airfield flexible pavement

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GNEERMANUAL

ENGNEERINGANDDESIGNAi r f i el d Fl exi bl e PavementMobi l i zat i on Constructi on

DEPARTMENTOFTHEARMYCORPSOFENGNEERSOFFICEOFTHECHEFOFENGNEERS

M11 3 141Apr i l 1984


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DEPARTMENT OF THE ARMY EM1110 3 141US Army Corps of Engi neersDAENECE G Washi ngton DC 20314

Engi neer ManualNo 1110 3 141

FOR THE COMMANDER

Engi neeri ng and Desi gnAIRFIELDFLEXIBLE PAVEMENTMobi l i zati on Constructi on Purpose Thi s manual provi des gui dance for desi gni ng ai rf i el d f l exi bl epavement for US Army mbi l i zati on faci l i ti es 2 Appl i cabi l i ty Thi s manual i s appl i cabl e to al l fi el d operati ngacti vi ti es havi ng mbi l i zati on constructi on responsi bi l i ti es

Dscussi on Cri teri a and standards presented herei n appl y to constructi onconsi dered cruci al to a mbi l i zati on ef fort These requi rements may beal tered when necessary to sati sfy speci al condi ti ons on the basi s of goodengi neeri ng practi ce consi stent wth the nature of the constructi on Desi gnand constructi on of mbi l i zati on faci l i ti es must be compl eted wthi n 180 daysfromthe date noti ce to proceed i s gi ven wth the projected l i f e expectancy off i ve years Hence rapi d constructi on of a faci l i ty shoul d be ref l ected i ni ts desi gn Ti me consumng methods and procedures normal l y preferred overqui cker methods for better qual i ty shoul d be de emphasi zed Lesser grademateri al s shoul d be substi tuted for hi gher grade materi al s when the l essergrade materi al s woul d provi de sati sfactory servi ce and when use of hi ghergrade materi al s woul d extend constructi on ti me Wrk i tem not i mmedi atelynecessary for the adequate functi oni ng of the faci l i ty shoul d be deferredunti l such ti me as they can be compl eted wthout del ayi ng the mbi l i zati onef fort

PAUL F VVANAUGHColonel Corps of Engi neershe Staf f

9 Apri l 1984


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Engi neer ManualNo 1110 3 141

DEPARTMENT OF THE ARMYUS mCorps of Engi neersWashi ngton DC 20314

Engi neeri ng and Desi gnAI RFI ELDFLEXIBLE PAVEMENTMobi l i zati on Constructi on

EM 1110 3 141

9 Apri l 1984

Paragraph PageCHAPTER INTRODUCTI ON

Purpose and scope 1 1 1 1Traf f i c classes 1 2 1 1Def i ni ti on 1 3 1 1Use of f l exi bl e pavements 1 4 1 1

CHAPTER 2 PRELIMNARY DESIGN DATAI nvesti gati on 2 1 2 1Expl oratory bori ngs 2 2 2 2Soi l cl assi f i cati on and tests 2 3 2 2Fi l l and subbase borrowareas 2 4 2 6Avai l abi l i ty of base and surfaci ngaggregate 2 5 2 6Avai l abi l i ty of other constructi onmateri al s 2 6 2 6

CHAPTER 3 SUBGRADE EVALUATI ONAND PREPARATI ONGeneral 3 1 3 1Establ i shment of grade l i ne 3 2 3 1Subgrade eval uati on test by CBR 3 3 3 1Subgrade densi ty and compacti on 3 4 3 1Subgrade stabi l i zati on 3 5 3 6Fi l l qual i ty 3 6 3 6

CHAPTER 4 SUBBASE COURSEGeneral 4 1Materi al source 4 2 4 1Sui tabl e materi al s 4 4 1Addi ti onal requi rements 4 4i 4 3

CHAPTER 5 BASE COURSEGeneral 5 1 5 1Sui tabl e materi al s 5 2 5 1Desi gn CBR of base course 5 3 5 1


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Fi gure 1-1 Typi cal f l exi bl e pavement and termnol ogy 1-2 Typical al l bi tumnous concrete pavement 1-3 Typi cal stabi l i zed base secti on

LIST OF FI GURES

Mnimumbase course and surfaceParagraph Page

thi cknesses 5-4 5-1Base course gradati on and tests 5-5 5-1Base course compacti on 5-6 5-4Proof rol l i ng 5-7 5-4CHAPTER BITUMNOUS MATERIALS COURSES

General 6-1 6-1Sel ecti on of materi al s 6-2 6-1Desi gn of bi tumnous concrete mx 6-3 6-3Testi ng for mx desi gn 6-4 6-6Thi ckness of bi tumnous courses 6-5 6-10Bi tumnous spray coats 6-6 6-11

CHAPTER FLEXIBLE PAVEMENT THCKNESS DESIGNGeneral 7-1 7-1Fl exi bl e pavement design curves 7-2 7-1Desi gn requi rements 7-3 7-1Thi ckness desi gn 7-4 7-1Desi gn exampl es 7-5 7-13Stabi l i zed pavement secti ons 7-6 7-16Speci al areas 7-7 7-17

CHAPTER SPECIAL SURFACE TREATMENTS AND SPECALDETAI LSGeneral 8-1 8-1Surface treatment for improvedski d resi stance 8-2 8-1Porous fri cti on surface course 8-3 8-1Pri or preparati on 8-4 8-1Fuel resi stant surfacings 8-5 8-1Fuel resi stant seal coat 8-6 8-2J uncture between ri gi d andf l exi bl e pavements . 8-7 8-2

