233191503-AASHTO-M-145-91-2008

and bases. However. An example of the classification with subgroups such as those shown in Table I 1nay be made." which is a value calculated from an empirical formula. The liquid limit and plasticity index ranges for the A-4. D1y Preparation of Disturbed Soil and Soil-Aggregate Samples for Test • T 11. 1. The group classification. particularly embankments. The classification is made by using the test Iimits and group index values shown in Table 1. TS-1b M 145-1 0 2012 by the Amencan Assccrance of Stale Highway and Transportation Officials . or T 11 and T 27. If a more detailed classification is desired. 3. Materials Finer Than 75-µ111 (No. including group index. and plasticity index. Sieve Analysis of Fine and Coarse Aggregates • T 88. A-5. An example of the classification with such subgroups is shown in Table 2. additional data concerning strength or performance characteristics of the soil under field conditions will usually be required.1. 2. hquid limit. ASTJa. or ASTiv[ D 1140 will be used 10 determine the particle size distribution of soils or soil-aggregate mixtures as a basis for classification. SCOPE 1.1. A-6. AASHTO Standards • R 58.Standard Specification for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes AASHTO Designation: M 145-91 (2008) ruM • l'JH • 1. and A-7 soil groups are shown graphically in Figure 2. a further subdivision of the groups shown in Table I may be made. 200) Sieve in Mineral Aggregates by Washing • T 27. Particle Size Analysis of Soils • T 89.f Srnndard: • D 1140. subbases. REFERENCED DOCUMENTS 2. Wet Preparation of Disturbed Soil Samples for Test 2. Detemuniug the Liquid Li111it of Soils • T 90.1. should be useful in determining the relative quality of the soil material for use in earthwork structures. subgrades. Evaluation of soils within each group is made by means of a "group index. Standard Test Methods for Amount of Material in Soils Finer than No. Tins recommended practice describes a procedure for classifying soils into seven groups based on laboratory determination of particle size distribution. 200 (75-µm) Steve Note 1-Either T 88.2. CLASSIFICATION 3. for the detailed design of important srrucrures. Detenuiniug the Plastic Limit and Plasticity Index of Soils • T 146. The values stated in SI units are to be regarded as the standard.2. rights reserved. AASHTO . Duplrcanou 1s a viclanon of applicable law. ._ ... . U= Pla. Charxttns11cs of fraction IPSSmg 0...._ ....._ .. _ 2 00 nun (No 10) .·c 21l. .ty index NP '".'"= II mm" ._ - "= - - - - "= - - "= "= - - - - "= .:IX 35 max . . 25= . .moo procos" and doe<""' mdi= sq.d hnut ...:l!yst• pncnll passing .hmm.. .ty mdex Gnwn.A-2 Stt Ta� 2 for..l 111ttng as subgra<k ·.. . 25mu IO m.!urs • hirto Poor Table 2-Classification of Soils and Soil-Aggregate Mixtures 511!-Clay Materials Granular Matenals (More Than 35 Percent Passing General Classificauon (35 Percent or Less Passmg 75 µm) 75 urn) A-1 A·2 A·i A-7-5. - 0 425 nun G-o 40) "= "= - ._ 41 mu. .._ ._ 10 max ll min ll nw.llc.moruy of A-3 "'. NP Excdkot to Good The pbcwg of A-1 bdl>R A-! " � m � .. . perciroc passmg: 2 00 mm (No 10) 0 425 mm (No 40) 15 µm (No 200) .425 mm (No 40): • • Pbstic.. . Group Classification A-1-a A-1-b A-3 A-2·4 A-2-5 A·2·6 A-2-7 A·4 A·5 A·6 A-7·6 S. _ "= "= "= "= . .. .. Laqu.dt to nghi c..�� analysis._ 40 aux 41 mm .. .. . - f{' tr Table 1-Classification of Soils and Soil-Aggregate Mixtures General Classification Granular Materials (35 Percent or Less Passing 75 µm) Silt-Clay Materials (More Than 35 Percent Passing 75 µm) Group Classification A·l A-3� A·2 A·4 A·S A·6 A·7 s. _ U= U= "= '".. .c. - 75 µm (No 200) Char:actcnstlcs of fracnoo pustng O 415 mm C'fo . . noo of St:nc H.Td Duphc::illO!I •• a nolanon ofapphc::iblc law .e11t... All nghts rcscr.ci.ty Uldcx of A· 7-S subgroup .gh.munll mato.d ilDd w.. Plas!LClty llldex ot A-74 5ltlgroup is greatff llw:L LL . fngm..::iy and Tnosponanoo Offic12.l.d """ Silty or da)cy gra.d and W>d El<cdlcnt to Good Silty soil• Clayey soil• fair to Poor • Pbst>c.gm!icant coo.. s. ·- Gt-ncnl ntmg as •ubgradc gra. Liquid hn11t ....lO. .30 (Stt fig.equal IO or kss than LL .:IX "= "= "= "= "= U•ual types of s. 40 m..al..R 2 ) C 20 12 by the Amfflc:m Assoc12.. 