This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: D1883 − 21
Standard Test Method for
California Bearing Ratio (CBR) of Laboratory-Compacted Soils1 This standard is issued under the fixed designation D1883; the number immediately following the designation indicates the year of original adoption or, in the case of revis original revision, ion, the year of last revision. revision. A number in paren parenthese thesess indicates the year of last reappr reapproval. oval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the U.S. Department of Defense.
1.4.1 1.4 .1 The client client req reques uesting ting the CBR test may spe specify cify the water content or range of water contents and/or the dry unit weight for which the CBR is desired.
1. Sco Scope* pe* 1.1 This test method covers the determination determination of the Californiaa Bearing Ratio (CBR) of laboratory compacted forni compacted specimens. The test method is primarily intended for, but not limited to, eva evalua luating ting the str streng ength th of mat materia erials ls hav having ing max maximu imum m particle size less than 3 ⁄ 4 in. (19 mm).
1.5 Unless specified specified otherwise by the requesting requesting client, or unless it has been shown to have no effect on test results for the material being tested, all specimens shall be soaked prior to penetration.
1.2 When materials materials having a maximum particle particle size greater 3 than ⁄ 4 in. (19 mm) are to be tested, this test method provides for modifying the gradation of the material so that the material 3
1.6 Units— The The values stated in inch-pound units are to be regarded as standard. The SI units given in parentheses are
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used for testing all passes the passing ⁄ -in. (19-mm) while the total gravel fraction (material the 3-in. sieve (75-mm) sieve and retained on the No. 4 (4.75-mm) sieve) remains the same. While traditionally this method of specimen preparation has been be en us used ed to av avoi oid d th thee er erro rorr in inhe here rent nt in te testi sting ng ma mate teria rials ls cont co ntain ainin ing g lar large ge pa part rticl icles es in th thee CBR te test st ap appa para ratu tus, s, th thee modified mod ified mate materia riall may hav havee sig signifi nifican cantly tly dif differ ferent ent str streng ength th properties than the original material. However, a large experience database has been developed using this test method for mater mat erial ialss fo forr wh which ich th thee gr grad adati ation on ha hass be been en mo modi difie fied, d, an and d satisfactory design methods are in use based on the results of tests using this procedure.
mathematical are provided forReporting information purposes onlyconversions, and are not which considered standard. of test results in units other than inch-pound units shall not be regarded as nonconformance with this test method. 1.6.1 The gravitational gravitational system of inch-p inch-pound ound units is used when dealing with inch-pound units. In this system, the pound (lbf) represents a unit of force (weight), while the unit for mass is slugs. The slug unit is not given, unless dynamic (F = ma) calculations calcula tions are invol involved. ved. 1.6. 1. 6.2 2 The The sl slug ug un unit it of ma mass ss is al almo most st ne neve verr us used ed in commercial practice; that is, density, balances, etc. Therefore, the standard unit for mass in this standard is either kilogram (kg) or gram (g), or both. Also, the equivalent inch-pound unit (slug) is not given/presented in parentheses. 1.6.3 It is common practice practice in the engineering/con engineering/construct struction ion
1.3 1. 3 Pa Past st pr pract actice ice ha hass sh show own n th that at CBR re resu sults lts fo forr th thos osee materials having substantial percentages of particles retained on the No. 4 (4.75 mm) sieve are more variable than for finer materials. material s. Conse Consequentl quently y, more trials may be requir required ed for these materials to establish a reliable CBR.
This test method is under the jurisdiction jurisdiction of ASTM Committee D18 Committee D18 on on Soil and Rock and is the direc directt respo responsibi nsibility lity of Subc Subcommitt ommittee ee D18.05 on Strength and Compressibility of Soils. Current edition approved Nov. 15, 2021. Published December 2021. Originally approved in 1961. Last previous edition approved in 2016 as D1883 – 16. DOI:
profession, in the United States, to concurrently use pounds to represent both a unit of mass (lbm) and of force (lbf). This implicitly combines two separate systems of units; that is, the absolute system and the gravitational system. It is scientifically unde un desi sira rabl blee to co comb mbin inee th thee us usee of tw two o se sepa para rate te se sets ts of inch-p inc h-poun ound d uni units ts wit within hin a sin single gle sta standa ndard. rd. As stat stated, ed, thi thiss standard standa rd includ includes es the gravit gravitational ational system of inchinch-poun pound d units and does not use/present the slug unit for mass. However, the use of balances or scales recording pounds of mass (lbm) or recording density in lbm/ft 3 shall not be regarded as nonconformance with this standard. 1.6. 1. 6.4 4 Th Thee te term rmss de dens nsity ity an and d un unit it we weig ight ht ar aree of often ten us used ed interchangeably. Density is mass per unit volume whereas unit weight is force per unit volume. In this standard, density is given only in SI units. After the density has been determined,
10.1520/D1883-21.
the unit weight is calculated in SI or inch-pound units, or both.
1.4 This test method provides provides for the determination determination of the CBR of a material at optimum water content or a range of water contents from a specified compaction test and a specified dry dr y un unit it we weig ight ht.. Th Thee dr dry y un unit it we weig ight ht is us usua ually lly given given as a percentage of maximum dry unit weight determined by Test Methods D698 Methods D698 or or D1557 D1557..
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*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
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D1883 − 21 observed and calculated values values shall conform conform to the 1.7 All observed guidelines guidel ines for signifi significant cant digits and rounding established established in Practice D6026 D6026.. 1.7.1 The procedures used to specify how data are collected/ recorde reco rded d or calc calculat ulated ed in thi thiss stan standar dard d are reg regard arded ed as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures dur es use used d do not con consid sider er mate materia riall var variati iation, on, pur purpos posee for obtaining the data, special purpose studies, or any consider-
Construction Materials Testing D6026 Practice D6026 Practice for Using Significant Digits and Data Records in Geotechnical Data D6913/D6913M Test D6913/D6913M Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis E11 Specification E11 Specification for Woven Wire Test Sieve Cloth and Test Sieves 3. Terminology
ations fororthered user’s objectives, and is common to increase incr ease reduce uce sig signifi nifican cantt dig digits itsit of report rep orted ed practice data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analytical methodss for engin method engineering eering design.
3.1 Definitions: 3.1.1 For definitions definitions of common common technical terms terms used in this standard, refer to Terminology D653 D653.. 3.2 Definitions of Terms Specific to This Standard: 3.2.1 wa water ter co conte ntent nt of th thee co comp mpac actio tion n sp speci ecimen men,, wi , water content in percent of material used to compact the test n— water specimen.
