommended for the bath. Takecare to avoid contamination of the bath water by surface active agents,release agents, or other chemicals; as their presence may affect thepenetration values obtained.

6.5 Transfer Dish—When used, the transfer dish shall havea capacity of at least 350 mL and of sufficient depth of waterto cover the large sample container. It shall be provided withsome means for obtaining a firm bearing and preventingrocking of the container. A three-legged stand with three-pointcontact for the sample container is a convenient way ofensuring this.

6.6 Timing Device—For hand-operated-penetrometers anyconvenient timing device such as an electric timer, a stopwatch, or other spring activated device may be used providedit is graduated in 0.1 s or less and is accurate to within60.1 sfor a 60-s interval. An audible seconds counter adjusted toprovide 1 beat each 0.5 s may also be used. The time for a11-count interval must be 56 0.1 s. Any automatic timingdevice attached to a penetrometer must be accurately calibratedto provide the desired test interval within60.1 s.

6.7 Thermometers—Calibrated liquid–in–glass thermom-eters of suitable range with subdivisions and maximum scaleerror of 0.1°C (0.2°F) or any other thermometric device ofequal accuracy, precision and sensitivity shall be used. Ther-mometers shall conform to the requirements of SpecificationE 1.

6.7.1 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)

6.7.2 The thermometer used for the water bath shall peri-odically be calibrated in accordance with Test Method E 77.

7. Preparation of Test Specimen

7.1 Heat the sample with care, stirring when possible toprevent local overheating, until it has become sufficiently fluidto pour. In no case should the temperature be raised to morethan 60°C above the expected softening point for tar pitch inaccordance with Test Method D 36, or to more than 90°Cabove it for petroleum asphalt (bitumen). Do not heat samplesfor more than 30 min. Avoid incorporating bubbles into thesample.

7.2 Pour the sample into the sample container to a depthsuch that, when cooled to the temperature of test, the depth ofthe sample is at least 10 mm greater than the depth to which theneedle is expected to penetrate. Pour two separate portions foreach variation in test conditions.

7.3 Loosely cover each container as a protection againstdust (a convenient way of doing this is by covering with alipped beaker) and allow to cool in air at a temperature between15 and 30°C for 1 to 1.5 h for the small container and 1.5 to 2

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., Balti-more MD, 21224 and Freund Can Co., 155 West 84th St., Chicago IL, 60620–1298.

FIG. 1 Needle for Penetration Test

D 5

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h for the taller. Then place the two samples together with thetransfer dish, if used, in the water bath maintained at theprescribed temperature of test. Allow the smaller container toremain for 1 to 1.5 h and the taller (6 oz) container to remainfor 1.5 to 2 h.

8. Test Conditions

8.1 Where the conditions of test are not specifically men-tioned, the temperature, load, and time are understood to be25°C (77°F), 100 g, and 5 s, respectively. Other conditions maybe used for special testing, such as the following:

Temperature, °C (°F) Load, g Time, s0 (32) 200 604 (39.2) 200 6045 (113) 50 546.1 (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 theabsence of water and other extraneous materials. If the pen-etration is expected to exceed 350 use a long needle, otherwiseuse a short needle. Clean a penetration needle with toluene orother suitable solvent, dry with a clean cloth, and insert theneedle into the penetrometer. Unless otherwise specified placethe 50-g weight above the needle, making the total weight 1006 0.1 g.

9.2 If tests are to be made with the penetrometer in the bath,place the sample container directly on the submerged stand ofthe penetrometer (Note 2). Keep the sample container com-pletely covered with water in the bath. If the tests are to bemade with the penetrometer outside the bath, place the samplecontainer in the transfer dish, cover the container completelywith water from the constant temperature bath and place thetransfer 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 justmakes contact with the surface of the sample. This is accom-plished by bringing the actual needle tip into contact with itsimage reflected on the surface of the sample from a properlyplaced source of light (Note 3). Either note the reading of thepenetrometer dial or bring the pointer to zero. Quickly releasethe needle holder for the specified period of time and adjust theinstrument to measure the distance penetrated in tenths of amillimetre. If the container moves, ignore the result.

NOTE 3—The positioning of the needle can be materially aided by usingan illuminated poly-methyl methacrylate tube.

9.4 Make at least three determinations at points on thesurface of the sample not less than 10 mm from the side of thecontainer and not less than 10 mm apart. If the transfer dish isused, return the sample and transfer dish to the constanttemperature bath between determinations. Use a clean needlefor each determination. If the penetration is greater than 200,use at least three needles leaving them in the sample until thethree determinations have been completed.

10. Report

10.1 Report to nearest whole unit the average of threepenetrations whose values do not differ by more than thefollowing:

Penetration0 to49

50 to149

150 to249

250 to500

Maximum difference between highestand lowest penetration

2 4 12 20

11. Precision and Bias

11.1 Use the following criteria for judging the acceptabilityof penetration results for asphalt at 25°C. The precision at othertemperatures is being determined.

11.1.1 Single Operator Precision—The single operator co-efficient of variation has been found to be 1.4 % for penetra-tions above 60, and the single operator standard deviation hasbeen found to be 0.35 % for penetrations below 50. Therefore,the results of two properly conducted tests by the sameoperator on the same material of any penetration, using thesame equipment, should not differ from each other by morethan 4 % of their mean, or 1 unit, whichever is larger.

11.1.2 Multilaboratory Precision—The multilaboratory co-efficient of variation has been found to be 3.8 % for penetra-tions above 60, and the multilaboratory standard deviation hasbeen found to be 1.4 for penetrations below 50. Therefore, theresults of two properly conducted tests on the same material ofany penetration, in two different laboratories, should not differfrom 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 %) andd2s (or d2s %) limits as described in Practice C 670.

11.1.3 Bias—This test method has no bias because thevalues 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 connectionwith any item mentioned in this standard. Users of this standard are expressly advised that determination of the validity of any suchpatent 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 andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsibletechnical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make yourviews known to the ASTM Committee on Standards, 100 Barr Harbor Drive, West Conshohocken, PA 19428.

This standard is copyrighted by ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States. Individualreprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at 610-832-9585(phone), 610-832-9555 (fax), or [email protected] (e-mail); or through the ASTM website (http://www.astm.org).

D 5

3

Designation: D 113 – 99 American Association StateHighway and Transportation Officials Standard

AASHTO No.: T51

Standard Test Method forDuctility of Bituminous Materials 1

This standard is issued under the fixed designation D 113; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon (e) indicates an editorial change since the last revision or reapproval.

1. Scope

1.1 The ductility of a bituminous material is measured bythe distance to which it will elongate before breaking when twoends of a briquet specimen of the material, of the formdescribed in Section 4, are pulled apart at a specified speed andat a specified temperature. Unless otherwise specified, the testshall be made at a temperature of 256 0.5°C and with a speedof 5 cm/min6 5.0 %. At other temperatures the speed shouldbe specified.



2.1 ASTM Standards:C 670 Practice for Preparing Precision and Bias Statements

for Test Methods for Construction Materials2

D 5 Test Method for Penetration of Bituminous Materials3

D 1754 Test Method for Effects of Heat and Air on Asphal-tic Materials (Thin-Film Oven Test)3

D 2872 Test Method for Effect of Heat and Air on a MovingFilm of Asphalt (Rolling Thin-Film Oven Test)3


E 11 Specification for Wire-Cloth Sieves for Testing Pur-poses5


3.1 This test method provides one measure of tensile prop-erties of bituminous materials and may be used to measureductility for specification requirements.

4. Apparatus

4.1 Mold—The mold shall be similar in design to thatshown in Fig. 1. The mold shall be made of brass, the endsbandb8 being known as clips, and the partsa anda8 as sides of

the mold. The dimensions of the assembled mold shall be asshown in Fig. 1 with the permissible variations indicated.

4.2 Water Bath—The water bath shall be maintained at thespecified test temperature, varying not more than 0.18°F(0.1°C) from this temperature. The volume of water shall benot less than 10 L, and the specimen shall be immersed to adepth of not less than 10 cm and shall be supported on aperforated shelf not less than 5 cm from the bottom of the bath.

4.3 Testing Machine— For pulling the briquet of bituminousmaterial apart, any apparatus may be used which is soconstructed that the specimen will be continuously immersedin water as specified in 5.3, while the two clips are pulled apartat a uniform speed, as specified, without undue vibration.

4.4 Thermometer— A thermometer having a range as shownbelow and conforming to the requirements prescribed inSpecification E 1 (Note 1).