APPENDX A HOr-MX BITUMNOUS PAVEMENTSDESIGN AND CONTROL A-1APPENDX B REFERENCES B-1


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2-1 Approximate i nterrel ati onshi ps of soi lcl assi f i cati ons and beari ng val ues 3-1 Procedure for determni ng CBR of subgrade soi l s 6-1 Sel ecti on gui de for asphal t cement 6-2 Asphal t pavi ng mx desi gn, typi cal mx7-1 Fl exi bl e pavement desi gn curves, Arm Cass Iai rf i el d, Type B and C traf f i c areas .7-2 Fl exi bl e pavement desi gn curves, Arm Cass I Iai rf i el d, Type B and C traf f i c areas 7-3 Fl exi bl e pavement desi gn curves, Arm Cass I I Iai rf i el d, Type nd C traf f i c areas 7-4 Fl exi bl e pavement desi gn curves, A r Force l i ght-

l oad pavement, Type B and C traf f i c areas andoverruns 7-5 a .Fl exi bl e pavement desi gn curves, Ai r Force medi uml oad pavement, Type A traf f i c areas 7-5 b . Fl exi bl e pavement desi gn curves, A r Force medi uml oad pavement, Type B C and D traf f i c areas andoverruns 7-6 a .Fl exi bl e pavement desi gn curves, A r Force heavy-l oad pavement, Type A traf f i c area 7-6 b .Fl exi bl e pavement desi gn curves, A r Force heavy-l oad pavement, Type B C and D traf f i c areasand overruns 7-7 Fl exi bl e pavement desi gn curves A r Force shoul derpavement 7-8 Fl exi bl e pavement design curves A r Force short-f i el d pavement, Type A traf f i c areas and overruns A-1 Si eve anal ysi s A-2 Speci f i c gravi ty of bi tumnous mx components A-3 Gradati on da t a for hot mx desi gn A-4 B endi ng of stockpi l e samples A-5 Gradati on data for stockpi l e aggregates A-6 B endi ng of stockpi l e samples A-7 Gradati on data for bin sampl es A-8 Computati on of properti es of asphal t mxtures A-9 Asphal t pavi ng mx desi gn typi cal mxA-10 Batch pl ant A-11 Conti nuous mx pl ant A-12 Dryer drummxi ng pl ant A-13 Types of hot pl ant mx pavi ng mxture def i ci enci esand probabl e causes A-14 Types of hot pl ant mx pavement imperfecti ons andprobabl e causes

LI ST OF TABLESTabl e 1-1 Pavement l oadi ng cl assi f i cati ons

2-1 Sources of i nformati on for prel imnary subsurfacei nvesti gati ons

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1110 3 1419 Apr 84

2 2 Mnimumrequi rements for spaci ng and depth ofexpl oratory bori ngs 2 3 Soi l characteri sti cs perti nent to roads andai rf i el ds 3 1 Primary f actors af fecti ng subgrade eval uati on andsui tabi l i ty 3 2 Choice of C R tests for pavement desi gn3 3 Subgrade compacti on requi rements 3 4 Compacti on equi pment and methods

` 5 Speci al cases of subgrade treatment 4 1 Test methods for subbase and base4 2 Maximumpermssi bl e values for unbound subbase 5 1 Base course materi al s f or f l exi bl e pavements 5 2 Mnimumsurface and base thi ckness cri teri a 5 3 Gradati on of aggregates for graded crushedaggregate base course 6 1 Special i zed termnology for bi tumnous pavement6 2 Tests for aggregate and bi tumen mx 6 3 Speci f i cati ons for bi tumnous materi al s 6 4 Aggregate gradati ons for bi tumnous concrete pavements 6 5 Procedure for determni ng optimumbi tumen contentand adequacy of mx for use wth aggregate showngwater absorpti on of 2 1/2 percent or l ess 7 1 Flexi bl e pavement desi gn curves 7 2 CBR f l exi bl e pavement desi gn procedure 7 3 Equi valency factors A 1 Design cri teri a for use wth ASTMapparent speci f i cgravi tyA 2 Desi gn cri teri a f or use wth bul k impregnatedspeci f i c gravi ty


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CHAPTER INTRODUCTION

EM 1110-3-1419 Apr 84

1-1 Purpose and scope Thi s manual prescri bes the standards to behsed for ai rfi el d f l exi bl e pavement desi gn for mobi l i zati onconstructi on at Arm i nstal l ati ons

1-3 Def i ni ti on Fl exi bl e pavements are so desi gnated due to thei rf l exi bi l i ty under l oad and thei r abi l i ty to wthstand sml l degrees ofsettl ement wthout seri ous detriment The desi gn of a f l exi bl epavement structure i s based on the requi rement to l i mt the def l ecti onsunder l oad and to reduce the stresses transmtted to the naturalsubsoi l The pri nci pal components of the pavement i ncl ude a bi tumnousconcrete surface, a hi gh-qual i ty base course or stabi l i zed materi al ,and a subbase course Fi gure 1-1 def i nes the components and thetermnol ogy used i n f l exi bl e pavements Exampl es of f l exi bl e pavementsuti l i zi ng stabi l i zed l ayers are shown i n f i gures 1-2 and 1-31-4 Use of f l exi bl e pavements The use of f l exi bl e pavements onai rf i el ds must be l imted to those areas not subj ected to detrimentalef fects of j et fuel spi l l age and j et bl ast Asphal t surfacedpavements have l i t t l e resi stance to j et fuel spi l l age and j et bl ast,and thei r use i s l imted i n areas where these ef fects are severeFl exi bl e pavements are general l y sati sfactory f or runway i nteri ors,taxiways, shoul ders, and overruns Speci al types of f l exi bl e pavementthat i s tar rubber or ri gi d pavement shoul d be speci f i ed i n cri ti ca}operati onal areas