1.8 This standar standard d doe doess not purport purport to add addre ress ss all of the safetyy co safet conc ncer erns ns,, if an anyy, as asso socia ciate ted d wit with h its us use. e. It is th thee responsibility of the user of this standard to establish appro priate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use. 1.9 This int intern ernati ationa onall sta standa ndard rd was dev develo eloped ped in acc accor or-dance with internationally recognized principles on standardizatio iza tion n es esta tabl blis ishe hed d in th thee De Decis cisio ion n on Pr Prin incip ciple less fo forr th thee Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical
3.2.2 water water co cont nten entt to top p 1 in in.. (2 (255-mm mm)) af afte terr so soak akin ing g ws , n— water water content in percent of upper 1 in. (25 mm) of material remove rem oved d fro from m the com compac pacted ted spe specim cimen en afte afterr soa soakin king g and penetration. 3.2.3 water content content afte afterr test testing ing,, w f , n— water w ater con conten tentt in percen per centt of the com compac pacted ted spe specime cimen n aft after er soa soakin king g and fina finall penetration; does not include material described in 3.2.2 3.2.2..
Barriers to Trade (TBT) Committee.
3.2.4 dry den density sity as com compac pacted ted and bef befor oree soa soakin king, g, ρdi , d ry density of the as compacted test specimen using the n— dry measur mea sured ed wet mass and calculati calculating ng the dry mass usi using ng the water content defined in 3.2.1 in 3.2.1..
2. Referenc Referenced ed Documents Documents 2.1 ASTM Standards:2 C670 Practice C670 Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials D653 Termino D653 erminology logy Relating to Soil, Rock, and Contained Fluids D698 Test D698 Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft 3 (600 kN-m/m3)) D1557 1557 Test Test Methods for Laboratory Compaction Characteristics isti cs of Soi Soill Usi Using ng Mod Modifie ified d Ef Effor fortt (56 (56,00 ,000 0 ftft-lbf lbf/ft /ft3 (2,700 kN-m/m3)) D2168 Practices D2168 Practices for Calibration of Laboratory Mechanical-
4. Summ Summary ary of Test Test Method 4.1 The California California Bearing Ratio (CBR) is an index of the bearing resistance of a compacted soil by forcing a circular pist pi ston on at a co cons nsta tant nt ra rate te of pe pene netr trati ation on in into to th thee so soil il an and d measuring measur ing the force during penetration. penetration. The CBR is expre expressed ssed as the ratio of the unit force on the piston required to penetrate 0.1 in. (3 mm) and 0.2 in. (5 mm) of the test material to the unit force required to penetrate a standard material of well-graded crushed stone.
Rammer Soil Compactors D2216 Test Methods for Laboratory Determination of Water D2216 Test (Moisture) Content of Soil and Rock by Mass D2487 Practice for Classification of Soils for Engineering D2487 Purposes (Unified Soil Classification System) D2488 Practic D2488 Practicee for Description and Ident Identificatio ification n of Soils (Visual-Manual Procedures) D3740 Practic D3740 Practicee for Minimu Minimum m Requir Requirements ements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction D4318 Test D4318 Test Met Method hodss for Liq Liquid uid Limi Limit, t, Pla Plastic stic Lim Limit, it, and Plasticity Index of Soils D4753 Guide D4753 Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and
4.2 4. 2 Th This is test me meth thod od is us used ed to de deter termin minee th thee CBR of a material compacted in a specified mold. It is incumbent on the requesting client to specify the scope of testing to satisfy the client’ clie nt’ss pro protoc tocol ol or spe specific cific des design ign req requir uiremen ements. ts. Pos Possib sible le scope of testing includes: 4.2.1 CBR penetration penetration tests can be performed on each point point of a com compac paction tion test spe specime cimen n pre prepar pared ed in acco accorda rdance nce wit with h either Method C of Test Methods D698 D698 or or D1557 D1557.. The CBR mold with the spacer disk specified in this standard has the same internal dimensions as a 6.000-in. (152.4-mm) diameter compaction mold. 4.2. 4. 2.2 2 An Anot othe herr alt alter erna nativ tivee is fo forr th thee CBR tes testt to be pe perrformed on material compacted to a specific water content and density so as to bracket those anticipated in the field. A water content range may be stated for one or more density values and will often require a series of specimens prepared using two or three thr ee com compac pactiv tivee ef effor forts ts for the spe specifi cified ed wat water er con conten tents ts or over the range of water contents requested. The compactive efforts are achieved by following procedures of Test Methods
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For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at
[email protected]. For Annual Book of ASTM Standards volume information, refer to the standard’s Document Summary page on the ASTM website.
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D1883 − 21 D698 or D1557 but varying the blows per layer to produce densities above and below the desired density.
cautioned that compl cautioned compliance iance with Pract Practice ice D3740 D3740 does does not in itself ensure reliable reliab le resul results. ts. Reliable results depen depend d on many factors; Practice D3740 Practice D3740 provides a means of evaluating some of those factors.
5. Sign Significan ificance ce and Use 6. Appar Apparatus atus
5.1 This test method method can be used in a number of engineering engineering appl ap plica icatio tions ns su such ch as to ev evalu aluate ate th thee po poten tentia tiall str stren engt gth h of subgra sub grade, de, sub subbas base, e, and bas basee cou course rse mate materia rials, ls, inc includ luding ing recycled materials for use in the design of flexible roads and airfield pavements.
6.1 Loading Loading Machin Machine— e— The T he lo load ading ing ma mach chin inee sh shal alll be equipped with a movable head or base that travels at a uniform (not pulsating) rate of 0.05 6 0.01 in. (1 6 0.2 mm) ⁄min for use in pushing the penetration piston into the specimen over the range of forces developed during penetration. 6.1.1 Axial Load Measuring Device— The The machine shall be equipped with a load-indicating device matched to the anticipated maximum penetration penetration load. The axial load measur measuring ing device shall be a load ring, electronic load cell, hydraulic load cell, or any other load-measuring device with an accuracy of 1 % of the load from 0.100 in. (2.5 mm) penetration to at least 0.500 in. (13 mm) penetration or failure.
NOTE 1—As 1—As wit with h oth other er labo laborat ratory ory tes testt met method hods, s, the use userr sho should uld consider whether results from this test are appropriate for the intended design use. Considerations may include roadbed conditions, environmental conditions, soil saturation, drainage effects, seasonal effects, etc.