Temperature Range ASTM Thermometer No.−8 to 32°C 63C

NOTE 1—In those cases where the ductility specimens are aged in thestandard penetration bath at 25°C, the thermometer as prescribed for TestMethod D 5 may be substituted in place of the above.

5. Procedure

5.1 Assemble the mold on a brass plate. Thoroughly coat thesurface of the plate and interior surfaces of the sidesa anda8,Fig. 1, of the mold with a thin layer of a mixture of glycerinand dextrin, talc, or kaolin (china clay) to prevent the materialunder test from sticking. The plate upon which the mold isplaced shall be perfectly flat and level so that the bottomsurface of the mold will be in contact throughout. Carefullyheat the sample to prevent local overheating until it has becomesufficiently fluid to pour. Strain the melted sample through a300-µm sieve conforming to Specification E 11. After a thor-ough stirring, pour it into the mold. In filling the mold, takecare not to disarrange the parts and thus distort the briquet. Infilling, pour the material in a thin stream back and forth fromend to end of the mold until the mold is more than level full.Let the mold containing the material cool to room temperaturefor a period of from 30 to 40 min and then place it in the waterbath maintained at the specified temperature of test for 30 min;then cut off the excess bitumen with a hot straightedged puttyknife or spatula to make the mold just level full.

5.2 Keeping Specimen at Standard Temperature—Place thebrass plate and mold, with briquet specimen, in the water bathand keep at the specified temperature for a period of from 85to 95 min. Then remove the briquet from the plate, detach the

1 This test method is under the jurisdiction of ASTM Committee D-4 on Roadand Paving Materials and is the direct responsibility of Subcommittee D04.44 onRheological Tests.

Current edition approved Jan. 10, 1999. Published May 1999. Originallypublished as D 113 – 21 T. Last previous edition D 113 – 86(1992).

2 Annual Book of ASTM Standards,Vol 04.02.3 Annual Book of ASTM Standards,Vol 04.03.4 Annual Book of ASTM Standards,Vol 14.03.5 Annual Book of ASTM Standards,Vol 14.02.

1

AMERICAN SOCIETY FOR TESTING AND MATERIALS100 Barr Harbor Dr., West Conshohocken, PA 19428

Reprinted from the Annual Book of ASTM Standards. Copyright ASTM

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 apartat a uniform speed as specified until the briquet ruptures. Avariation of65 % from the speed specified will be permissible.Measure the distance in centimetres through which the clipshave been pulled to produce rupture. While the test is beingmade, the water in the tank of the testing machine shall coverthe specimen both above and below it by at least 2.5 cm andshall be kept continuously at the temperature specified within0.5°C.

6. Report

6.1 A normal test is one in which the material between thetwo clips pulls out to a point or thread until rupture occurs atthe point where the thread has practically no cross-sectionalarea. Report the average of three normal tests as the ductility ofthe sample.

6.2 If the bituminous material comes in contact with thesurface of the water or the bottom of the bath, the test shall notbe considered normal. Adjust the specific gravity of the bath bythe addition of either methyl alcohol or sodium chloride so thatthe bituminous material neither comes to the surface of thewater, nor touches the bottom of the bath at any time during thetest.

6.3 If a normal test is not obtainable on three tests, report theductility as being unobtainable under the conditions of the test.

7. Precision

7.1 Criteria for judging the acceptability of ductility testresults 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, isbased on tests performed on asphalt cements. The precision of tests onresidues, 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 asdescribed in Practice C 670.

NOTE 4—Insufficient data are available to properly define precision at15.6°C. However, analysis of data resulting from tests by 13 laboratorieson one asphalt for which the average ductility test result was 45 cm showsa multi-laboratory precision (D2S) of 23 cm.

8. Keywords

8.1 ductility; ductility mold; ductilometer

A—Distance between centers, 111.5 to 113.5 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, 15.75 to 16.25 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

D 113

2


This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsibletechnical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make yourviews known to the ASTM Committee on Standards, 100 Barr Harbor Drive, West Conshohocken, PA 19428.

FIG. 2 Precision Data

D 113

3

Designation: D 1754 – 97 (Reapproved 2002)

Standard Test Method forEffects of Heat and Air on Asphaltic Materials (Thin-FilmOven Test) 1


1. Scope

1.1 This test method covers the determination of the effectsof heat and air on a film of semisolid asphaltic materials. Theeffects of this treatment are determined from measurements ofselected asphalt properties before and after the test.

1.2 The values stated in SI units are to be regarded as thestandard.



2.1 ASTM Standards:D 5 Test Method for Penetration of Bituminous Materials2

D 113 Test Method for Ductility of Bituminous Materials2

D 2170 Test Method for Kinematic Viscosity of Asphalts(Bitumens)2

D 2171 Test Method for Viscosity of Asphalts by VacuumCapillary Viscometer2


E 145 Specification for Gravity-Convection and Forced-Ventilation Ovens4


3.1 A film of asphaltic material is heated in an oven for 5 hat 163°C (325°F). The effects of heat and air are determinedfrom changes incurred in physical properties measured beforeand after the oven treatment. An optional procedure is providedfor determining the change in sample mass.

3.2 Precision values for the method have been developed forviscosity, viscosity change, penetration change, mass change,and ductility.


4.1 This method indicates approximate change in propertiesof asphalt during conventional hot-mixing at about 150°C(302°F) as indicated by viscosity, penetration, or ductilitymeasurements. It yields a residue which approximates theasphalt condition as incorporated in the pavement. If themixing 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 shallconform to the performance requirements of SpecificationE 145, Type IB (Gravity-Convection), for operating tempera-tures up to 180°C (356°F). During the tests for compliance toSpecification E 145 requirements, the oven shelf, properlycentered as described in 5.1.2 shall be in place and rotating.

5.1.1 Construction—The oven shall be rectangular, andeach interior dimension (exclusive of space occupied by theheating element) shall be a minimum of 330 mm (13 in.) anda maximum of 535 mm (21 in.). The oven shall have, in front,a tightly fitted hinged door, which shall provide a clear openingsubstantially the same as the interior height and width of theoven. The door may contain a window with dimensions of atleast 100 by 100 mm (4 by 4 in.) and with two sheets of glassseparated by an air space, through which a vertical thermom-eter, located as specified in 5.2, may be read without openingthe door; or the oven may be provided with an inner glass door,through which the thermometer may be observed on openingthe outer door momentarily. The oven shall be adequatelyventilated by convection currents of air and for this purposeshall be provided with openings for the entrance of air and forthe exit of heated air and vapors. Openings may be of any sizeand arrangement provided the requirements of SpecificationE 145, Type IB, are met.

5.1.2 Rotating Shelf—The oven shall be provided with asingle metal circular shelf having a minimum diameter of 250mm (9.8 in.) and a maximum diameter of 450 mm (18 in.). Theshelf construction shall be such that it provides a flat surfacefor support of the containers without blocking all air circulationthrough the shelf when the containers are in place. The shelfshall be suspended by a vertical shaft and centered with respectto the horizontal interior dimensions of the oven and shall be

1 This test method is under the jurisdiction of ASTM Committee D04 on Roadand Paving Materials and is the direct responsibility of Subcommittee D04.46 onDurability and Distillation Test.

Current edition approved Aug. 10, 1997. Published February 1998. Originallypublished as D 1754 – 60 T. Last previous edition D 1754 – 94.

2 Annual Book of ASTM Standards, Vol 04.03.3 Annual Book of ASTM Standards, Vol 14.03.4 Annual Book of ASTM Standards, Vol 14.04.

1

Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.

provided with a mechanical means of rotating it at the rate of5.56 1.0 r/min. The preferred vertical position for the shelf is150 mm (6 in.) above the bottom of the oven (exclusive ofspace occupied by the heating element), and the shelf shall belocated as close to this position as permitted by compliancewith the requirements of 5.2 regarding thermometer placement.The shelf shall be constructed or marked in such a way that thesample containers can be placed in the same position duringeach test. There shall be a minimum of two and a maximum ofsix sample container positions. Each sample container positionshall be symmetrical with respect to the shaft and to any holesin the shelf. The number of sample container positions shall bethe maximum that will fit on the shelf without violating theabove requirements and without excessive overhang.

5.2 Thermometer—An ASTM Loss on Heat Thermometerhaving a range from 155 to 170°C and conforming to therequirements for Thermometer 13C, as prescribed in Specifi-cation E 1 shall be used for determining the test temperature.The thermometer shall be supported from the shaft of thecircular shelf in a vertical position at a point equidistant fromthe center and outer edge of the shelf. The bottom of thethermometer bulb shall be 40 mm (1.5 in.) above the top of theshelf. The thermometer shall be radially centered over a samplecontainer position..