1-2 Traf f i c classes A rf i el d pavement areas have been categori zedaccordi ng to the wei ght of the usi ng ai rcraf t and the di stri buti on ofthe traf f i c Cri teri a f or ai rf i el d pavement classes are presented i ntabl e


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BINDER OR I NTERMEDATECOURSE SURFACE COURSE

S1300

COMPACTEDSUBGRADE

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WARNGCOURSEPRIME COAT

BASE COURSE

COMPACTED I N-PLACE SOL OR FI LL MATERIAL

MATERIAL S OF AHGHER QUALI TY THAN MATERIAL

SUBGRADE Natural i n-pl ace soi l or f i l l materi al

EM 1110-3-141 Apr 84

f l opo Q

PAVEMENT Combi nati on of subbase base and surface constructed onsubgrade SURFACE COURSE A hot mxed bi tumnous concrete desi gned as a structuralmember wth weather and abrasi on resisti ng properti es May consi st of weari ng and i ntermedi ate courses PRIME COAT Appl i cati on of a l owvi scosi ty l i qui d bi tumen to thesurface of the base course The prime penetrates i nto thebase and hel ps bi nd i t to the overl yi ng bi tumnous course SEAL COAT A thi n bi tumnous surface treatment contai ni ng aggregateused to waterproof and improve the texture of the surface

course Upper part of the subgrade whi ch i s compacted to a densi tygreater than the soi l bel ow

TACK COAT A l i ght appl i cati on of l i qui d or emul si f i ed bi tumen on anexi sti ng paved surface to provi de a bond wth the super-imposed bi tumnous course

U S Army Corps of Engi neersFIGURE 1-1 TYPICAL FLEXIBLE PAVEMENT AND TERMNOLOGY

1-3

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U S Army orps of Engineers

FIGURE 2 TYPICAL ALL BI TUMNOUS CONCRETE PAVEMENT


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CEMENT STABI LIZED LI MESTAB LIZED OR BITUMENSTABILI ZED BASE

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FI GURE 1 TYPICAL STABILI ZEDBASE SECTION

EM 1110 3 1419 Apr 84


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CHAPTER PRELI MNARY DESIGN DATA

EM 1110-3-1419 Apr 84

2-1 I nvesti gati on Before commenci ng wth the design, compl etei nvesti gati ons of the cl imati c condi ti ons, topographi calcondi ti ons, subgrade condi ti ons, borrowareas, di sposal areas, andsources of subbase, base, pavi ng aggregates, and other pavi ngmateri al s of constructi on shoul d be made a Previ ous i nvesti gati ons Previ ous subsurfacei nvesti gati ons, pavement eval uati on reports, constructi on records,and condi ti on surveys fromdi vi sion, di str i ct, stati on f i l es, andl ocal pavi ng agencies shoul d be uti l i zed to the maximumadvantage

possi bl e b Publ i cati ons Publ i cati ons and other i nformati on f romgovernmental agenci es and professi onal soci eti es as wel l as stateagenci es that may defi ne surface and subsurface condi ti ons anddrai nage patterns shoul d be obtai ned (See tabl e 2-1)

Tabl e 2-1 Sources of I nformati on for Prel imnary SubsurfaceI nvesti gati onsAvai l abl e Materi al Source

Geol ogi c maps topographi c maps U S Geol ogi cal Survey (USGS) maps of surface materi al aeri al See USGS I ndex to Publ i ca-photographs ti ons, Superi ntendent of Documents, Washi ngton, DC 20402Soi l maps reports aeri al U S Department of Agri cul turephotographs (USDA) See Bul l eti n22-RTransportati on Research Boardfor l i sti ngsAeri al photographs topographi c Nati onal Oceani c and Atmospheri c

features of coastal areas Admni strati on (formerl yU S C GS), Rockvi l l e, 20852

Bul l eti ns papers on geol ogi cal Geol ogi cal Society of Ameri casubj ects (GSA) P Box 1719, Boul der,CO80302 Consul t i ndex to GSAc Fi el d reconnai ssance A fi el d reconnai ssance wth theavai l abl e topographi cal , geographi cal , and soi l maps aeri alphotographs meteorol ogi cal data previ ous i nvesti gati ons condi ti on surveys and pavement eval uati on reports shoul d be made

Thi s step shoul d precede an expl oratory bori ng program


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2-2 Expl oratory bori ngs Expl oratory bori ngs accordi ng to thespaci ngs and depths gi ven i n tabl e 2-2 shoul d be conducted These aremnimumval ues and shoul d be suppl emnted wth addi ti onal or deeperbori ngs to cover unusual features See f i gure 2 land tabl e 2-3 fortypi cal soi l prof i l es and soi l characteri sti cs Use f i gure 2-1 forapproximate rel ati onshi ps between soi l cl assi f i cati ons and soi lstrength val ues when actual test resul ts or exi sti ng i nformati on i s notavai l abl e

Tabl e 2-2 MnimumRequi remnts for Spaci ng and Depth of`Expl oratory Bori ngsI tem Spaci ng Requi remnts

Runways and taxiways l ess than 200 to 300 feet on center200 feet wde l ongi tudi nal l y, onal ternati ng si des of thecenterl i ne

Runways 200 feet wde or two bori ngs every 200 to 300greater feet l ongi tudi nal l y, onebori ng 50 feet on each si deof the centerl i neParki ng aprons and pads one bori ng per 10,000-square footarea

I tem Depth Requi rementsCut areas to a mnimumof 10 feet belowfi ni shed gradeShal l ow f i l l areas where not to a mnimumof feet belowmore than 6 feet of f i l l wl l exi sti ng ground surfacebe placed)Hgh f i l l areas to 50 feet belowexi sti ngground surface or to rock2-3 Soi l cl assi f i cati on and tests