5.2 For applications applications where the ef effect fect of compa compaction ction water content on CBR is small, such as cohesionless, coarse-grained material mate rials, s, or whe where re an allo allowan wance ce is mad madee for the ef effec fectt of differing compaction water contents in the design procedure, the CBR may be determined at the optimum water content of a specified compaction effort. The specified dry unit weight is normall nor mally y the min minimu imum m per percen centt com compac pactio tion n allo allowed wed by the using client’s field compaction specification. 5.3 For applications applications where the ef effect fect of compa compaction ction water content on CBR is unknown or where it is desired to account forr its effe fo effect, ct, th thee CBR is de dete term rmin ined ed fo forr a ra rang ngee of wa water ter
6.2 Penetration Measuring Device— The The penetration measuring device (such as a mechanical dial indicator or electronic displa dis placeme cement nt tra transd nsduce ucer) r) sha shall ll be cap capabl ablee of rea readin ding g to the neares nea restt 0.0 0.001 01 in. (0. (0.02 02 mm) and pro provid vided ed with app approp ropria riate te mounting hardware. The mounting assembly of the deformation tio n mea measur suring ing dev device ice sha shall ll be con connec nected ted to the pen penetra etratin ting g piston and the edge of the mold providing providing accurate penetration penetration
contents, usually the range of water content permitted for field compaction by using the client’s protocol or specification for field compaction.
measurements. Mounting the deformation holder assembly to a stressed component of the load frame (such as tie rods) will introduce introd uce inaccu inaccuracies racies of penetr penetration ation measur measurements ements..
5.4 The cr 5.4 crite iteri riaa fo forr tes testt sp spec ecime imen n pr prep epar arati ation on of sel selffcementing (and other) materials which gain strength with time must be based on a geotechnical engineering evaluation. As directed by the client, self-cementing materials shall be properly cured until bearing ratios representing long term service conditions can be measured.
6.3 Mold— The The mold shall be a rigid metal cylinder with an inside diameter of 6.000 6 0.026 in. (152.4 6 0.66 mm) and a height of 7.000 6 0.018 in. (177.8 6 0.46 mm). It shall be provided with a metal extension collar at least 2.0 in. (51 mm) in height and a metal base plate having at least twenty-eight 1 ⁄ 16 16-in. (1.59-mm) diameter holes uniformly spaced over the plate pl ate wi with thin in th thee in insid sidee cir circu cumf mfer eren ence ce of th thee mo mold ld.. Wh When en assembled with the spacer disc placed in the bottom of the mold mo ld,, th thee mo mold ld sh shall all ha have ve an in inter terna nall vo volu lume me (e (exc xclu ludi ding ng extension collar) of 0.0750 6 0.0009 ft3 (2100 6 25 cm3). A mold assembly having the minimum required features is shown
NOTE 2—The 2—The qua qualit lity y of the res result ultss pro produc duced ed by thi thiss sta standa ndard rd is dependent depend ent on the com compet petenc encee of the per person sonnel nel per perfor formin ming g it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are
TABLE 1 SI Equiva Equivalents lents for Figs. 1-5 Inch-Pound Units, in.
SI Equivalent, mm
Inch-Pound Units, in.
1.954 2.416 1 ⁄ 16 16 1 ⁄ 4 3 ⁄ 8 7 ⁄ 16 16 1 ⁄ 2 5 ⁄ 8 3 ⁄ 4 11 ⁄ 8
49.63 61.37 1.59 6.4 6. 9.53 9. 11.11 12.70 12 15.9 15 19.1 28.58
11 ⁄ 4 13 ⁄ 8 11 ⁄ 2 13 ⁄ 4 11 ⁄ 8 2 21 ⁄ 8 23 ⁄ 4 3 41 ⁄ 4
Inch-Pound Units, in. 0.10 0.20 0.30 0.40 0.50
SI Equivalent, mm 2.5 5.1 7.6 10 13
SI Equivalent, mm
Inch-Pound Units, in.
31.8 34 3 4.90 38.1 44.5 44 28.58 50.8 53.98 69.85 69 76.20 108.0
41 ⁄ 2 43 ⁄ 4 57 ⁄ 8 515 ⁄ 16 16 6.000 67 ⁄ 32 32 7.000 71 ⁄ 2 83 ⁄ 8 93 ⁄ 8
Inch-Pound Units, psi 200 400 600 800 1000 1200 1400
3
SI Equivalent, mm
114.3 120.7 149.2 150.8 152.4 158.0 177.8 190.5 212.7 238.1
SI Equivalent, MPa 1 3 4 6 7 8.4 9.8
D1883 − 21 in Fig. Fig. 1. 1. A calibration procedure shall be used to confirm the in actua act uall vo volu lume me of th thee mo mold ld wi with th th thee sp space acerr di disk sk in inse sert rted ed.. Suitable calibration procedures are contained in Test Methods D698 a D698 and nd D1557 D1557..
6.7 Surchar Surcharge ge Weights— These T hese “we “weigh ights” ts” are act actual ually ly “mas “m asses ses”” co conv nver erte ted d to a fo forc rce. e. On Onee or tw two o an annu nular lar me meta tall weights having a total weight of 10 6 0.05 lbf (equivalent to a mass of 4.54 6 0.02 kg) and slotted metal weights each having a weight of 5 6 0.05 lbf (equivalent to a mass of 2.27 6 0.02 kg). The annular weight shall be 57 ⁄ 8 to 515 ⁄ 16 16 in. (149.2 to 15 150. 0.8 8 mm mm)) in di diam amete eterr an and d sh shall all have a ce cent nter er ho hole le of approximately 21 ⁄ 8 in. (53.98 mm) (see Fig. (see Fig. 3). 3).
6.4 Spacer Disk— A circular metal spacer disc (see Fig. 1) 1) 15 having a minimum outside diameter of 5 ⁄ 16 16 in. (150.8 mm) but no greater than will allow the spacer disc to easily slip into the mold. The spacer disc shall be 2.416 6 0.005 in. (61.3 (61.37 76 0.13 mm) in height.
6.8 Penetration Piston— A metal piston 1.954 6 0.005 in. (49.63 6 0.13 mm) in diameter and not less than 4 in. (101.6 mm) long (see Fig. (see Fig. 3) 3).
6.5 Rammer— A rammer as specified in either Test Methods D698 or D698 or D1557 D1557 shall shall be used to compact the soil specimen to the desired density.
6.9 Balance— A cla class ss GP GP5 5 ba balan lance ce me meeti eting ng th thee re requ quir ireements of Specifications D4753 Specifications D4753 for for a balance of 1-g readability.