5.3 Container—A cylindrical pan, 140 mm (51⁄2 in.) ininside diameter and 9.5 mm (3⁄8 in.) deep with a flat bottom.Fifty millilitres of the sample in this size container give a filmthickness of approximately 3.2 mm (1⁄8 in.). Pans shall be madeof stainless steel and shall have a metal thickness of approxi-mately 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 notsignificantly affect results, frequent inspection to eliminate warped ordamaged pans is advisable. The indicated metal thickness has been foundto provide adequate rigidity without excessive weight. Stainless steel pansmanufactured from 0.6-mm thick (No. 24) stainless sheet gage steelcomply with the recommended thickness. Pans made from 0.48 mm-thick(No. 26) stainless sheet gage metal are also acceptable but have a greatertendency to warp during use.

6. Preparation of Samples

6.1 Place sufficient material for the test in a suitablecontainer and heat to a fluid condition. Extreme care should betaken so that there is no local overheating of the sample andthat the highest temperature reached is not more than 150°C(302°F). Stir the sample during the heating period, but avoidincorporating air bubbles in the sample. Weigh 506 0.5 g intoeach of two or more tared containers meeting the requirementsof 5.3.

6.2 At the same time, pour a portion of the sample into thecontainers specified for measurement of original asphalt prop-erties. 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 andweigh each sample separately to the nearest 0.001 g. If themass change is not required, allow the samples to cool toapproximately room temperature before placing in the oven asdirected in 7.2.

7. Procedure

7.1 Level the oven so that the shelf rotates in a horizontalplane. The maximum tilt during rotation shall be not more than3° from the horizontal.

7.2 Place an empty sample container in each of the prede-termined sample container positions on the rotating shelf.Adjust the temperature control so the specified thermometer(see 5.2) reads 1636 1°C (3256 2°F) when the oven is atequilibrium. Once adjustment is complete, the empty samplecontainers may be removed at the discretion of the operator.However, the temperature control shall not be readjusted onceany sample containers are removed.

NOTE 2—Removing sample containers will affect convection patternsin the oven, and may cause the thermometer reading to change from thedesired level. This is normal, and occurs because the thermometer is notin the same location as the temperature control sensor. Replacing thecontainers should cause the thermometer reading to return to the originallevel.

7.3 With the oven preheated and adjusted as described in7.2, quickly place the asphalt samples in the predeterminedsample container positions on the circular shelf (Note 3 andNote 4). Fill any vacant positions with empty sample contain-ers, so that every sample container position is occupied. Closethe oven door and start rotating the shelf. Maintain thespecified temperature range for 5 h after the sample has beenintroduced 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 inthe oven be more than 51⁄4 h. At the conclusion of the heatingperiod, remove the samples from the oven. If the mass changeis not being determined, proceed in accordance with 7.5. If themass change is being determined, cool to room temperature,weigh to the nearest 0.001 g, and calculate the mass change onthe basis of the asphalt in each container (Note 5).

NOTE 3—Materials having different mass change characteristics shouldnot generally be tested at the same time due to the possibility ofcross-absorption.

NOTE 4—This test method does not prohibit placing an asphalt samplein the position under the thermometer. However, it is recommended thatthis position not be used for a sample, and that an empty pan remain in thisposition, in order to minimize the risk associated with thermometerbreakage.

NOTE 5—When complete tests cannot be made in the same day, and ifthe mass change is being determined, weigh the residues and store themovernight before reheating. If the mass change is not being determined,transfer the residue to the 240-mL (8-oz) container as described in 7.5before storing overnight.

7.4 After weighing the samples, place them on a refactory-board and then on the shelf of the oven maintained at 163°C(325°F). Close the oven and rotate the shelf for 15 min, removethe samples and board(s), and immediately proceed as de-scribed in 7.5.

7.5 Transfer the material from each pan into an 240-mL(8-oz) ointment tin. Remove substantially all of the materialfrom 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

D 1754 – 97 (2002)

2

fluid condition if necessary. Complete the tests on residue byappropriate ASTM test methods within 72 h of performing thistest.

NOTE 6—Care should be taken if the sample is reheated more thanonce, since excessive reheating can affect the apparent severity of the test.

8. Report

8.1 Report the values of the original asphalt propertiesmeasured in 6.2 and the residue property values as measured in7.5. Viscosity change may also be expressed as the ratio of theresidual asphalt viscosity to the original asphalt viscosity.Penetration change is evaluated as the penetration of theresidue expressed as the percentage of the original penetration.

8.2 Report ductility or other test results in accordance withthe appropriate ASTM test methods.

8.3 When determined, report the average mass change of thematerial in all containers as mass percent of the originalmaterial. 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 inmass), while oxygen reacts with the sample (causing an increase in mass).The combined effect determines whether the sample has an overall massgain or an overall mass loss. Samples with a very low percentage ofvolatile components will usually exhibit a mass gain, while samples with

a high percentage of volatile components will usually exhibit a mass loss.


9.1 Criteria for judging the acceptability of the viscosity at60°C (140°F) and 135°C (275°F), viscosity ratio at 60°C(140°F), change in penetration at 25°C (77°F), and masschange test results obtained by this method are given in Table1. The figures given in Column 2 are the standard deviationsthat have been found to be appropriate for the materials andconditions of test described in Column 1. The figures given inColumn 3 are the limits that should not be exceeded by thedifference between the results of two properly conducted tests.The figures given in Column 4 are the coefficients of variationthat have been found to be appropriate for the materials andconditions of test described in Column 1. The figures given inColumn 5 are the limits that should not be exceeded by thedifference between the results of two properly conducted testsexpressed as a percent of their mean.

9.2 Criteria for judging the acceptability of ductility data at15.6°C (60°F) are given in Table 1. Each test result is theaverage of three ductility measurements.

10. Keywords

10.1 aging; asphalt cement; Thin-Film Oven Test (TFOT)

TABLE 1 Precision of Test on Residue

Material and Type IndexStandardDeviation

(1s)

Acceptable Range ofTwo Results (d2s)

Coefficient of Variation(percent of

mean) (1s%)

Acceptable Range ofTwo Results (percent

of mean) (d2s%)

Single-operator precision:Percentage of retained penetration 1.43 4.0 ... ...Change in mass percentage:

Not more than 0.4 % (max) 0.014 0.04 ... ...Greater than 0.4 % ... ... 2.9 8.0

Viscosity at 60°C (140°F) ... ... 3.3 9.3Viscosity at 135°C (275°F) ... ... 2.0 5.7

Ratio:viscosity at 60°C ~140°F! after test

viscosity at 60°C ~140°F! before test... ... 5.6 16.0

Ductility at 15.6°C (60°F), cmA 7 20Multilaboratory precision:

Percentage of retained penetration 2.90 8.0 ... ...Change in mass percentage:

Not more than 0.4 % (max) 0.055 0.16 ... ...Greater than 0.4 % ... ... 14.0 40.0

Viscosity at 60°C (140°F) ... ... 11.6 33.0Viscosity at 135°C (275°F) ... ... 6.4 18.0

Ratio:B

viscosity at 60°C ~140°F! after testviscosity at 60°C ~140°F! before test

... ... 9.1 26.0

Ductility at 15.6°C (60°F), cmA 12 34A 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.

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APPENDIX

(Nonmandatory Information)

X1. RECOMMENDED OVEN

X1.1 Research conducted in 1992 indicates that the severityof this test is affected by thermometer position, number ofsample containers used, oven geometry and shelf geometry.These factors were inadequately controlled in earlier versionsof this test, and the 1993 revision addresses these issues.Factors relating to oven and shelf geometry are being handledin this appendix as a recommendation rather than a require-ment, in order to avoid obligating labs to purchase new ovens.

X1.2 A single type of oven was used by approximately85 % of the 106 labs surveyed in 1992. This oven is describedbelow, and is now the recommended oven for this test. Whilethis oven is not required, its use would be expected to improvereproducibility when compared to alternate ovens.5

X1.3 Recommended Oven Type and Control—The ovenshall be electrically heated and shall conform to the perfor-mance 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 require-ments, the oven shelf shall be in place and rotating, with anempty sample container in each of the four sample containerpositions. The oven temperature shall be regulated by aproportional temperature controller, using a platinum resis-tance temperature detector or a thermistor sensor mounted 25mm (1 in.) below the roof of the test chamber, and beneath oneof the vent holes. This temperature sensor shall not be used inplace of the test thermometer described in 5.2.