Soi l cl assi f i cati on Al l soi l s wl l be cl assi f i ed i n accordancewth the Uni f i ed Soi l Cl assi f i cati on System There have been i nstanceswhere the use i n constructi on speci f i cati ons of such term as l oamgumbo mud, and muck have resul ted i n msunderstandi ngs Theseterm are not speci f i c and are subj ect to di f ferent i nterpretati onsthroughout the Uni ted States Such term wl l not be used unl essproperl y i denti f i ed Suff i ci ent i nvesti gati ons wl l be performd at aparti cul ar si te so that al l soi l s to be used or removed duri ngconstructi on can be descri bed i n accordance wth the Uni f i ed Soi l

2-2


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CALIFORNA BEARING RATIO CBR

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PCA Soi l Primer EB007 . 068 , WthPermssi on of the Portl and CementAssociati on, Skoki e, I LU S Army Corps of Engi neers

FI GURE 2 1 APPROXIMATE I NTERRELATIONSHPS OF SOLCLASSI FI CATION AND BEARING VALUES

2- 3

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C assi fi cati on Systemplus any addi ti onal descri pti on consi derednecessary I f Atterberg l imts, as i ndi cated by the cl assi fi cati ontests, are a requi red part of the descri pti on, the test procedures andl i mts wll be referenced i n the constructi on speci fi cati ons

b Soi l compacti on1 Test Method 100 The soi l compacti on test descri bed i n Test

Method 100 of ML-STD621 or AASHTO T 99 wl l be used to determne thecompacti on characteri sti cs of soi l s except as noted bel ow The degreeof compacti on requi red i s expressed as a percentage of the maxi mumdensi ty obtained by the test procedure presented i n ML-STD621 TestMethod 100, Compacti on Effort Desi gnati on CE 55 Thi s i s usual l yabbrevi ated as CE-55 maxi mumdensi ty

2 Other control tests Certai n types of soi l may requi re theuse of a l aboratory compacti on control test other than Test Method 100Thi s method should not be used i f the soi l contai ns parti cl es that areeasi l y broken under the bl owof the tamper unl ess the fi el d method ofcompacti on wl l produce a si ml ar degradati on A so, the uni t weightof certai n types of sands and gravel s obtai ned i n thi s method i ssometi mes l ower than the uni t wei ght that can be obtai ned by fi el dmethods hence, thi s method may not be appl i cabl e Densi ty tests i nthese cases are usual l y made under some vari ati on of the test method,such as vi brati on or tampi ng al one or i n combi nati on wth some typehammer or effort other than that used i n the test i n order to obtai n ahi gher l aboratory densi ty Al so, i n some cases, i t i s necessary to useactual fi el d compacti on test secti ons

c Soi l resi stance1 CBRtest The Cal i forni a Beari ng Rati o CBR ML-STD621,

Test Method 101 or AASHTOT 193 test wl l be used to evaluate theabi l i ty of soi l s to resi st shear deformati on The CBRtest i sconducted by forci ng a 2-i nch-di ameter pi ston i nto the soi l The l oadrequi red to force the pi ston i nto the soi l 0 i nch sometimes 02i nch i s expressed as a percentage of the standard val ue for crushedstone The test i s val i d onl y when a l arge part of the deformati onunder penetrati on i s shear deformati on The test can be performed onsamples compacted i n test molds, on undi sturbed samplers, or on materi ali n pl ace The test must be made on materi al that represents theprototype condi ti on that wl l be most cri ti cal froma desi gnstandpoi nt For thi s reason, sampl es are general l y subj ected to a4-day soaki ng peri od Detai l s of the test procedure are gi ven i nML-STD621, Test Method 101 Test Method 101 i s sui table for ei therfi el d or l aboratory appl i cati on

2 Suppl emental requi rements Laboratory CBRtests on gravel l ymateri al s often show CBRval ues higher than those obtai ned i n theprototype, primarl y because of the confi ni ng effect of the

2-5


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6 i nch di ameter mol d Therefore the CBR test has been supplemented bygradati on and Atterberg l i mt requi rements for gravel l y materi al s d Approxi mate rel ati onshi ps Use fi gure 2 1 for approxi materel ati onshi ps between soi l cl assi f i cati ons and soi l strength val ueswhen actual test resul ts or exi sti ng i nformati on are not avai l abl e

2 4 Fi l l and subbase borrowareas Duri ng reconnai ssance the si tewl l be expl ored for potenti al borrow sources See tabl e 2 3 forcomparati ve val ues of soi l s for use as subgrade and subbase use fi el dapproximati ons of cl assi f i cati ons as gui de to desi rabl e sources Duri ng prel i mnary expl orati on samples of borrowmateri al s wl l betaken to depth of to 4 feet bel ow the anti ci pated depth of borrowon 50 foot centers Surveys of l ocal suppl i ers to determne thequal i ty and quanti ty of commerci al l y avai l abl e f i l l materi al s wl l bemade 2 5 Avai l abi l i ty of base and surfacing aggregate Si nce these aregeneral l y crushed and processed materi al s survey shoul d be made ofthe commercial suppl i ers i n the general area Avai l abl e materi al sshoul d be sampl ed cl assi f i ed and tested I n remote areas wherecommerci al producti on i s l i mted or nonexi stent i nvesti gate and testfor quarry si te l ocati on near the constructi on si te 2 6 Avai l abi l i ty of other constructi on materi al s Avai l abi l i ty andqual i ty of bi tumnous materi al s can be sought fromthe suppl i ers ofthese materi al s The knowedge of the avai l abi l i ty and type ofportl and cement l ime f l y ash and other materi al s wl l al so ai d i nthe eval uati on and appl i cabi l i ty of structural l ayers Thi si nformati on wl l be hel pful i n devel opi ng desi gns and al erti ngdesi gners to unusual l ocal condi ti ons and shortages