6.6 Expansion-Measuring Apparatus— An An adjustable metal stem and perforated metal plate, similar in configuration to that shown in Fig. in Fig. 2. 2. The perforated plate shall be 57 ⁄ 8 to 515 ⁄ 16 16 in. (149.2 to 150.8 mm) in diameter and have at least forty-two 1 ⁄ 16 16-in. (1.59-mm) diameter holes uniformly spaced over the plate. A metal tripod to support the dial gauge for measuring thee am th amou ount nt of sw swell ell du durin ring g so soak akin ing g is als also o re requ quir ired ed.. Th Thee expansion measuring apparatus shall not weigh more than 2.8 lbf or a mass of 1.3 kg. 6.6.1 Swell Swell Mea Measur sureme ement nt Devi Device— ce— Generally Generally mechan mechanical ical dial indicators capable of reading to 0.001 in. (0.025 mm) with
6.10 Drying Oven— Thermostatically Thermostatically controlled, preferably of a forced-draft type and capable of maintaining a uniform temperature temper ature of 230 6 9°F (110 6 5°C) throughout the drying chamber. 6.11 Sieves— 3 ⁄ 4 in. (19 mm) and No. 4 (4.75 mm), conforming to the requirements of Specification Specification E11 E11.. 6.12 Filter Paper— A fas fastt filt filterin ering, g, hig high h gra grade de har harden dened, ed, low ash filter paper, 6.000 in. (152.4 mm) diameter. 6.13 Straightedge— A stiff metal straightedge of any conve-
a range of 0.200-in. (5-mm) minimum.
nient length but not less than 10.0 in. (254 mm). The total
NOTE 1—See 1—See Table Table 1 for 1 for SI equivalents. FIG. 1 Mold with Extension Collar and Spacer Disk
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D1883 − 21
NOTE 1—See 1—See Table Table 1 for 1 for SI equivalents. FIG. 2 Expansion-Measuring Apparatus
lengt gth h of th thee str straig aight hted edge ge sh shall all be mac machi hine ned d str straig aight ht to a len tolerance toleran ce of 60.005 in. (60.13 mm). The scraping edge shall be beveled if it is thicker than 1 ⁄ 8 in. (3 mm).
7.2 The spe specim cimen( en(s) s) for compactio compaction n sha shall ll be pre prepar pared ed in accordance accorda nce wit with h the pro proced cedure uress giv given en in Met Method hod C of Test Methods D698 or D1557 for for co comp mpac actio tion n in a 6. 6.00 0000-in in.. (152.4-mm) mold except as follows: 7.2.1 If all material material passes passes a 3 ⁄ 4-in. (19-mm) sieve, the entire gradation shall be used for preparing specimens for compaction withou wit houtt mod modific ificatio ation. n. If mat materia eriall is ret retain ained ed on the 3 ⁄ 4-in. (19-mm (19 -mm)) siev sieve, e, the mate material rial ret retaine ained d on the 3 ⁄ 4-in. (19(19-mm) mm) siev si evee sh shal alll be re remo move ved d an and d re repl plac aced ed by an eq equa uall ma mass ss of material passing the 3 ⁄ 4-in. (19-mm) sieve and retained on the No. 4 (4.75 mm) sieve obtained by separation from portions of the sample not used for testing.
6.14 Soaking Tank or Pan— A tank or pan of sufficient sufficient depth and breadth to allow free water around and over the assemb assembled led mold. The tank or pan should have a bottom grating that allows free access of water to the perforations in the mold’s base. 6.15 Mixing Tools— Miscell M iscellane aneous ous too tools ls suc such h as mix mixing ing pan, spoon, trowel, spatula, etc., or a mechanical device for thoroughly mixing the sample of soil with water. 7. Sam Sample ple
8. Test Specimens
7.1 Do not reuse soil that has been previous previously ly compacted compacted in the laboratory. The reuse of previously compacted soils may yield a greater maximum dry unit weight.3
8.1 Bearing Ratio at Optimum Water Content Only— Using Using materia mater iall pr prep epar ared ed as de desc scri ribe bed d in 7.2 7.2,, conduc conductt a con contro troll compaction test with a sufficient number of test specimens to establi esta blish sh the opt optimu imum m wat water er con conten tentt for the soi soill usi using ng the compaction compa ction metho method d specifi specified, ed, either Test Methods D698 or D1557.. A previously performed compaction test on the same D1557 mater ma teria iall ma may y be su subs bstit titut uted ed fo forr th thee co comp mpac actio tion n tes testt ju just st
3
Johnson, Johns on, A. W., and Sallb Sallberg, erg, J.R. J.R.,, Facto Factors rs Influe Influencing ncing Compaction Test Results, Highway Research Board, Bulletin 318, Publi Publication cation 967, Natio National nal Academy of Sciences-National Research Council, Washington, DC, 1962, p. 73.
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D1883 − 21
NOTE 1—See 1—See Table Table 1 for 1 for SI equivalents. FIG. 3 Surcha Surcharge rge Weights and Penetr Penetration ation Piston
described, describ ed, provid provided ed tha thatt if the sample sample con contain tainss mat materia eriall retaine tai ned d on th thee 3 ⁄ 4-in -in.. (19 (19-mm -mm)) siev sieve, e, then then soi soill pre prepar pared ed as
95 % of max maximu imum m dr dry y un unit it we weig ight ht is de desi sire red, d, sp speci ecime mens ns compacted using 10-blows, 25-blows, and 56-blows per layer
described in 7.2.1 in 7.2.1 is is used for the CBR test.
is satisf satisfactory actory.. Penetr Penetration ation shall be perfo performed rmed on each of these specimens.
NOTE 3—Maximum dry unit weight obtained from a compaction test performed perfor med in a 4.0 4.00000-in. in. (10 (101.6 1.6-mm -mm)) dia diamet meter er mol mold d may be sli slight ghtly ly greater than the maximum dry unit weight obtained from compaction in the 6.000 6.000-in. -in. (152.4-mm) (152.4-mm) compaction mold or CBR mold.
8.2 Bearing Ratio for a Range of Water Contents— Prepare Prepare specimens in a manner similar to that described in 8.1 8.1 except except that each specimen used to develo develop p the compa compaction ction curve shall be pen penetr etrated ated.. In add additio ition, n, the com comple plete te wat water er con conten tent-u t-unit nit weight relationship for the 10-blows, 25-blows, and 56-blows perr lay pe layer er co comp mpact actio ions ns sh shall all be de deve velo lope ped d an and d ea each ch te test st specimen compacted shall be penetrated. Perform all compaction in the CBR mold. In cases where the specified unit weight is at or ne near ar 10 100 0 % ma maxi ximu mum m dr dry y un unit it we weig ight ht,, it wi will ll be necessary to include a compactive effort greater than 56-blows per layer.