X1.4 Recommended Oven Construction—The oven shall berectangular with interior height of 380 mm (15 in.), interior

width of 480 mm (19 in.), and interior depth of 460 mm (18in.). These dimensions are exclusive of space occupied by theheating elements and the door. All heating elements shall belocated in the bottom of the oven. The oven shall have, in front,a tightly fitted hinged door, which shall provide a clear openingsubstantially the same as the interior height and width of theoven. The door shall contain a window with dimensions of atleast 200 mm (8 in.) high and 300 mm (12 in.) wide. Thewindow shall consist of two sheets of glass separated by an airspace, through which a vertical thermometer, located as speci-fied in 5.2, may be read without opening the door. The top ofthe test chamber shall have exactly two vent openings, one oneach side of the oven. Each opening shall have a diameter of25 mm (1 in.). Each opening shall be located 75 mm (3 in.)from the side, and centered between the front and back of thetest chamber. These openings shall remain unobstructed when-ever the oven is in operation. There shall be no openings on thesides of the test chamber. Other openings may be of any sizeand type provided the requirements of Specification E 145,Type IB, are met.

X1.5 Recommended Rotating Shelf—The oven shall beprovided with a single cast aluminum shelf, with a diameter of340 mm (13.5 in.), as shown in Fig. X1.1. The top of the shelfshall have four raised ribs which define four sample containerpositions. Fig. X1.2 shows an overhead view of the shelf, withfour sample containers properly positioned. The shelf shall besuspended by a vertical shaft and centered with respect to thehorizontal interior dimensions of the test chamber. The shelfshall be provided with a mechanical means of rotating it at arate of 5.56 1.0 r/min. The vertical position of the shelf shallbe 150 mm (6 in.) above the bottom of the oven (exclusive ofspace occupied by the heating elements).

5 An oven meeting the requirements of the recommended oven is available fromBlue M Electric 138th & Chatham, Blue Island, IL 60406.

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NOTE 1—There is no direct SI equivalent for screw threads and drill holes, therefore they have been omitted. The controlling dimensions of the screwand the drill hole, however, have been converted to SI units.

FIG. X1.1 Recommended TFOT Shelf

D 1754 – 97 (2002)

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ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentionedin this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the riskof 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 andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of theresponsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you shouldmake 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 19428-2959,United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the aboveaddress or at 610-832-9585 (phone), 610-832-9555 (fax), or [email protected] (e-mail); or through the ASTM website(www.astm.org).

FIG. X1.2 Recommended TFOT Shelf With Four Pans

D 1754 – 97 (2002)

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Designation: D 88 – 94 (Reapproved 1999) American Association StateHighway and Transportation Officials Standard

AASHTO No: T72Method 304—Federal Test

Method Standard No. 791bReplaces Method 4285 of Federal Test

Method Standard No. 141A

Standard Test Method forSaybolt Viscosity 1

This standard is issued under the fixed designation D 88; the number immediately following the designation indicates the year of originaladoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscriptepsilon (e) indicates an editorial change since the last revision or reapproval.


1. Scope

1.1 This test method covers the empirical procedures fordetermining the Saybolt Universal or Saybolt Furol viscositiesof petroleum products at specified temperatures between 21and 99°C (70 and 210°F). A special procedure for waxyproducts is indicated.

NOTE 1—Test Methods D 445 and D 2170 are preferred for the deter-mination of kinematic viscosity. They require smaller samples and lesstime, and provide greater accuracy. Kinematic viscosities may be con-verted to Saybolt viscosities by use of the tables in Practice D 2161. It isrecommended that viscosity indexes be calculated from kinematic ratherthan Saybolt viscosities.

1.2 The values stated in SI units are to be regarded as thestandard.



2.1 ASTM Standards:D 93 Test Methods for Flash Point by Pensky-Martens

Closed Tester2

D 117 Guide to Test Methods and Specifications for Elec-trical Insulating Oils of Petroleum Origin3

D 140 Practice for Sampling Bituminous Materials4

D 244 Test Methods for Emulsified Asphalts4

D 445 Test Method for Kinematic Viscosity of Transparentand Opaque Liquids (and the Calculation of DynamicViscosity)2

D 2161 Practice for Conversion of Kinematic Viscosity to

Saybolt Universal Viscosity or to Saybolt Furol Viscosity2

D 2170 Test Method for Kinematic Viscosity of Asphalts(Bitumens)4

D 4057 Practice for Manual Sampling of Petroleum andPetroleum Products5

D 4177 Practice for Automatic Sampling of Petroleum andPetroleum Products5


E 11 Specification for Wire-Cloth Sieves for Testing Pur-poses7

E 102 Test Method for Saybolt Furol Viscosity of Bitumi-nous Materials at High Temperatures8

3. Terminology

3.1 Definitions:3.1.1 Furol—an acronym of “Fuel and road oils.”3.1.2 Saybolt Furol viscosity—the corrected efflux time in

seconds of 60 mL of sample flowing through a calibrated Furolorifice under specified conditions. The viscosity value isreported in Saybolt Furol seconds, abbreviated SFS, at aspecified temperature.

3.1.3 Saybolt Universal viscosity—the corrected efflux timein seconds of 60 mL of sample flowing through a calibratedUniversal orifice under specified conditions. The viscosityvalue is reported in Saybolt Universal seconds, abbreviatedSUS, at a specified temperature.


4.1 The efflux time in seconds of 60 mL of sample, flowingthrough a calibrated orifice, is measured under carefullycontrolled conditions. This time is corrected by an orificefactor and reported as the viscosity of the sample at thattemperature.


5.1 This test method is useful in characterizing certainpetroleum products, as one element in establishing uniformity

1 This test method is under the jurisdiction of ASTM Committee D-8 on Roofing,Waterproofing, and Bituminous Materials and is the direct responsibility ofSubcommittee D08.05 on Solvent-Bearing Bituminous Compounds for Roofing andWaterproofing.

Current edition approved Sept. 15, 1994. Published November 1994. Originallypublished as D 88 – 21 T. In 1923, combined with former Methods D 47. Lastprevious edition D 88 – 81 (1987)e 1.

2 Annual Book of ASTM Standards, Vol 05.01.3 Annual Book of ASTM Standards, Vol 10.03.4 Annual Book of ASTM Standards, Vol 04.03.

5 Annual Book of ASTM Standards, Vol 05.02.6 Annual Book of ASTM Standards, Vol 14.03.7 Annual Book of ASTM Standards, Vol 14.02.8 Annual Book of ASTM Standards, Vol 04.04.

1

Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.

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 forcharacterization of petroleum products such as fuel oils andother residual materials having Saybolt Universal viscositiesgreater than 1000 s.

5.4 Determination of the Saybolt Furol viscosity of bitumi-nous materials at higher temperatures is covered by TestMethod E 102.

6. Apparatus

6.1 Saybolt Viscometer and Bath, as shown in Fig. 1 anddescribed in Annex A1.

6.2 Withdrawal Tube, as shown in Fig. 2.6.3 Thermometer Support, as shown in Fig. 3.6.4 Saybolt Viscosity Thermometers, as listed in Table 1, for

reading the temperature of the sample. Each thermometer shallconform to the requirements listed in Specification E 1 for thatASTM Thermometer Number.

6.5 Bath Thermometers—Saybolt Viscosity thermometers,or any other temperature-indicating means of equivalent accu-racy.

6.6 Filter Funnel, as shown in Fig. 4, equipped withinterchangeable 150-µm (No. 100) and 75-µm (No. 200)wire-cloth inserts meeting the requirements of SpecificationE 11 with respect to the wire cloth.

6.7 Receiving Flask, as shown in Fig. 5.6.8 Timer, graduated in tenths of a second, and accurate to

within 0.1 % when tested over a 60-min interval. Electrictimers are acceptable if operated on a controlled frequencycircuit.

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 distil-lates with efflux times greater than 32 s to give the desiredaccuracy. Liquids with efflux times greater than 1000 s are notconveniently tested with this orifice.

8.2 Use a Furol orifice or tip for residual materials withefflux times greater than 25 s to give the desired accuracy. Seealso 5.3.

8.3 Clean the viscometer thoroughly with an appropriatesolvent 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

D 88

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viscometer and its gallery. Clean the receiving flask in the samemanner.

NOTE 2—The plunger commonly supplied with the viscometer shouldnever be used for cleaning; its use might damage the overflow rim andwalls of the viscometer.

8.4 Set up the viscometer and bath in an area where theywill not be exposed to drafts or rapid changes in air tempera-ture, and dust or vapors that might contaminate a sample.