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CHAPTER SUBGRADE EVALUATIONANDPREPARATI ON

EM 1110-3-1419 Apr 84

3-1 General The primary factors affecti ng subgrade sui tabi l i ty arel i sted i n tabl e 3-1 3-2 Establ i shment of grade l i ne The subgrade l i ne shoul d beestabl i shed to obtai n the opti mumnatural support for the pavementconsi stent wth economc uti l i zati on of avai l abl e materi al s

a Rock Rock excavati on i s to be avoi ded for economc reasons Where excavati on of rock i s unavoi dabl e, undercut to provi de for ful ldepth of base course under surface courses b Ground water The subgrade l i ne wl l be above the f l ood pl ai nand a mnimumof 2 feet above wet season ground water l evel Where notpracti cabl e, provi de for permanent l oweri ng of water tabl e by drai nage See EM1110-3-136c Bal anci ng cut and f i l l Bal anci ng cut and fi l l shoul d beconsi dered but may not be control l i ng mobi l i zati on factor i n thedesi gn and constructi on of ai rf i el d pavements Opti mzing subgradesupport and drai nage shoul d take precedence over bal anci ng cut and

f i l l 3-3 Subgrade eval uati on test by CBR The basi c CBR test i s performedon compacted samples of the subgrade soi l after a 4-day soaki ng Sampl es are prepared at varyi ng moi sture contents and wth threedi f feri ng compacti ve efforts The complete procedure i s i l l ustrated i nf i gure 3 and the test methods are descri bed ful l y i n ML-STD-621,Method CBR tests can al so be performed on the subgrade soi l i npl ace or on undi sturbed samples of the subgrade soi l However, fordesi gn the l atter test i s used onl y i n speci al cases See tabl e 3-2for addi ti onal gui dance on the use of CBR tests 3-4 Subgrade densi ty and compacti on For the CBRmethod of design,the i n-pl ace densi ti es of the subgrade soi l s for the desi gn ai rcraftmust be at l east equal to the val ues speci f i ed i n tabl e 3-3 I fnatural densi ti es are l ess than the requi red val ues, the subgrade maybe treated by one of the fol l owng procedures, as appl i cabl e

- Compact fromthe surface cohesionl ess soi l s except si l tsRemove, process to desi red water content, repl ace i n l i f ts, andcompact Mnimumcompacti on for repl aced soi l s i s 95 percent forcohesi onl ess and 90 percent for cohesi ve soi l s For a defi ni ti onof cohesi ve and cohesi onl ess soi l s see ML-STD-621, Method


19/102

EM 1110 3 1419 Apr 8

Table 3 1 Pri mary Factors Affecti ng Subgrade Eval uati on andSui tabi l i tyFactor Remarks

Characteri sti cs o subgrade soi l s Determne as shown i nchapter

Rel ati ve val ue as subgrade See tabl e 3Depth to rock Determne duri ng

explorati on of subgradei f close to surface

Depth to ground water Determne seasonalfl uctuati ons and effectsof drai nage

I n place densi ty of subgrade Fromundi sturbed samlesor i n place tests

Strength of subgrade Natural Condi ti on Determne duri ng explorati onAfter comacti on and testi ng Consi derU ti mate values ul ti mate water contents

after constructi on and thei reffect on strengthcharacteri sti cs Fol l owprocedure i n ML STD621Method 101

Settl ement under f i l l l oadi ng Deter mne effect of fi l ll oadi ng fromconsol i dati ontests May requi resurcharge to consol i date aclay subgrade Wherel ocal settl ement dataexi sts i t shoul d be used

Frost suscepti bi l i ty See EM 1110 3 138 to determne duri ng testi ng andexplorati onWeak or comressive l ayers i n sub Consi der comacti on removalsoi l and repl acement wthgranul ar materi al or desi gn

pavement o basi s of i nplace strength and densi ty

Dai nage See EM 1110 3 136Vari abi l i ty of general i zed soi l May cause di fferenti alprofi l e surface movements

U Army Corps o f Engineers

3 2


20/102

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SI LTY CLAY 30CL NOTEFIGUREBESIDECURVEI S MOLDNGLL=37

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10

EM 1110-3-1419 Apr 84

95 6MODMAXMUMDENSI T`r ~ 110 . 6 I bPERCUFT

16

l Step A Determne moi sture/densi ty rel ati onshi p ML-STD621 Method 100 at12 . 26 and 55 bl ows/ l ayer Pl ot densi ty to whi ch soi l can be compacted i n thefi el d - f or cl ay of exampl e use 95 percent o maxi mumdensi ty Pl ot desi redmoi sture content range - for cl ay of example use = 1-1/2 percent of opti mummoi sture content for approximately 13 and 16 percent Shaded area representscompacti ve effort greater than 95 percent and wthi n = 1-1/2 percent ofoptimummoisture content

2 Step B Pl ot l aboratory CBR ML-STD621 Method 101 for 12. 26 and 55bl ows/ l ayer 3 Step C Pl ot CBR versus cl ay densi ty at constant moi sture c-ntent Pl otattai nabl e l imts of compacti on fromgraph A, 110. 6 and 115 pcf for example,hatched area represents attai nabl e CBR l imts for desi red compacti on

110. 6 t o 115 pcf and moisture content 13 t o 16 percent CBRranges f rom11 95 percent compacti on and 13 percent moisture contentto 26 15 percent moisture content and maximumcompacti ons Fordesi gn purposes use a CBR at l ow end of range i n exampl e use_ . CBRof 12 wth moisture content speci f i ed between 13 and 16 percent