8.1.1 For cases 8.1.1 cases whe where re the CBR is des desire ired d at 100 % maximaximum dry unit weight and optimum water content, compact a specimen using the specified compaction procedure, either Test Methods D698 Methods D698 or D1557 D1557,, from soil prepared to within 60.5 percen per centag tagee poi point nt of opt optimu imum m wat water er con content tent det determ ermined ined in accordance with Test Method D2216 D2216.. 8.1.2 Where the CBR is desired at optimum water content content and some percentage of maximum dry unit weight, compact three specimens from soil prepared to within 60.5 percentage poin po intt of op optim timum um wa water ter co cont nten entt an and d us usin ing g th thee sp spec ecifie ified d compaction but using a different number of blows per layer for each specimen. The number of blows per layer shall be varied as necessary to prepare specimens having unit weights above and below the desired value. Typically, if the CBR for soil at
NOTE 4—Where the maximum dry unit weight was determined from compaction in the 4.000-in. (101.6-mm) compaction (101.6-mm) mold, it may be necess necessary ary to compact specimens as described in 8.1.2, 8.1.2, using 75 blows per layer or some other value sufficient to produce a specimen having a unit weight equal to or greater than that required. NOTE 5—A semi-log log plot of dry unit weight versus compactive
6
D1883 − 21 period.. A sho period shorte rterr imm immers ersion ion per period iod is per permis missib sible le for fine grained gra ined soils or coa coarse rse grained grained soi soils ls tha thatt tak takee up moi moistu sture re readily, provided tests show that the shorter period does not affect the results. At the end of the immersion period, record final dial reading, D f , for swell and determine the percent of swell to the nearest 0.1 % as a percentage of the initial height, hi, of the specimen. 8.5.2 8.5 .2 Remo Remove ve the fre freee wat water er from the top sur surfac facee of the specimen and allow the specimen to drain downward for at
effort usually gives a straight-line relationship when compactive effort in ft-lb/ft3 is pl plot otte ted d on th thee lo log g sc scal ale. e. Th This is ty type pe of pl plot ot is us usef eful ul in establishing the compactive effort and number of blows per layer needed to bracket the specified dry unit weight and water content range.
8.3 Take a representative representative sample of the material before before it is soaked for the determination of water content to the nearest 0.1 % in accordance with Test Method D2216 Method D2216.. If the compaction process is conducted under a controlled temperature range, 65 to 75°F (18 to 24°C), and the processed material is kept sealed during the compa compaction ction process, only one representative representative water content sample is required. However, if the compaction process pro cess is bei being ng con conduc ducted ted in an unc uncont ontrol rolled led env enviro ironme nment nt takee tw tak two o wa water ter co cont nten entt sa samp mples les on onee at th thee be begi ginn nnin ing g of compaction and another sample of the remaining material after compaction. Use Test Method D2216 to determine the water contents and average the two values for reporting. The two samples should not differ more than 1.5 percentage points to assume reasonable uniformity uniformity of the compa compacted cted specim specimen’ en’ss water conten content. t. 8.3. 8. 3.1 1 If th thee co comp mpac acted ted CBR tes testt sp spec ecime imen n is no nott to be soaked,, a water content soaked content sample may be taken, after penetration penetration testing, in accordance with Test Methods D698 or D1557 to determine determi ne the averag averagee water content. Record the water content to the nearest 0.1 %. Determine the water content in accordance with Test Method D2216 D2216..
least 15 minutes. Take care not to water. disturbItthe of the specimen during the removal of the maysurface be necessary to til tiltt th thee sp spec ecime imen n in or orde derr to re remo move ve th thee su surf rface ace wa water ter.. Remove Remo ve the weig weights hts,, per perfor forate ated d pla plate, te, and filte filterr pap paper er aft after er draining. NOTE 6—The user may find it convenient to set the mold’s base on the rim of a shallow pan to provide the tilt and carefully using a bulb syringe and adsorbent towels to remove free water. NOTE 7—It may be desirable to determine and record the mass of the drained draine d specim specimens ens for compu computing ting the averag averagee wet density. density. Recor Record d the mass to the nearest g.
9. Procedur Proceduree for Bearing Test Test 9.1 To pre preven ventt uph upheav eaval al of soil into the hol holee of the sur sur-charge weights, place the 5 6 0.05 lbf (mass of 2.27 6 0.02 kg)) an kg annu nular lar su surc rcha harg rgee we weig ight ht on th thee so soil il su surf rfac acee pr prio iorr to seating the penetration piston. Place a surcharge of weights on the specimen sufficient to produce an intensity of the pavement weight or other loading specified; if no pavement weight is specified, use 10 6 0.05 lbf (mass of 4.54 6 0.02 kg). If the specimen has been soaked previously, the surcharge shall be equal to that used during the immersion period. The remainder of the surcharge weights shall be added after seating of the penetration piston as described in in 9.2 9.2..
8.4 Pla Place ce the spacer spacer dis disk, k, wit with h the hole for the extractio extraction n handle facing down, on the base plate. Clamp the mold (with extension collar attached) to the base plate with the hole for the extraction handle facing down. Insert the spacer disk over the base plate and place a disk of filter paper on top of the spacer disk. Compact the soil-water mixture into the mold in accordance with with 8.1 8.1,, 8.1.1 8.1.1,, 8.1.2 8.1.2,, 8.2 8.2.. 8.4.1 8.4 .1 Remo Remove ve the ext extens ension ion col collar lar and carefully carefully trim the compacted soil even with the top of the mold by means of a straightedge. Patch with smaller size material any holes that may have developed in the surface by the removal of coarse material. Remove the perforated base plate and spacer disk, weigh, and record the mass of the mold plus compacted soil to the nearest g. Place a disk of filter paper on the perforated base
9.2 Sea Seatt the penetratio penetration n pis piston ton with the sma smalles llestt pos possib sible le load, but in no case in excess of 10 lbf (444 N). This initial load is required to ensur ensuree satisfa satisfactory ctory seating of the piston and shall be con consid sidered ered as the zer zero o loa load d whe when n dete determi rminin ning g the loa load d penetration relation. After seating of the penetration piston then attach the penetrating measuring device in accordance with 6.2 with 6.2.. Sett bo Se both th th thee lo load ad an and d pe pene netra tratio tion n ga gaug uges es to zer zero o or ma make ke provisions to subtract any initial values from all subsequently collected collect ed data.
plate,, in plate inve vert rt th thee mo mold ld an and d co comp mpac acted ted so soil, il, an and d cla clamp mp th thee perf pe rfor orat ated ed ba base se pl plat atee to th thee mo mold ld wi with th co comp mpac acted ted so soil il in contact with the filter paper.