8.5 Place the receiving flask (Fig. 5) beneath the viscometerso 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 thatthe 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 overflowrim of the viscometer with an appropriate bath mediumselected from Table 2.

8.7 Provide adequate stirring and thermal control for thebath so that the temperature of a test sample in the viscometerwill not vary more than60.03°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 tem-

perature between 20 and 30°C (68 and 86°F), and record theactual 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 periodicintervals by measuring the efflux time at 37.8°C (100°F) of anappropriate viscosity oil standard, following the proceduregiven in Section 10. See Annex A2 for viscosity oil standardsavailable.

9.2 The efflux time of the viscosity oil standard shall equalthe certified Saybolt viscosity value. If the efflux time differsfrom the certified value by more than 0.2 %, calculate acorrection factor,F, for the viscometer as follows:

F 5 V/t (1)

NOTE 1—All dimensions are in millimetres (inches).FIG. 2 Withdrawal Tube for Use with Saybolt Viscometer

NOTE 1—All dimensions are in millimetres (inches).FIG. 3 Thermometer Support

TABLE 1 ASTM Saybolt Viscosity Thermometers

Standard TestTemperature

°C (°F)

ASTMThermometer

No.

Thermometer

Range° C (°F) Subdivisions,° C (°F)

21.1 (70) 17C (17F) 19 to 27(66 to 80)

0.1 (0.2)

25.0 (77) 17C (17F) 19 to 27(66 to 80)

0.1 (0.2)

37.8 (100) 18C (18F) 34 to 42(94 to 108)

0.1 (0.2)

50.0 (122) 19C (19F) 49 to 57(120 to 134)

0.1 (0.2)

54.4 (130) 19C (19F) 49 to 57(120 to 134)

0.1 (0.2)

60.0 (140) 20C (20F) 57 to 65(134 to 148)

0.1 (0.2)

82.2 (180) 21C (21F) 79 to 87(174 to 188)

0.1 (0.2)

98.9 (210) 22C (22F) 95 to 103(204 to 218)

0.1 (0.2)

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where:V 5 certified Saybolt viscosity of the standard, andt 5 measured efflux time at 37.8°C (100°F), s.

NOTE 3—If the calibration is based on a viscosity oil standard having anefflux time between 200 and 600 s, the correction factor applies to allviscosity 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 oilstandard having a minimum efflux time of 90 s.

9.4 Viscometers or orifices requiring corrections greaterthan 1.0 % shall not be used in referee testing.

10. Procedure

10.1 Establish and control the bath temperature at theselected test temperature.

10.1.1 Standard test temperatures for measuring SayboltUniversal viscosities are 21.1, 37.8, 54.4, and 98.9°C (70, 100,130, and 210°F).

10.1.2 Standard test temperatures for measuring SayboltFurol viscosities are 25.0, 37.8, 50.0, and 98.9°C (77, 100, 122,and 210°F).

10.1.3 Other standard test temperatures in use include 60.0and 82.2°C (140 and 180°F).

10.2 Insert a cork stopper, having a cord attached for itseasy removal, into the air chamber at the bottom of theviscometer. The cork shall fit tightly enough to prevent theescape of air, as evidenced by the absence of oil on the corkwhen it is withdrawn later as described.

10.3 If the selected test temperature is above room tempera-ture, the test may be expedited by preheating the sample in itsoriginal container to not more than 1.7°C (3.0°F) above the testtemperature. Never preheat any sample to within 28°C (50°F)of its flash point (see Test Methods D 93), because volatilitylosses might alter its composition.

10.4 Stir the sample well; then strain it through the 150-µm(No. 100) wire cloth in the filter funnel directly into the

NOTE 1—All dimensions are in millimetres (inches).FIG. 4 Filter Funnel for Use with Saybolt Viscometer

D 88

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viscometer until the level is above the overflow rim.10.5 The viscosities of steam-refined cylinder oils, black

lubricating oils, residual fuel oils, and similar waxy productscan be affected by their thermal histories. Use the followingpreheating procedure with such products to obtain uniformresults at temperatures below 93°C (200°F):

10.5.1 Heat the sample in its original container to about50°C (122°F), with stirring and shaking to dissolve and blendwaxy materials. Probe the bottom of the container with astirring rod to be certain that all waxy materials are in solution,and mix well.

10.5.2 Pour about 100 mL into a 125-mL Erlenmeyer flask.Stopper loosely with a cork or rubber stopper.

10.5.3 Immerse the flask in a bath of boiling water for 30min.

10.5.4 Mix well, remove the sample from the boiling waterbath, wipe the outside of the flask dry, and strain the samplethrough the 75-µm (No. 200) wire cloth in the filter funneldirectly into the viscometer until the level is above theoverflow rim.

10.6 Stir the sample in the viscometer with the appropriateviscosity thermometer equipped with the thermometer support(Fig. 3). Use a circular motion at 30 to 50 rpm in a horizontalplane. When the sample temperature remains constant within0.03°C (0.05°F) of the test temperature during 1 min ofcontinuous stirring, remove the thermometer.

NOTE 4—Never attempt to adjust the temperature by immersing hot orcold bodies in the sample. Such thermal treatment might affect the sampleand the precision of the test.

10.7 Immediately place the tip of the withdrawal tube (Fig.2) in the gallery at one point, and apply suction to remove oiluntil its level in the gallery is below the overflow rim. Do nottouch the overflow rim with the withdrawal tube; the effectiveliquid head of the sample would be reduced.

10.8 Check to be sure that the receiving flask is in properposition; then snap the cork from the viscometer using theattached cord, and start the timer at the same instant.

10.9 Stop the timer the instant the bottom of the oilmeniscus reaches the graduation mark on the receiving flask.Record the efflux time in seconds to the nearest 0.1 s.

11. Calculation and Report

11.1 Multiply the efflux time by the correction factor for theviscometer determined in 9.2.

11.2 Report the corrected efflux time as the Saybolt Univer-sal or Saybolt Furol viscosity of the oil at the temperature atwhich the test was made.

11.2.1 Report values below 200 SUS or SFS to the nearest0.1 s. Report values of 200 s or higher to the nearest wholesecond.


12.1 Results should not differ from the mean by more thanthe following (see Note 5):

12.1.1 Repeatability(one operator and apparatus)—1 %.12.1.2 Reproducibility(different operators and apparatus)—

2 %.

NOTE 5—For petroleum products, the precision and bias is based ondata from Test Method E 102. For emulsion, use precision and biasstatement in Test Method D 244, Section 38.

13. Keywords

13.1 bituminous materials; kinematic; saybolt; viscosity

NOTE 1—All dimensions are in millimetres.FIG. 5 Receiving Flask

D 88

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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. Theorifice tip, Universal or Furol, may be constructed as areplaceable unit in the viscometer. Provide a nut at the lowerend of the viscometer for fastening it in the bath. Mountvertically in the bath and test the alignment with a spirit levelon the plane of the gallery rim. Provide a cork or other suitablemeans to prevent the flow of sample until the start of the test;a small chain or cord may be attached to the cork to facilitaterapid removal.

A1.2 Bath—The bath serves both as a support to hold theviscometer in a vertical position as well as the container for thebath medium. Equip the bath with effective insulation and withan efficient stirring device. Provide the bath with a coil forheating and cooling and with thermostatically controlled heat-ers capable of maintaining the bath within the functionalprecision given in Table 2. The heaters and coil should belocated at least 30 mm from the viscometer. Provide a meansfor maintaining the bath medium at least 6 mm (0.25 in.) abovethe overflow rim. The bath media are given in Table 2.

A2. VISCOSITY STANDARDS

A2.1 Saybolt Viscosity Standards—Viscosity oil standardsconforming to ASTM requirements have certified Sayboltviscosity values established by cooperative determinations ofkinematic viscosity values. The kinematic values are convertedto Saybolt Universal and Saybolt Furol viscosity values bymeans of conversion tables given in Practice D 2161. Theapproximate Saybolt viscosities are shown in Table A2.1.

A2.2 Standards Conforming to ASTM Saybolt ViscosityStandards—The viscosity standards may also be used forroutine calibrations at other temperatures as shown in TableA2.1. Other reference liquids, suitable for routine calibrations,may be established by selecting stable oils covering the desiredrange and determining their viscosities in a viscometer cali-brated with a standard conforming to ASTM requirements.

A2.3 Routine Calibrations—The viscosity standards mayalso be used for routine calibrations at other temperatures asshown in Table A2.1.