4. without a well-graded soil binder. convert to nearest whole number for purposes of ctassincanon Group index values should always be shown m parentheses after group symbol as A·2·6(3).1. sample to which the classification is applied. etc .1. 200) siev e. reqmred 111 tlus ctassuicnnon arrangement and as used m subsequent word descriptions. 4. and a nonplnsnc or feebly plastic soil bmder.1.1.1. and the term 4. However.1. A·4(5). silty or clay fmes or with a very small amount of nonplasttc silt. subgroup A-1-b mcludes those materials consisting predominantly of coarse sand." and -silt-clay. DEFINITIONS OF GRAVEL.2. 200) sieve (Note 2). 40) 4. gravel.1.) sie.1." as detenninable from the minimum test data 4.4.3. but the percentage of such matenal. gravel.1. (No I 0) sreve coarse :sand-material passmg the 2. in the sample should be recorded.5.1.) square openings and retained on the 2. without soil binder. sieve. fine sa11d-matenal passing the O 425-mm (No. Classijieat1011 Pl"oced11re-\V1th required test data available..00·mm (No 10) sreve and retamed on the 0. 5. A·6(1. The first group from the left 11110 which the test darn will fit rs the correct classrflcaticn All liuunng test values are shown as whole numbers. 200) 4. The term . if any. volcanic cinders. Group A-3-The typical material of this group is fine beach sand or fine desert blow sand without 5. TS-1b M 145-3 AASHTO C 2012 by the An>mcan Assoct::11100 cf State Highway aud Tra11spon:::111on Offici::ils. 40) siev e and reraiued on the 75-11111 (No. either with or wruicm a well-graded binder of fine material.1." "Coarse sand. proceed from left to right in Table I or Table 2.2. Duphcallon rs i nol::1t1on ohpphcable law .3.1. stlt-clay (combmed sitt and c/ay)-material pass mg the 75·1u11 (No. are defined as follows grare/-matenal passing sreve with 75·mm (3·in. coarse sand.. etc.1.1. "clayey" is applied to fine material having plasticity index of 11 or greater 5. AND SILT-CLAY The terms . e) should be excluded from the portion of the 4. 5. either" ith or 5. SAND. DESCRIPTION OF CLASSIFICATION GROUPS Gra1111/ar Matena/:s-Contauung 35 percent or less passing 75·11111 (No. silty" is applied to fine material having plasticity mdex of IO or less.1.2). gravel. Group A. coarse sand. and the correct group will be found by process of elimination. steve.425·mm (No.2.1.00·mm 4. Subgroup A-J-a mcludes those materials consisting predominantly of stone fragments or gravel. If fractional numbers appear on test reports.1. AU nghts reserved./-The typical material of this group is a well-graded mixture of stone fragments 01 5. Boulders and cobbles (retained on 75·mm (3·in.2. The group includes also stream• deposited mixtures of poorly graded fine sand and limited amounts of coarse sand and gravel.6. this group also mcludes stone fragments. fine sand. A· 7·5( 17).. 5. in excess of the limitations for those groups.1. except that it has the lugh liquid limits characteristic of the A-5 group and may be elastic as well as subject to high-volume change.425-mm (No 40) portion having the characterisucs of the A·-1 and A-5 groups. Classification of these mateiials is based on visual inspection. and A·2·5 except that the fine ponion contains plastic clay having the characteristics of die A-6 or A-7 group. 