9.3 Apply the load on the penetration penetration piston piston so that the rate of pe pene netr trati ation on is ap appr prox oxima imatel tely y 0. 0.05 05 in in.. (1 (1.2 .27 7 mm mm)/ )/mi min. n. Record Reco rd the load readings readings at pen penetr etratio ations ns of 0.0 0.025 25 in. (0. (0.64 64 mm), 0.050 in. (1.3 mm), 0.075 in. (1.9 mm), 0.10 in. (2.5 mm), 0.125 in. (3.18 mm), 0.150 in. (3.8 mm), 0.175 in. (4.45 mm), 0.20 in. (5.1 mm), 0.30 in. (7.6 mm), 0.40 in. (10 mm) and 0.50 in. (13 mm). Note the maximum load and penetration if it occurs for a penetration of less than 0.50 in. (13 mm). With manually operated loading devices, it may be necessary to take load readings at closer intervals to control the rate of penetration. Measure the depth of piston penetration into the soil by putting a ruler into the indentation and measuring the differ-
8.5 Soaking— Carefully Carefully place the perforated plate and ad justable stem assembly onto the surface of the compacted soil specimen in the mold. Apply sufficient surcharge weights to produce a stress equal to the weight of the subbase and base lay la yer erss p lu lu s p av av eme emen n t w ith ithin in 5 6 0. 0.05 05 lb lbff (m (mas asss of 2.27 6 0.02 kg), but in no case shall the total weight used be less than 10 6 0.05 lbf (mass of not less than 4.54 6 0.02 kg). If no surcharge weight is specified, use 10 lbf. An example of how ho w to de dete term rmin inee th thee am amou ount nt of su surc rcha harg rgee is in inclu clude ded d in Appendix X1. X1. The mass of the Expansion Measuring Apparatus is ignored. 8.5.1 Immers Immersee the mold and weights in water allowing allowing free access of water to the top and bottom of the specimen. Record the initial dial reading, D i for swell and allow the specimen to soak for 96 6 2 hours. Maintain a constant water level above the top of the mold approximately 1 in. (25 mm) during this
ence from the top of the soil to the bottom of the indentation. If the depth does not closely match the depth of penetration gauge, determine the cause and test a new sample. NOTE 8—At high loads, the penetration measuring device supports may
7
D1883 − 21 bearing ratio reported for the soil is normally the one at 0.10 in. (2.5 (2. 5 mm) penetrati penetration. on. When the rati ratio o at 0.2 0.20 0 in. (5.1 mm) pene pe netr trat atio ion n is su subs bsta tant ntial ially ly gr great eater er th than an 0. 0.1 1 in in.. (2 (2.5 .5 mm mm)) pene pe netr trat atio ion, n, eit eithe herr re repo port rt bo both th re resu sult ltss or re reru run n th thee tes testt if suffficie suf icient nt mate materia rials ls are ava availab ilable. le. If the rer rerun un tes testt giv gives es a simil si milar ar re resu sult, lt, us usee th thee be bear arin ing g ra ratio tio at 0. 0.20 20 in in.. (5 (5.1 .1 mm mm)) penetration.
torque and affect the reading of the penetration gauge. Checking the depth of pis piston ton pen penetr etratio ation n is one mea means ns of che checkin cking g for err errone oneous ous str strain ain indications.
9.4 If the test specimen was previously previously soaked, soaked, remove the soil fro soil from m the mold and det determ ermine ine the wat water er con conten tentt to the nearest 0.1 % of the top 1-in. (25-mm) layer in accordance with Test Method D2216 Method D2216.. If the test specimen was not soaked, take the wate waterr con content tent sam sample ple in acco accorda rdance nce with Test Test Met Method hodss D698 or D698 or D1557 D1557..
CB R x 5
10. Calc Calculati ulation on
where: x SOP CSOP SS -for -f or x -for -f or x
10.1 Load-Penetr Calculate te the pen penetr etratio ation n Load-Penetration ation Curve— Calcula stress in pounds per square inch (psi) or megapascals (MPa) by taki ta king ng th thee me meas asur ured ed lo load adin ing g fo forc rcee an and d di divi vide de it by th thee cros cr osss-se sect ctio iona nall ar area ea of th thee pi pisto ston. n. Plo Plott th thee st stre ress ss ve vers rsus us penetration curve as shown in Fig. 4. 4. In some instances, the stressstre ss-pen penetr etratio ation n cur curve ve may be con concav cavee upw upward ard init initiall ially y, because of surface irregularities or other causes, and in such cases the zero point shall be adjusted as shown in Figs. 4 and 5.
= = = = = =
SO P □ or□ CSOP SS
3 100
(1)
penetration, penetratio n, in. (mm), no corre correction ction stress on piston piston,, lbf/in. lbf/in.2 (MPa), corrected corre cted stress stress on piston piston,, lbf/in. lbf/in.2 (MPa), standard stress stress,, lbf/in lbf/in..2 (MPa), 0.1 0. 1 in. in. (2.5 (2.5 mm) mm) SS= SS= 1,00 1,000 0 lbf/in lbf/in..2 (6.9 MPa), 0.2 0. 2 in. in. (5.1 (5.1 mm) mm) SS= SS= 1,50 1,500 0 lbf/in lbf/in..2 (10.3 MPa).
NOTE 10—On 10—On oc occa casi sion on th thee tes testin ting g ag agen ency cy ma may y be re requ ques este ted d to determine the CBR value for a dry unit weight not represented by the laboratory compaction curve. For example, the corrected CBR value for the dry unit weight at 95 % of maximum dry unit weight and at optimum water content might be requested. A recommended method to achieve this value is to compa compact ct two or three CBR test specimens specimens at the same molding water content but compact each specimen to different compaction energies to achieve a density below and above the desired value. The corrected CBR values are plotted against the dry unit weight and the desired CBR value interpreted as illustrated in Fig. 6. 6. For consistency the corrected CBR values should be of identical origin, for example, all either soaked or un-soaked and all either at 0.1 or 0.2 corrected penetration values.
NOTE 9— 9—Figs. Figs. 4 and 5 should 5 should be used as an example of correction of load-penetration curves only. It is not meant to imply that stress on piston at the 0.2-in. penetration is always greater than the applied stress at the 0.1-in. penetration.