TABLE 2 Recommended Bath Media

Standard TestTemperature,°C (°F)

Recommended Bath MediumMax TempDifferential,A

°C (°F)

Bath Temperature ControlFunctional Precision,°C (°F)

21.1 (70) water 60.05 (0.10) 60.03 (0.05)25.0 (77) water 60.05 (0.10) 60.03 (0.05)37.8 (100) water, or oil of 50 to 70 SUS viscosity at 37.8°C (100°F) 60.15 (0.25) 60.03 (0.05)50.0 (122) water, or oil of 120 to 150 SUS viscosity at 37.8°C (100°F) + 0.20 (0.35) 60.03 (0.05)54.4 (130) water, or oil of 120 to 150 SUS viscosity at 37.8°C (100°F) + 0.30 (0.50) 60.03 (0.05)60.0 (140) water, or oil of 120 to 150 SUS viscosity at 37.8°C (100°F) + 0.60 (1.0) 60.06 (0.1)82.2 (180) water or oil of 300 to 370 SUS viscosity at 37.8°C (100°F) + 0.80 (1.5) 60.06 (0.1)98.9 (210) oil of 330 to 370 SUS viscosity at 37.8°C (100°F) + 1.10 (2.0) 60.06 (0.1)

AMaximum permissible difference between bath and sample temperatures at the time of the test.

TABLE A2.1 Saybolt Viscosity Oil Standards A

Viscosity Oil StandardsSUs at 37.8°C

(100°F)SUs at 98.9°C

(210°F)SFs at 50°C

(122°F)

S3 36 ... ...S6 46 ... ...S20 100 ... ...S60 290 ... ...S200 930 ... ...S600 ... 150 120AThese viscosity oil standards are available in 0.5-L (1-pt) containers from the

Cannon Instrument Co., P. O. Box 16, State College, PA 16801.

D 88

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This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the responsibletechnical committee, which you may attend. If you feel that your comments have not received a fair hearing you should make yourviews 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 19428-2959, United States.Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address or at610-832-9585 (phone), 610-832-9555 (fax), or [email protected] (e-mail); or through the ASTM website (www.astm.org).

D 88

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Designation: D 1883 – 99

Standard Test Method forCBR (California Bearing Ratio) of Laboratory-CompactedSoils 1



1. Scope *

1.1 This test method covers the determination of the CBR(California Bearing Ratio) of pavement subgrade, subbase, andbase/course materials from laboratory compacted specimens.The test method is primarily intended for but not limited to,evaluating the strength of cohesive materials having maximumparticle sizes less than3⁄4 in. (19 mm).

NOTE 1—The agency performing this test can be evaluated in accor-dance with Practice D 3740.

Not withstanding statements on precision and bias contained in thisStandard: The precision of this test method is dependent on the compe-tence of the personnel performing it and the suitability of the equipmentand facilities used. Agencies which meet the criteria of Practice D 3740are generally considered capable of competent and objective testing. Usersof this method are cautioned that compliance with Practice D 3740 doesnot in itself assure reliable testing. Reliable testing depends on manyfactors; Practice D 3740 provides a means of evaluating some of thosefactors.

1.2 When materials having maximum particle sizes greaterthan3⁄4 in. (19 mm) are to be tested, this test method providesfor modifying the gradation of the material so that the materialused for tests all passes the3⁄4-in. sieve while the total gravel( +No. 4 to 3 in.) fraction remains the same. While traditionallythis method of specimen preparation has been used to avoid theerror inherent in testing materials containing large particles inthe CBR test apparatus, the modified material may havesignificantly different strength properties than the originalmaterial. However, a large experience base has developedusing this test method for materials for which the gradation hasbeen modified, and satisfactory design methods are in usebased on the results of tests using this procedure.

1.3 Past practice has shown that CBR results for thosematerials having substantial percentages of particles retainedon the No. 4 sieve are more variable than for finer materials.Consequently, more trials may be required for these materialsto establish a reliable CBR.

1.4 This test method provides for the determination of theCBR of a material at optimum water content or a range ofwater content from a specified compaction test and a specifieddry unit weight. The dry unit weight is usually given as apercentage of maximum dry unit weight from the compactiontests of Test Methods D 698 or D 1557.

1.5 The agency requesting the test shall specify the watercontent or range of water content and the dry unit weight forwhich the CBR is desired.

1.6 Unless specified otherwise by the requesting agency, orunless it has been shown to have no effect on test results for thematerial being tested, all specimens shall be soaked prior topenetration.

1.7 For the determination of CBR of field compactedmaterials, see Test Method D 4429.

1.8 The values stated in inch-pound units are to be regardedas the standard. The SI equivalents shown in parentheses maybe approximate.

1.9 This standard does not purport to address all of thesafety problems, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.


2.1 ASTM Standards:D 422 Test Method for Particle-Size Analysis of Soils2

D 653 Terminology Relating to Soil, Rock, and ContainedFluids2

D 698 Test Method for Laboratory Compaction Character-istics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3))2

D 1557 Test Method for Laboratory Compaction Character-istics of Soil Using Modified Effort (56,000 ft-lbf/ft3

(2,700 kN-m/m3))2

D 2168 Test Methods for Calibration of LaboratoryMechanical-Rammer Soil Compactors2

D 2216 Test Method for Laboratory Determination of Water(Moisture) Content of Soil and Rock2

1 This test method is under the jurisdiction of ASTM Committee D-18 on Soiland Rock and is the direct responsibility of Subcommittee D18.08 on Special andConstruction Control Tests.

Current edition approved Feb. 10, 1999. Published May 1999. Originallypublished as D 1883 – 61T. Last previous edition D 1883 – 94. 2 Annual Book of ASTM Standards, Vol 04.08.

1

*A Summary of Changes section appears at the end of this standard.

Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.

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 AgenciesEngaged in the Testing and/or Inspection of Soil and Rockas Used in Engineering Design and Construction2

D 4318 Test Method for Liquid Limit, Plastic Limit, andPlasticity Index of Soils2

D 4429 Test Method for CBR (California Bearing Ratios)of Soils in Place2


3.1 For tests performed on materials compacted to onewater content, three specimens are prepared. The specimensare compacted using three different compactive efforts toobtain unit weights both above and below the desired unitweight. After allowing specimens to take on water by soaking,or other specified treatment such as curing, each specimen issubjected to penetration by a cylindrical rod. Results of stress(load) versus penetration depth are plotted to determine theCBR for each specimen. The CBR at the specified density isdetermined from a graph of CBR versus dry unit weight.

3.2 For tests in which the result is to be determined for awater content range, a series of specimens at each of threecompactive efforts are prepared over the range of water contentof interest. The compactive efforts are chosen to produce unitweights above and below the desired unit weight. Afterallowing the specimens to take on water by soaking, or otherspecified treatment such as curing, each specimen is pen-etrated. Results are plotted to obtain the CBR for eachspecimen. A plot of CBR versus unit weight for each watercontent is made to determine the minimum CBR for the watercontent range of interest.


4.1 This test method is used to evaluate the potentialstrength of subgrade, subbase, and base course material,including recycled materials for use in road and airfieldpavements. The CBR value obtained in this test forms anintegral part of several flexible pavement design methods.

4.2 For applications where the effect of compaction watercontent on CBR is small, such as cohesionless, coarse-grainedmaterials, or where an allowance is made for the effect ofdiffering compaction water contents in the design procedure,the CBR may be determined at the optimum water content ofa specified compaction effort. The dry unit weight specified isnormally the minimum percent compaction allowed by theusing agency’s field compaction specification.

4.3 For applications where the effect of compaction watercontent on CBR is unknown or where it is desired to accountfor its effect, the CBR is determined for a range of watercontent, usually the range of water content permitted for fieldcompaction by using agency’s field compaction specification.

4.4 The criteria for test specimen preparation of self ce-menting (and other) materials which gain strength with timemust be based on a geotechnical engineering evaluation. Asdirected by the engineer, self cementing materials shall be

properly cured until bearing ratios representing long termservice conditions can be measured.

5. Apparatus

5.1 Loading Machine—The loading machine shall beequipped 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 forcingthe penetration piston into the specimen. The machine shall beequipped with a load-indicating device that can be read to 10lbf (44 N) or less. The minimum capacity of the loadingmachine shall be based on the requirements indicated in Table1.