FIGURE 3-1 PROCEDURE FOR DETERMNNG CBR OF SUBGRADE SOLS3-3

CONTENT


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EM 1110-3-1419 Apr 84

Tabl e 3-2 Choi ce of CBR Tests for Pavement Desi gnGoal To desi gn the pavement on the basi s of thepredomnant subgrade moi sture content anti ci pated i nthe l i f e of the pavement Basi c Test I n the absence of rel i abl e fi el d i nformati on thi smoi sture content i s consi dered to be represented by4 days soaking of the compacted subgrade soi l i nthe CBR mol ds Excepti ons 1 Where rai nfal l i s l i ght and the ground watertabl e i s l ow substanti al reducti ons can be madei n the pavement thi ckness devel oped fromsoaked

CBR tests see secti on 72 The i n-pl ace CBR test may, be used for subgradesoi l s where l i t t le i ncrease i n moi sture i santi cipated, such as


a Coarse grai ned cohesi onl ess soi l s b Soi l s whi ch are at l east 80 percent saturated

i n the natural si te c Soi l s- under exi sti ng adj acent pavements whi chcan be used as i ndi cators for the pl annedconstructi on Subgrade soi l s under pavements

at l east 3 years ol d are consi dered tohave reached equi l i bri ummoi sture condi ti ons Cauti on Use care i n maki ng assumpti onsregardi ng siml ari ty of soi l types, drai nage,

and topography3 Where subgrade compacti on i s not feasibl e ordesi rabl e as wth saturated fi ne sands or si l ts,hard clays, and expansi ve soi l s, speci alapproaches are necessary see tabl e 3-5


22/102

Tabl e 3-3 Subgrade Compacti on Requi rementsDepth Bel owPavement Surface to Top of Subgrade eet)

EM 1110-3-1419 Apr 84

U S Arm Corps of Engineers

Cohesi onl essSubgrade

Army15 KipGross W

Cass PavementLess Than

15 Kips

Army30 Ki pGross W

Cass I IPavementLess Than30 Ki ps

Army100 KipGross W

Cass I I IPavementLess Than100 Ki ps

100B 1 1 5 1 2 1 5C 5 1 5 1 5 1 595B 5 1 5 2 1 5 4 2 5C 1 5 1 1 5 1 5 3 2 590B 2 5 2 3 2 6 5 4C 2 1 5 2 5 1 5 4 5 3 585B 3 2 5 4 3 7 5 5 5C 2 5 2 3 5 2 5 6 5 5

Cohesi veSubgrade

100B 5 5 1 5 1 5C 5 5 5 5 5 595B 1 1 1 1 2 1 5C 1 5 1 5 2 1 590B 1 5 1 1 5 1 5 3 2 C 1 5 1 1 5 1 2 5 2 85B 1 5 1 5 2 1 5 4 3 C 1 5 1 1 5 1 5 3 5 2 5


23/102

EM 1110- 3-1419 Apr 84

- Replace wth sui tabl e borrowmateri al - Rai se the grade so that natural densi ti es meet requi red val ues - Stabi l i ze See EM1110-3-137

Thi ckness of compacted l i f t s can vary wth type-of equipment used,cl assi f i cati on of soi l , number of passes, and compacti on requi rements Gui del i nes for varyi ng thi cknesses of l i f t s for 95 to 100 percentcompacti on are shown i n tabl e 3-4 a Addi ti onal requi rements I n addi ti on to the above requi rements

1 Compact subgrad e to a mnimumof 95 percent for a depth of 6i nches bel ow subbase (2) Pl ace fi l l i n subgrades at a mnimumof 95 percentcompacti on for cohesi onl ess soi l s and 90 percent for cohesi ve soi l s

b Speci al cases Al though compacti on i ncreases the strength ofmost soi l s, some soi l s l ose strength when scari fi ed and recompacted andsome soi l s shri nk or expand excessi vel y under moi sture changes Whenthese soi l s are encountered, special treatment i s requi red (See tabl e3-5 for recommended procedures .3-5 Subgrade stabi l i zati on Subgrade materi al may be stabi l i zed ato improve the soi l qual i ty by reduci ng pl asti ci ty and control l i ngexpansi on, b to provi de a working pl atform and (c) to upgrade themateri al for use as subbase Soi l stabi l i zati on for qual i tyi mprovement i s di scussed i n EM 1110-3-137 3-6 Fi l l qual i ty I n general , coarse grai n materi al i s preferred tofi ne grai n materi al Fi l l materi al shoul d be restri cted as fol l ows

- Do not use expansi ve soi l s - Do not use peat or organi c clays and si l ts


24/102

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26/102

CH PTER 4SU SE COURSE

4 1 General Sui tabl e borrowmateri al or other processed orstabi l i zed materi al shoul d be used between the subgrade and base tomake up the pavement secti on These l ayers are desi gnated the subbasecourse 4 2 Materi al source I nvesti gati ons and tests descri bed i n chapter 2shoul d be used t o determne the l ocati on of sui tabl e materi al for useas subbase See tabl e 4 1 for test methods for subbase and basemateri al s For mobi l i zati on condi ti ons materi al qual i tycerti f i cati on can be used to repl ace i ni ti al testi ng especi al l y i n thecase of l ocal exi sti ng stockpi l es pi ts or quarri es 4 3 Sui tabl e materi al s Subbase materi al can consi st of thefol l owng

Natural l y occurri ng coarse grai ned materi al s Uncrushed gravel and sandWel l graded sandsDsintegrated grani te