Bearing U either the no str10.2 stres esss on pist pi ston onRatio— (SOP (S OP)Using ) sing valu va lues es co corr rrec ected tedcorrection stres str esss onrequired pist pi ston on (CSOP) values taken from the stress penetration curve for 0.10 in. (2.45 mm) and 0.20 in. (5.1 mm) penetrations, penetrations, calculate the bearing bearin g ratio for each by dividi dividing ng either the SOP or the (CSOP) value by the standard stresses (SS) of 1000 psi (6.9 MPa) and 1500 psi (10.3 MPa) respectively, and multiplying by 100. The
10.3 Calcula Calculate te and recor record d the dry density, density, ρd, of the compacted specimen (before (before soaki soaking) ng) to four significant significant figure figuress in 3 g/cm as follows:
NOTE 1—See 1—See Table Table 1 for 1 for SI equivalents. FIG. 4 Correction of Load-Penetration Curves
8
D1883 − 21
When adjusting a concave upward shaped curve, project a straight line through the straight-line portion of the stress-penetration curve downward until it intersects the penetration axis (see dashed lines in Figs. in Figs. 4 and 5) 5). Measure the distance (X) from the origin to the intersection. This distance (X) is then added to 0.1 and 0.2 of the penetrations and this creates a new 0.1 and 0.2 penetration. Project a straight line upward from these new penetration points until it intersects the stress-penetration curve and then select the appropriate stress values that correspond with new 0.1 and 0.2 penetrations.
FIG. 5 Method for Adjusting Adjusting Concave Upwar Upward d Shaped Curve
FIG. 6 Dry Unit Weight Versus CBR
ρ d 5
M sas V m
M m wac
V m
ρd
where: M sac 5
M m 1 ws 2 M m
11
w ac
100
M sac = dry mas masss of soi soill as com compac pacted ted,, g, M m + ws = wet mass mass of soil soil as molded molded plus plus mold mass, mass, g,
= mo mold ld mas mass, s, g, = water water co conten ntentt determin determinatio ation n of represe representat ntative ive scraps taken during the compaction process, nearest 0.1 %, = volum volumee of mold (area of mold × initial heigh height), t), a calibrated value, cm3, and = dry densit density y of the compac compacted ted specim specimen, en, g/cm3.
10.3 10 .3.1 .1 Cal Calcu culat latee an and d re reco cord rd th thee dr dry y un unit it we weig ight ht to fo four ur significant figures in lbf/ft3 or kN/m3 as follows:
9
D1883 − 21 γ d 5
9.8066 3 ρ d , kN / m 3
γ d 5
ft 3 62.428 3 ρ d , lbf / ft
11.3.2 Condi 11.3.2 Condition tion of sample (unsoaked (unsoaked or soaked soaked). ). 11.3.3 11 .3.3 Dry uni unitt wei weight ght of sam sample ple as com compac pacted ted (be (befor foree 3 3 soaking) to the nearest 0.1 lbf/ft or 0.02 kN/m . 11.3.4 11 .3.4 Water content of sample to the nearest 0.1 %: 11.3.4.1 11 .3.4.1 As compacted. 11.3.4.2 11 .3.4.2 Top 1-in (25.4 (25.4-mm) -mm) layer after soaking. 11.3.5 11 .3.5 Swell (pe (percen rcentag tagee of init initial ial hei height ght)) to the nea neares restt 0.1 %. 11.3.6 Stress-penetration curve.
or,
where:
= dry uni unitt wei weight ght,, kN/ kN/m m3 or lbf/ft3, 9.8066 = conversion conversion factor factor,, g/cm g/cm3 to kN/m3, and 62.428 = conver conversion sion factor factor,, g/cm g/cm3 to lbf/ft3. γd
10.4 If the test specimen was soaked, calculate calculate the percent swell as follows: S 5
S ~
D f 2 D i ! hi
D
11. 1.3. 3.7 7 Correc Corrected ted CB CBR R va valu luee of sa samp mple le (u (uns nsoa oake ked d or soaked) at 0.10 in. (2.5 mm) penetration or at 0.20 in. (5.1 mm) penetration, to the nearest 1 %. 11.3.8 Surcharge weight(s) used for the testing to the nearest 5 lbf. 11.3.9 11 .3.9 Immer Immersion sion period, hours.
3 100
where: S = swell swell th that at oc occu curr rred ed du duri ring ng so soak akin ing, g, to th thee ne near ares estt 0.1 %, D f = final dial dial reading reading of swell swell measurement, measurement, in. in. (mm), Di = initial dial dial reading reading of swell measure measurement, ment, in. in. (mm), and test specimen specimen before before swell, swell, in. (mm). hi = height of test
12. Pre Precisi cision on and Bias 12.1 Precision— Test Test data on precision is not presented due to the nature of the materials tested by this test method. It is either not feasible or too costly at this time to have ten or more labora lab orator tories ies par partici ticipat patee in a rou roundnd-rob robin in test testing ing pro progra gram. m. Notwit Not withst hstand anding ing this stat statemen ementt the fol follow lowing ing is of offer fered ed for guidance: 12.1.1 12.1. 1 Single operator, operator, based on seven repetitions, repetitions, coef coeffficient of variation (1S%) has been found to be 8.2 % (compacted per Test Method D698 Method D698)) and 5.9 % (compacted per Test Method D1557 Method D1557). ). Therefore, results of two properly conducted tests tes ts by th thee sa same me op oper erato atorr on th thee sa same me ma mater terial ial ar aree no nott expecte exp ected d to dif differ fer by mor moree tha than n 23 % (co (compa mpacte cted d per Test Test Method D698) D698) an and d 17 % (c (com ompa pact cted ed pe perr Tes estt Me Meth thod od 4 D1557). D1557 ). See See Appendix X3 for X3 for the data used. 12.1.2 12.1. 2 Subco Subcommittee mmittee D18.05 D18.05 is seekin seeking g any data from the users of this test method that might be used to make a more thorough thoro ugh statemen statementt on precis precision. ion.