5.2 Mold—The mold shall be a rigid metal cylinder with aninside diameter of 66 0.026 in. (152.46 0.66 mm) and aheight of 76 0.018 in. (177.86 0.46 mm). It shall be providedwith a metal extension collar at least 2.0 in. (50.8 mm) inheight and a metal base plate having at least twenty eight1⁄16-in. (1.59-mm) diameter holes uniformly spaced over theplate within the inside circumference of the mold. Whenassembled with spacer disc in place in the bottom of the mold,the mold shall have an internal volume (excluding extensioncollar) of 0.0756 0.0009 ft (21246 25 cm). Fig. 1 shows asatisfactory mold design. A calibration procedure should beused to confirm the actual volume of the mold with the spacerdisk inserted. Suitable calibrations are contained in TestMethods D 698 and D 1557.

5.3 Spacer Disk—A circular metal spacer disc (see Fig. 1)having a minimum outside diameter of 515⁄16 in. (150.8 mm)but no greater than will allow the spacer to easily slip into themold. The spacer disc shall be 2.4166 0.005 in. (61.3760.127 mm) in height.

5.4 Rammer—A rammer as specified in either Test MethodsD 698 or D 1557 except that if a mechanical rammer is used itmust be equipped with a circular foot, and when so equipped,must provide a means for distributing the rammer blowsuniformly over the surface of the soil when compacting in a6-in. (152.4-mm) diameter mold. The mechanical rammer mustbe calibrated and adjusted in accordance with Test MethodsD 2168.

5.5 Expansion-Measuring Apparatus— An adjustable metalstem and perforated metal plate, similar in configuration to thatshown in Fig. 1. The perforated plate shall be 57⁄8 to 515⁄16 in.(149.23 to 150.81 mm) in diameter and have at least forty-two1⁄16-in. (1.59-mm) diameter holes uniformly spaced over theplate. A metal tripod to support the dial gage for measuring theamount of swell during soaking is also required.

5.6 Weights—One or two annular metal weights having atotal mass of 4.546 0.02 kg and slotted metal weights eachhaving masses of 2.276 0.02 kg. The annular weight shall be57⁄8 to 515⁄16 in. (149.23 to 150.81 mm) in diameter and shallhave a center hole of approximately 21⁄8in. (53.98 mm).

TABLE 1 Minimum Load Capacity

Maximum Measurable CBR Minimum Load Capacity(lbf) (kN)

20 2500 11.250 5000 22.3

>50 10 000 44.5

D 1883 – 99

2

5.7 Penetration Piston—A metal piston 1.9546 0.005 in.(49.636 0.13 mm) in diameter and not less than 4 in. (101.6mm) long (see Fig. 1). If, from an operational standpoint, it isadvantageous to use a piston of greater length, the longerpiston may be used.

5.8 Gages—Two dial gages reading to 0.001 in. (0.025 mm)with a range of 0.200 minimum.

5.9 Miscellaneous Apparatus—Other general apparatussuch as a mixing bowl, straightedge, scales, soaking tank orpan, 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 com-paction shall be prepared in accordance with the proceduresgiven in Test Methods D 698 or D 1557 for compaction in a6-in. (152.4-mm) mold except as follows:

6.1.1 If all material passes a3⁄4-in. (19-mm) sieve, the entiregradation shall be used for preparing specimens for compactionwithout modification. If there is material retained on the3⁄4-in.(19-mm) sieve, the material retained on the3⁄4-in. (19-mm)sieve shall be removed and replaced by an equal amount ofmaterial passing the3⁄4-in. (19-mm) sieve and retained on theNo. 4 sieve obtained by separation from portions of the samplenot otherwise used for testing.

7. Test Specimens

7.1 Bearing Ratio at Optimum Water Content Only—Usingmaterial prepared as described in 6.1, conduct a control

compaction test with a sufficient number of test specimens todefinitely establish the optimum water content for the soilusing the compaction method specified, either Test MethodsD 698 or D 1557. A previously performed compaction test onthe same material may be substituted for the compaction testjust described, provided that if the sample contains materialretained on the3⁄4-in. (19-mm) sieve, soil prepared as describedin 6.1 is used (Note 1).

NOTE 2—Maximum dry unit weight obtained from a compaction testperformed in a 4-in. (101.6-mm) diameter mold may be slightly greaterthan the maximum dry unit weight obtained from compaction in the 6-in.(152.4-mm) compaction mold or CBR mold.

7.1.1 For cases where the CBR is desired at 100 % maxi-mum dry unit weight and optimum water content, compact aspecimen using the specified compaction procedure, either TestMethods D 698 or D 1557, from soil prepared to within60.5percentage point of optimum water content in accordance withTest Method D 2216.

NOTE 3—Where the maximum dry unit weight was determined fromcompaction in the 4-in. (101.6-mm) mold, it may be necessary to compactspecimens as described in 7.1.2, using 75 blows per layer or some othervalue sufficient to produce a specimen having a density equal to or greaterthan that required.

7.1.2 Where the CBR is desired at optimum water contentand some percentage of maximum dry unit weight, compactthree specimens from soil prepared to within60.5 percentagepoint of optimum water content and using the specifiedcompaction but using a different number of blows per layer for

TABLE 2 Metric Equivalents

Inch-PoundUnits, in.

MetricEquivalent,

mm


MetricEquivalent,

mm


MetricEquivalent,

mm

0.003 0.076 19⁄32 15.08 31⁄2 88.900.005 0.127 5⁄8 15.88 33⁄4 95.250.135 3.43 3⁄4 19.10 41⁄4 108.00.201 5.11 15⁄16 23.81 41⁄2 114.30.4375 11.11 1 25.40 43⁄4 120.70.4378 11.12 11⁄8 28.58 57⁄8 149.20.510 12.95 11⁄4 31.8 515⁄16 150.80.633 16.08 13⁄8 34.9 6 152.01.370 34.60 11⁄2 38.10 67⁄32 158.01.375 34.93 13⁄4 44.5 61⁄2 165.11.954 49.63 113⁄16 46.04 7 177.82.416 61.37 115⁄16 49.21 71⁄2 190.11⁄16 1.59 2 50.80 83⁄8 212.77⁄32 5.56 21⁄8 53.98 81⁄2 215.91⁄4 6.35 21⁄5 55.9 93⁄8 238.13⁄8 9.53 21⁄4 57.2 141⁄4 362.07⁄16 11.11 21⁄2 63.50 18 457.215⁄32 11.91 23⁄4 69.85 321⁄4 719.21⁄2 12.70 231⁄32 75.41 365⁄8 930.317⁄32 13.49 3 76.20 39 990.6

Inch-PoundUnits, lb

MetricEquivalent, kg

Inch-PoundUnits, psi

MetricEquivalent, MPa

0.04 0.02 200 1.40.05 0.02 400 2.80.12 0.05 600 4.10.59 0.27 800 5.50.71 0.32 1000 6.90.75 0.34 1200 8.33.20 1.45 1400 9.75.00

10.002.274.54

D 1883 – 99

3

each specimen. The number of blows per layer shall be variedas necessary to prepare specimens having unit weights aboveand below the desired value. Typically, if the CBR for soil at95 % of maximum dry unit is desired, specimens compactedusing 56, 25, and 10 blows per layer is satisfactory. Penetrationshall be performed on each of these specimens.

7.2 Bearing Ratio for a Range of Water Content—Preparespecimens in a manner similar to that described in 7.1 exceptthat each specimen used to develop the compaction curve shallbe penetrated. In addition, the complete water content-unitweight relation for the 25-blow and 10-blow per layer com-pactions shall be developed and each test specimen compactedshall 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 acompactive effort greater than 56-blows per layer (Note 3).

NOTE 4—A semilog log plot of dry unit weight versus compactive effortusually gives a straight line relation when compactive effort in ft-lb/ft3 isplotted on the log scale. This type of plot is useful in establishing thecompactive effort and number of blows per layer needed to bracket thespecified dry unit weight and water content range.

7.2.1 If the sample is to be soaked, take a representativesample of the material, for the determination of moisture, at thebeginning of compaction and another sample of the remainingmaterial after compaction. Use Test Method D 2216 to deter-

mine the moisture content. If the sample is not to be soaked,take a moisture content sample in accordance with TestMethods D 698 or D 1557 if the average moisture content isdesired.

7.2.2 Clamp the mold (with extension collar attached) to thebase plate with the hole for the extraction handle facing down.Insert the spacer disk over the base plate and place a disk offilter paper on top of the spacer disk. Compact the soil-watermixture into the mold in accordance with 7.1, 7.1.1, or 7.1.2.

7.2.3 Remove the extension collar and carefully trim thecompacted soil even with the top of the mold by means of astraightedge. Patch with smaller size material any holes thatmay have developed in the surface by the removal of coarsematerial. 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 perforatedbase plate to the mold with compacted soil in contact with thefilter paper.