Speci al and processed materi al Li merock Quarry and nonhazardous mnewasteCoral Sl agCal i che Sand shel l mxturesCrushed stone or gravel

Bl ends of natural or processed materi al s Subgrade materi al sused for bl endi ng shoul d meet the requi rements for l i qui d l i mtand pl asti ci ty i ndex pri or to mxi ng Stabi l i zed materi al s See EM1110 3 137

a Sel ecti on of desi gn C R for subbase Determne the C Rval ue ofthe subbase f rommethods descri bed i n ML STD621 Test Method 101 I f the C R exceeds the maxi mumpermssibl e val ues use the val ue showni n tabl e 4 2

EM 1110 3 1419 Apr 84


27/102

EM 1110-3-1419 Apr 84

l Use the 3 poi nt fl owcurve method2See tabl e 2-3 for al ternati ve methods 3Modi f i ed to requi re fi ve l ayers, a 10-poundrammer and an 18- i nch drop

U S Army Corps of Engineers

4-2

Tabl e 4-1 Test Methods for SubbaseTest

and BaseStandardML-STD621Test ASTM AASHTO Test Method

Sampl i ng materi al s D75 T 2Uni t weight of aggregate C 29 T 9Soundness test C88 T 104Abrasi on resi stance by C131 T96Los Angel es machi neSi eve anal ysi s C 136 T27Amount fi ner than No200 si eve C117

Part i cl e-sized anal ysi sof soi l s D422 T 88

Li qui d l imt D4231 T 89 103Pl asti c l imt D424 T90 103I n-pl ace densi ty and D1556 T 191moi sture content 2Moi sture-densi ty rel a- D 1557 100 CE 55)ti ons of soi l sRemol ded CBR test D 1883 101I n-pl ace CBR test 101Sand equi val ent D2419 T 176Compressi ve strength- D1633soi l cementMoi sture densi ty-soi l cement D558 T134Wt-dry tests soi lcement D559 T135Freeze-thaw tests soi l D560 T 136cement


28/102

Tabl e 4-2 Maxi mumPermssibl e Values for Unbound SubbaseMaxi mumVal ues

1 Suggested l i mts b Desi gn exampl e An exampl e of desi gn CBR determnati on fora sample of gravel l y sand fol l ows

The desi gn CBR f or thi s materi al i s 3 because 80 percent passi ngthe No 1 si eve i s the maxi mumpermtted for hi gher CBR val uesand thi s materi al has 85 percent passing

c Excepti ons to gradati on requi rements Cases may occur i nwhi ch certai n natural materi al s that do not meet gradati onrequi rements may devel op sati sfactory CBR val ues i n the prototype Excepti ons to the gradati on requi rements are permssibl e whensupported by adequate i n-pl ace CBR tests on si ml ar constructi onthat has been i n servi ce for several years 4-4 Addi ti onal requi rements

a Subbase thi ckness Determne requi red thi ckness of subbaseas outl i ned i n chapter 7 I f l ess than 6 i nches of subbase i srequi red consider i ncreasing the thi ckness of base course b Densi ty requi rement Compact subbase to 100 percent ofmaxi mumdensi ty

4-3

EM 1110- 3-1419 Apr 84

Maxi mum Gradati onRequi rements

Materi al Desi gnCBR Si zei n PercentNo 1 Passi ngNo 200 Li qui dLi mt Pl asti ci tyI ndexSubbase 50 3 50 15 25 5Subbase 40 3 80 15 25 5Subbase 30 3 100 15 25 5Subbase 20 3 251 351 121

Soaked CBRMaxi mumsize i nches 41 5Percent passi ng No 1 sieve 85Percent passi ng No 200 si eve 14Li qui d l i mt 12Pl asti ci ty i ndex 3


29/102

EM 1110 3 141 Apr 84

c Frost suscepti bi l i ty I n areas where f rost penetrati on i s aprobl em consul t cri teri a i n EM 1110 3 138d Expansi ve materi al Do nct use materi al whi ch has a swel l of percent or greater as determned fromthe CBR mol d for subbase


30/102

CHAPTER 5BASE COURSE

5-1 General The base course i s subj ected to hi gh verti cal stressesand must have hi gh stabi l i ty and be pl aced properl y 5- 2 Sui tabl e materi al s Sui tabl e materi al s i ncl ude natural ,processed, manufactured, and stabi l i zed materi al s See tabl e 5-1 forl i sti ng and descri pti on of commonl y used base materi al s Thei nformati on contai ned i n thi s tabl e i s to provi de an overvi ewof themateri al s avai l abl e for base Use shoul d be made of l ocal materi al ful l use shoul d be made of l ocal experi ence and requi rements I t i srecommended that qual i ty control l ed materi al reserves such as thosemai ntai ned by state and l ocal agenci es be uti l i zed where possi bl e 5-3 Desi gn CBR of base course Base course materi al s compl yi ng wththe requi rements of tabl e 5-1 wl l be assi gned CBR val ues as shown i nthe

5-4 Mni mumbase course and surface thi cknesses The mni mumal l owabl e thi cknesses for base and surface courses are l i sted i n tabl e5-2 These thi cknesses have been arbi trari l y establ i shed so that therequi red subbase CBR wl l al ways be 50 or l ess 5-5 Base course gradati on and tests

a Testi ng Under mobi l i zati on condi ti ons, sophi sti cated testi ngequi pment may be l i mted together wth an i ncreased workl oad on testi ngl aboratori es whi ch wl l hamper expedi ti ous constructi on Therefore, anemphasi s shoul d be pl aced on qui ck resul ts fromfi el d testi ng or

EM 1110-3-141 Apr 8

fol l owng tabul ati on Type Desi gn CBR

Graded crushed aggregate 100 stone, gravel , sl ag)