11. Report: Test Test Data Sheet(s)/Form(s) 11.1 The met method hodolo ology gy use used d to spe specif cify y how data are recorded on the tes corded testt dat dataa she sheet(s et(s)/f )/form orm(s) (s),, as giv given en bel below ow,, is covered covere d in 1.7 and in Pra Practic cticee D6026. D6026. An example of data sheets is included in Appendix X2. X2. 11.2 11 .2 Record as a minimu minimum m the follow following ing general informainformation (data): 11.2.1 11 .2.1 Any special sample prepa preparation ration and testing procedures (for example, for self-cementing materials). 11.2.2 Sample identification (location, boring number, etc.). 11.2.3 Any pertinent testing done to describe the test sample such as: as-received water content per Test Method D2216 Method D2216,, soil classifications per Test Method D2487 Method D2487,, visual classification per Practice D2488, D2488, Atterbe Atterberg rg Limi Limits ts per Test Met Method hod D4318, D4318, gradation per Test Methods D6913/D6913M Methods D6913/D6913M,, etc. 11.2.4 11 .2.4 The percent percent material retained on the 19-mm 19-mm sieve for those tho se cas cases es whe where re sca scalpi lping ng and replacem replacement ent is use used d to the nearest 0.1 %. 11.2.5 Techn Technician ician name/initials of personnel performing the
12.2 Bias— There There is no accepted reference value for this test method, therefore, bias cannot be determined. 13. Keyw Keywords ords
test. 11.2.6 11 .2.6 Date(s Date(s)) of testing testing..
13.1 Califo California rnia Bearing Ratio; CBR; pavement subgrade; subgrade; subbase; streng subbase; strength; th; pavem pavement ent design
11.3 Record as a minimum the following 11.3 following test specimen data: 11.3 1.3.1 .1 Method Method use used d for pre prepar paratio ation n and com compac pactio tion n of specime spe cimen: n: Test Meth Methods ods D698 or D1557, D1557, or ot othe herr, wi with th description.
4 Thesee numbe Thes numbers rs repres represent ent the difference difference limit (d2s) as descr described ibed in Prac Practice tice C670. C670.
10
D1883 − 21 APPENDIXES (Nonmandatory Information) X1. EXAMPLE OF COMPUTA COMPUTATION TO DETERMINE THE AMOUNT OF SURCHARGE WEIGHT
X1.1 The followin X1.1 following g exa exampl mplee (Fig. X1.1) X1.1) presents how to determine the amount of surcharge weight, SW, to use for the CBR test to produce an intensity of the pavement weight or
SA
X1.2 Determ Determine ine the the vertical vertical stress stress (σV) at the top of the soil subgrade due to the Asphalt + Crushed Aggregate Base T 1 * γ 1
T N * γ N
12
12
1 ……
SA
(X1.1)
~ D M !
2
4 3 144
(X1.3)
5
π3
~ D M !
4 3 144
2
5
π3
~6!
0.196ft2
(X1.4)
2
4 3 144
5
X1.4 Determ Determine ine the surch surcharge arge weight, weight, SW SW,, in lbf, roun rounded ded to the nearest 5 lbf.
where:
SW 5 σ V 3 SA
T 1..N = thickn thickness ess of of layer, layer, in. γ1..N = unit weight of material material,, lbf lbf/ft /ft3 σ V 5
π3
where: SA = sur surfac facee are area, a, ft2. D M = dia diamete meterr of mol mold, d, in. in.
other loading g specifie specified. NOTEloadin X1.1—See Table X1.1—See Tabled. X1.1 for SI equivalents. X1.1
σ V 5
5
SW 5 168.7*0.196 5 33lbf, Use 35 lbf
~ 8 ⁄ 12 * 148! 1 ~ 6 ⁄ 12 * 140! 5 168.7lbf/ft (X1.2) 2
X1.3 Determ Determine ine the surface area, SA, of the top of the 6 in. CBR mold.
FIG. X1.1 Typical Pavement Section
11
(X1.5) ( X1 X1 .6 .6 )
D1883 − 21 TABLE X1.1 SI Equivalents Inch-Pound Units, in. 6 8
SI Equivalent, mm 152 203
Inch-Pound Units, lbf/ft3 140 148
SI Equivalent, kN/m3 22 23
Inch-Pound Units, lbf 5.0 35
SI Equivalent, kg 1.9 13.0
Inch-Pound Units, ft3 0.196
X2. EXAMPLE DAT DATA SHEETS
X2.1 Fig. X2. X2.1 1 and Fig. X2. X2.2 2 provid providee exa exampl mples es of dat dataa sheets.
12
SI Equivalent, m3 0.006
Inch-Pound Units, lbf/ft2 168.7
SI Equivalent, kg/m2 823.7
D1883 − 21
FIG. X2.1 Data Sheet Example
13
D1883 − 21
FIG. X2.2 Data Sheet Example
14
D1883 − 21 X3. PRECISION DAT DATA FOR SINGLE OPERA OPERATOR TOR
X3.1 X3. 1 See See Fig. Fig. X3.1 for X3.1 for more information.
FIG. X3.1 Compactive Effort
SUMMARY OF CHANGES In accordance with Committee D18 policy, this section identifies the location of changes to this standard since the last edition (2016) that may impact the use of this standard. (November 15, 2021) (1) Corrected several typos. (2) Updated the Referen Referenced ced Docum Documents. ents. significant cant digits throu throughout ghout the Test Method Method.. (3) Updated the signifi (4) Revisited the use of Shall and Should throughout the Test Method. (5) Added the International caveat to Section 1.
(9) Corrected Fig. 5 to change line type to a dashed line. (10) Reworded sentence structure to clarified wording throughout the standard. (11) Corrected equation in 10.3. (12) Added additional calculations into 10.4. (13) Added Example X1.1 to Appendixes and rearranged and
(6) Section to be in5.accordance with D18 SPM (7) Revised Added Note 1 to 3Section Edite ited d 6. 6.1 1 an and d 6. 6.1. 1.1 1 to de defin finee Ax Axia iall Lo Load ad-M -Meas easur urin ing g (8) Ed Device and removed Table 1.
renumbered the Appendixes.
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D1883 − 21 International takes no positi ASTM International position on respecting the validi validity ty of any patent rights assert asserted ed in connec connection tion with any item mentio mentioned ned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible respon sible technical technical committee, which you may attend. If you feel that your comments have not receiv received ed a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address addr ess or at 610610-832832-9585 9585 (pho (phone), ne), 610610-832832-9555 9555 (fax (fax), ), or serv service@ ice@astm astm.org .org (e-m (e-mail) ail);; or thro through ugh the ASTM webs website ite (www.astm. (www .astm.org). org). Permission Permission rights to photocopy the standa standard rd may also be secure secured d from the Copyri Copyright ght Clearance Center, Center, 222 Rosewood Drive, Danvers, MA 01923, Tel: (978) 646-2600; http://www.copyright.com/
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