5. between the matenals falling in Groups A-1 and A-3 and silt-clay materials of Groups A--1. Subgroup A. except that n rs usually of diatomaceous or micaceous character and may be highly elastic as indicated by the high liquid limit.J1 constmction should state whether boulders retamed on the 75-mm (3·in) srev e are pennitted S1l1-ClayMarenals---Co111aiJ1ing more than 35 percent passing the 75·11m (No. artery of "granular" materials that are borderline 5.7-The typical material of this group rs similar to that described wider Group A·6.3. It mcludes all materials containing 35 percent or less passmg the 75-Jtm (No.n excess of the limitations of Group A-3. croup A-4-The typical material of this group is a nonplastic or moderately plastic silty soil usually having the 75 percent or more passmg the 75-iun (No. Materials oftlus group usually haw tugh-volume change between wet and dry states. 200) sieve. Duphcahon .2. 200) sieve. and A-7.3.4. any specrflcauons regarding the use of A· I. 5. These groups include such matenals as gravel and coarse sand with silt contems or plasticity indexes in excess of the linutattons of Group A-1.at.. A-2.2.2.3.4.3. 5. 5.2. 5. Gro11p A-5-The typical material of this group is similar to that described under Group A·4.2.TI1is group includes a wide . or plasticity mdex The material is composed primanly of partially decayed orgnmc matter. dmk brown or black color.2. generally has a fibrous textme.7-5 includes those materials with moderate plasticity indexes in relation to liqmd limit and winch may be highly elastic as "ell as subject to considerable volume change. liquid limit.J1 embankmems and subgrades. and is not dependent on percentage passing the iS·1u11 (No. Subgroups A·2·6 and A·2· 7 include materials snnilar to those described under Subgroups A·2·4 5. TI1ey are highly compressible and have low strength. A-5. These organic matenals are unsuitable for use i. Group A. 200) sieve.) sieve Therefore.2. Note 2---Classification of materials in the various groups applies only to the fraction passing tile 75-mm (3·ll1. and an odor of decay.1. Group A-l.2. TS-1b M 145-4 AASHTO C 2012 by the Ammcan Auoc. Subgroup A· 7-6 includes those materials with hrgh plasticity mdexes in relation to liqmd Jinut and which are subject to extremely high-volume change.1. Note 3-Highly organic soils (peat or muck) may be classified in an A·8 group. 5.1. 200) sieve TI1e group includes also mixtures of fine silty soil and up to 6-1 percent of sand and gravel retained on i5·11m (No.2. 200) sieve.on of sure Highway and Tnnsportahon Officuls. All nghts reserved. and fine sand .2.4. The group also includes mixtures of fme clayey soil and up to 64 percent of sand and gravel retained on the i5-1uu (No. Group A-� The typical material of this group is a plastic clay soil usually having 75 percent or more passing the 75-iuu (No.1. 5. or A-3 materials i. 200) sieve. 200) sieve mat cannot be classified as A-1 or A-3 due to fines content or plasticity or borh. ith nonplastic silt comem i.1 Subgroups A·2·4 and A·2·5 include various granular materials coutaming 35 percent or less passing the 75-Jnll (No 200) sieve and With a minus 0. A·6.s a \"1obt1on of applicable law . 1.40)] + 0. 200) sieve.15) (25 .2 .10) where: F percentage passing 75·11111 (No. Figure I may be used 111 estimatmg the group mdex.0 Report as zero.005 (25 . the group index shall be reported as zero.005 (90 . liquid limit of 40. Group index• (80.01 (55 . hquid limil of90.3.1.2. 6. Group index= (55 . TI1en.10) = 25 x (0.JO)]+ 0. 6. Then. Group index= 0. This percentage is based only on the matenal passing the 75-mm (3·111.2 + 0. then obtaining the total of the rwc partial group indexes. The group index should be reported to the nearest whole number. only the PI ponion of the 6.1. and plasticity mdex of 50. when the calculated group index is negative.005 (U .