7.2.4 Place the surcharge weights on the perforated plateand adjustable stem assembly and carefully lower onto thecompacted soil specimen in the mold. Apply a surcharge equalto 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 than4.54 kg (10 lb). If no pavement weight is specified, use 4.54 kg.

NOTE 1—See Table 2 for metric equivalents.FIG. 1 Bearing Ratio Test Apparatus

D 1883 – 99

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Immerse the mold and weights in water allowing free access ofwater to the top and bottom of the specimen. Take initialmeasurements for swell and allow the specimen to soak for 96h. Maintain a constant water level during this period. A shorterimmersion period is permissible for fine grained soils orgranular soils that take up moisture readily, if tests show thatthe shorter period does not affect the results. At the end of 96h, take final swell measurements and calculate the swell as apercentage of the initial height of the specimen.

7.2.5 Remove the free water and allow the specimen todrain downward for 15 min. Take care not to disturb the surfaceof the specimen during the removal of the water. It may benecessary to tilt the specimen in order to remove the surfacewater. Remove the weights, perforated plate, and filter paper,and determine and record the mass.

8. Procedure for Bearing Test

8.1 Place a surcharge of weights on the specimen sufficientto produce an intensity of loading equal to the weight of thebase material. If no pavement weight is specified, use 4.54 kgmass. If the specimen has been soaked previously, the sur-charge shall be equal to that used during the soaking period. Toprevent upheaval of soil into the hole of the surcharge weights,place the 2.27 kg annular weight on the soil surface prior toseating the penetration piston, after which place the remainderof the surcharge weights.

8.2 Seat the penetration piston with the smallest possibleload, but in no case in excess of 10 lbf (44 N). Set both thestress and penetration gages to zero. This initial load is required

to ensure satisfactory seating of the piston and shall beconsidered as the zero load when determining the load pen-etration relation. Anchor the strain gage to the load measuringdevice, if possible; in no case attach it to the testing machinessupport bars (legs).

NOTE 5—At high loads the supports may torque and affect the readingof the penetration gage. Checking the depth of piston penetration is onemeans of checking for erroneous strain indications.

8.3 Apply the load on the penetration piston so that the rateof penetration is approximately 0.05 in. (1.27 mm)/min.Record the load readings at penetrations of 0.025 in. (0.64mm), 0.050 in. (1.27 mm), 0.075 in. (1.91 mm), 0.100 in. (2.54mm), 0.125 in. (3.18 mm), 0.150 in. (3.81 mm), 0.175 in. (4.45mm), 0.200 in. (5.08 mm), 0.300 in. (7.62 mm), 0.400 in.(10.16 mm) and 0.500 in. (12.70 mm). Note the maximum loadand penetration if it occurs for a penetration of less than 0.500in. (12.70 mm). With manually operated loading devices, itmay be necessary to take load readings at closer intervals tocontrol the rate of penetration. Measure the depth of pistonpenetration into the soil by putting a ruler into the indentationand measuring the difference from the top of the soil to thebottom of the indentation. If the depth does not closely matchthe depth of penetration gage, determine the cause and test anew sample.

8.4 Remove the soil from the mold and determine themoisture content of the top 1-in. (25.4-mm) layer. Take amoisture content sample in accordance with Test MethodsD 698 or D 1557 if the average moisture content is desired.Each moisture content sample shall weigh not less than 100 gfor fine-grained soils nor less than 500 g for granular soils.

NOTE 6—The load readings at penetrations of over 0.300 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 penetrationstress in pounds per square inch or megapascals and plot thestress-penetration curve. In some instances, the stresspenetra-tion curve may be concave upward initially, because of surface

NOTE 1—See Table 2 for metric equivalents.FIG. 2 Correction of Load-Penetration Curves

FIG. 3 Dry Density Versus CBR

D 1883 – 99

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irregularities or other causes, and in such cases the zero pointshall be adjusted as shown in Fig. 2.

NOTE 7—Fig. 2 should be used as an example of correction ofload-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 takenfrom the stress penetration curve for 0.100 in. (2.54 mm) and0.200 in. (5.08 mm) penetrations, calculate the bearing ratiosfor each by dividing the corrected stresses by the standardstresses of 1000 psi (6.9 MPa) and 1500 psi (10.3 MPa)respectively, and multiplying by 100. Also, calculate thebearing ratios for the maximum stress, if the penetration is lessthan 0.200 in. (5.08 mm) interpolating the standard stress. Thebearing ratio reported for the soil is normally the one at 0.100in. (2.54 mm) penetration. When the ratio at 0.200 in. (5.08mm) penetration is greater, rerun the test. If the check test givesa similar result, use the bearing ratio at 0.200 in. (5.08 mm)penetration.

NOTE 8—If bearing ratio values at penetrations of 0.300 (7.62 mm),

0.400 (10.16 mm) and 0.500 in. (12.7 mm) are desired, the corrected stressvalues of these penetrations should be divided by the standard stresses of1900 psi (13.1 MPa), 2300 psi (15.9 MPa), 2600 psi (17.9 MPa),respectively, and multiplied by 100.

9.3 Design CBR for One Water Content Only—Using thedata obtained from the three specimens, plot the CBR versusmolded dry unit weight relation as illustrated in Fig. 3.Determine the design CBR at the percentage of the maximumdry unit weight requested.

9.4 Design CBR for Water Content Range— Plot the datafrom the tests at the three compactive efforts as shown in Fig.4. The data plotted as shown represents the response of the soilover the range of water content specified. Select the CBR forreporting as the lowest CBR within the specified water contentrange having a dry unit weight between the specified minimumand the dry unit weight produced by compaction within thewater content range.

10. Report

10.1 The report shall include the following:

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

D 1883 – 99

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10.1.1 Method used for preparation and compaction ofspecimen: Test Methods D 698 or D 1557, or other, withdescription.

10.1.2 Condition of sample (unsoaked or soaked).10.1.3 Dry density (unit weight) of sample before soaking,

kg/m3 (lb/ft3).10.1.4 Dry density (unit weight) of sample after soaking

kg/m3

(lb/ft3).10.1.5 Moisture content of sample in percent:10.1.5.1 Before compaction.10.1.5.2 After compaction.10.1.5.3 Top 1-in (25.4-mm) layer after soaking.10.1.5.4 Average after soaking.10.1.6 Swell (percentage of initial height).10.1.7 Bearing ratio of sample (unsoaked or soaked), per-

cent.10.1.8 Surcharge amount.10.1.9 Any special sample preparation and testing proce-

dures (for example: for self cementing materials).10.1.10 Sample identification (location, boring number,

etc.).10.1.11 Any pertinent testing done to identify the sample

such as: soil classifications per Test Method D 2487, visualclassification per Practice D 2488, Atterberg limits per TestMethod D 4318, gradation per Method D 422 etc.

10.1.12 The percent material retained on the 19-mm sievefor those cases where scalping and replacement is used.

11. Precision and Bias11.1 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.

11.2 At present, sufficient data for determining the precisionof this test method has not been gathered. Users are encouragedto submit data to the subcommittee for inclusion in thestatement. One user, based on seven repetitions, has developeda IS % of 8.2 % (compacted per Test Method D 698) and 5.9 %(compacted per Test Method D 1557). See Appendix X1 for thedata used.

12. Keywords

12.1 This standard is indexed under the following terms:California Bearing Ratio Used For, Narrower TermPavement Subgrade Used For, Narrower TermSubgrade Related Term, Broader TermPavement Subbase Used For, Narrower TermSubbase Used For, Broader TermPavement Base Course Used For, Narrower TermBase Course Used For, Broader TermStrength of Soil Used ForPavement Design Used For, Narrower TermAcceptance Tests Used ForBearing Capacity Used ForMaterials Evaluations Used ForBearing Ratio Used For, Broader TermLoad Penetration Curve Used ForDesign Used For, Broader TermEarthfill Related ToCohesive Soils Used ForCompressive Strength Used ForFlexible Pavements Used ForFoundationInvestigations Used ForSoil Tests Used For

D 1883 – 99

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APPENDIX

(Nonmandatory Information)

X1. Compactive Effort

See Fig. X1.1for more information.

SUMMARY OF CHANGES

(1) Terminology D 653 was added to Section 2.

(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 mentionedin this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the riskof 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 andif not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standardsand should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of theresponsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you shouldmake 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 19428-2959,United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the aboveaddress or at 610-832-9585 (phone), 610-832-9555 (fax), or [email protected] (e-mail); or through the ASTM website(www.astm.org).

FIG. X1.1 Compactive Effort

D 1883 – 99

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