-10)) + 0.4. Assume that an A-2.0 = 10 Assume that an A·i material has 80 percent passing the i5·)Ull (No..2 + 0. and PI plasticity index.3 Assume that an A·4 material has 60 percent passing the i5·111n (No.01 (80. The group index ts calculated from the following formula: Group mdex = (F.10) • 20. expressed as a whole number.2 + 0. Then. When calculating the group index of A-2-6 and A-2-7 subgroups. Group index= (60. U liquid limit. 200) sieve.1 = .35) [0. 200) sieve. The following a1 e examples of calculations of the group index: 6.1.4.01 (F.2.15) (PI. 6. fommla (or of Figure 1) shall be used.35) [0.0.10) = 4.4.35) (0.3.1.2..35) (0. by determuung the partial group index due to liquid lunit and that due to ptesnciry index. GROUP INDEX 6.01 (45) (-9) = 3.1.01 (60 .4.15) (50..005 (40 .15)(1 . liquid li11111 of 25.2 + 0. or 46.0 + 6. 6.pon::mon Officials All nghts reserved Dupbcauon 1s a . and plasticity index of 2 5.01 (30. 6. liquid limit of 6.1 .4. 200) sieve. 6. Assume that an A·6 material has 55 percent passing the i5·µm (No 200) sieve.10) = 3 0 or 3 (Note that only the PI portion of fommla was used) TS-1b M 145-5 AASHTO C 2012 by tht Ammtlll A«oc1::mon ofStatt Highway :md Tr:on.4.Oi5) + 0.4.i material has 30 percent passing the i5-rnn (No.6. and plasticity index of 30. and plasticity index of I. Then.40)] + 0.3 + 26.) sieve.15)(30 . 50.O.ol:auon ohpplitabk bw . 40)] + 0. and Pl. � e.D1 (F .35) (02 + 0. 20 • � � 70 i $' I" " rt .. Ex8ffl)le: 82 Percent Passrtg 75-µrn Sieve Thone 100 PGI"' 8..4 for Pl • Pl• 21 GI• 16 Figure 1-Group Index Chart TS-1b M 145-6 AASHTO C 2011 by !ht Amtnca. Group Index (GI) • (F .. �n wcrting wilhA·2·6 and A·2· 7 Subgr<Jl4)S.G> /" . the Group Index shot.[.m�pona!ton Official.!' 10 "" 90 . LL: Liquid Limit..10) where F'"' Percent Passing 75-µm siew. • "8'' 30 50 � N .005 (LL .. �n the oofTOned Partial Group Indices are negative.@ "" 80 . z � � "" . the Partial Gr<Jl4) Index (PG!) is determlted from the PlofV'j..n Associalton of Sutt Highway and Tr.15 ){Pl. Plasti::ty Index. .*t be reportod as zero.9 for LL LL : 38 PGI = 7.i!' .• All nghts rtst1' td Duphcauon ts a nobnon of apphcabk bw . el "" . "72+5 0 0 20 30 40 50 60 70 80 90 100 LqLid l.. 7.2· 7 and the -silt-clay" Groups A·4.clayey granular materials.1.* '/ A-7-f.1.td Dupl... A·2·-t A-2-5.2..1.3.m dr 7S. / 30 I/ / 20 "' e-a-e / A-7-5 / A-2-7 10 A-5 "' �2.. and A·7 will range in quality as subgrade from the npproxunate equrvnlent of the good A·. BASIS FOR GROUP INDEX FORMULA 7. The assumed cnucat minimum percentage passing the 7S·)tm (No 200) sreve rs 35 negtecrmg plasticity.£..unl=lh.cauon.. The empirical group index fommla devised for approximately within-group evaluation of the ..on ofStalt Highway :md Tr:wsponan011 Official.4. l\laterials falling wuhut the ... and A-3 are satisfactory as subgrade when properly drained and compacted under moderate thickness pavement (base and/or surface course) of a type suitable for the traffic to be cam ed. or can be made satisfactory by additions of small amounts of natural or artificial binders.clayey granular" Groups A·.1. Liquid Iinurs of 40 and above are assumed to be cntical 7. A·S.Jmrt � A-2 Soils rom. a nobuon ofapphcablt bw . 70 / / 60 / 50 I/ Ii> / s> .t.-lh.m 35 poroem fine.2-4 and A·2·S subgrades to fair and poor subgrades requiring a layer of subbase mater ial or an increased thickness of base course over that required under Section 7. 7. Plasticity indexes of IO and above are assumed to be cnncal.m.2·6 and A·. TS-1b M 145-7 AASHTO C 2012 by tbr A=lc:lfl A.1.1..1.µm(So 200)san� Figure 2-Liquid Limit and Plasticity Index Ranges for Silt-Clay Materials 7. A-1-b.5. and the -sijr-clay materials" is based on the follow mg: assumptions: 7. A·6. Materials falling within Groups A-l·a. and IS as affected by plasticity mdexes greater than 10 7.1.. 1 111 order to furnish adequate suppon for traffic loads. All nghts rt<tti. 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