Dry bound and water 100bound macadam

Li merock 80Shel l sand 80Coral 8Shel l rock 8Mechani cal l y stabi l i zed 80aggregate


31/102

EM 1110-3-141 Apr 8

Materi al sCrushed Stoneand crushedgravel

Slag

Macadam

Shel l Sand

Coral

Limrock

Shell Rock

Mechan cal l yStabi l i zedAggregate

Stabi l i zedMateri al s

U S Army Corps of Engineers

Tabl e 5-1 BaseDescri pti on-Source

Stone quarri ed fromformati ons ofgrani te traprock and l imestoneGavel fromdeposi ts of ri veror glacial ori gi nAi r-cool ed blast furnace slagi s by-product of steel manu-facturing Material i scompeti ti ve i n areas adacentto steel mlls Sl ag i sl i ghter i n weight than stonehighl y stable hard and roughtextured Sl ag al so has Abi l i tyto drai n rapidl yCrushed stone crushed sl ag orcrushed gravel

The shel l s are dredged fromdeadreefs i n the gul f coast watersof the Uni ted States Shel l sconsi st of oyster and cl amshel l s

Coral consi sts of hard cementeddeposi ts of skel etal ori gi nCoral i s found i n the reefs andinl and deposi ts at atol l s andi slands i n tropi cal regi ons Carol i ne l imestone quarri edfromi nl and deposi ts anddesignated as quarry coral i sstructural l y soundest of thevarious coral materi al s avai lableOher types al so usefu for basemteri al are reef coral and bankrun coral Cascajo or gravel l ycoral found as l agoon sedimentat Guam i s al so usefu as base

Limrock i s a fossi l i ferous l ime-stone of the ool i ti c type I tsmain consti tuents are carbonatesof cal ciumand magnesi um Commer -cial l imrock deposi ts are l ocatedi n Fl ori daShel l - rock or marine l imestoneare deposi ts or hard cementedshel l s Deposi ts are l ocatedi n the coastal areas of North andSouth Carol i na

Course Materi al s for Fl exi ble Pavemnts

5-2

Processi ngThe quarri ed rock and gravelaye crushed and screened toproduce a dense graded mxSee tabl e 5-2 for gradati onSlag i s ai r-cool ed crushed andand graded to produce dense mxFi nes fromother sources maybe used for bl ending See table5-2 for gradati on

See EM1110-3-137 See EM1110-3-137

Crushed aggregate i s screened andgraded to produce coarse aggre-gate choker aggregate keyaggregate and screenings SeeType speci f i cati ons for gradati onShel l s are washed crushedscreened and blendedwth sandfi l l er Rati o of the bl end shal lbe not l ess than 67 percentshel l to 33 percent sand Referto l ocal gui de specif i ciati onswhere avai l abl e

Shel l - rock i s crushed screenedand graded to a densemx Referto l ocal gu de specif i cati onswhere avai l abl e

Crushed and uncrushed coarse aggre- A bl end of crushed and naturalgate fi ne aggregate andbinder materi al s processed to provi dea dense graded mx See tabl e5-2 for gradati on

Requi rements- Comments

Percentage of wear not toexceed 40 Liqui d l imt notto exceed 25 Plasti ci tyi ndex not to exceed 5 Requi rements for crushed stoneappl y Slag weight to be notl ess than 65 pcf

Procedure i s to pl ace al ter-nate l ayers of the vari oussize aggregate to formdry-bound or wet bound macadambaseLi qui d l imt not to exceed 25 Plasti ci ty i ndex not to exceed5 MnimumCBR requi rement i s6 at 100 percent compacti onfor l ayers fol l owng construc-ti on

Reef coral i s removed by blasti ng Percentage of wear not toand dredging and i s stockpi l ed exceed 50 Liqui d l imt not toashore pri or to crushing and exceed 25 Pl asti ci ty i ndexgrad ng Quarry coral i s obtainednot to exceed 5 Mnimumby bl asti ng and i s crushed and CBR requi rement i s 60 atgraded to produce a dense mx 100 percent compacti on forUse the fol l owng gradati on l ayers fol l owng constructi on

Limerock i s crushed screened andMnimumCBR requi rement i suni formy graded from3-1/2 i nches 60 at 95 percent compacti onmaximumto dust Refer to l ocal Li qui d l imt not to exceedgui de specif i cati ons where avai l - 25 Plasti ci ty i ndex not toabl e exceed 5

Percentage of wear not toexceed 50 Liqui d l imtnot to exceed 5 Pl asti ci tyi ndex not to exceed 5 Mni -mumCBR requi rement i s 6at 100 percent compacti on forl ayers fol l owng constructi onLi qui d l imt not to exceed 5 plasti ci ty i ndex not to exceed5 Percentage of wear not toexceed 50 See EM1110-3-137

Sieve Designati on i nch

Percent Passing1001-1/2 i nch 70-100

3/4 i nch 40-90No 25-60No 40 5-20No 200 0-10


32/102

EM 1110-3-1419 Apr 84

Tabl e 5-2 MnimumSurface and Base Thi ckness Cri teri aC ass I Ai rcraft

Ai rcraft wth gross wei ghts l ess than 20 000 pounds

MnimumThi ckness i n100-CBR s e 80-CBR BaselTraff i c Area surface ase o a Surface base o aandC 2 6 8 2 6 8

C ass I I Ai rcraftAi rcraft wth gross wei ghts between 20 001-and 50 000 pounds

MnimumThi ckness i n 100-CBR Base 80-CBR BaseTraff i c Area Surface Base Total Surface ase o a

B and C 2 6 8 3 6 9C ass I I I Ai rcraft

Ai rcraft wth gross wei ghts between 50 001 and 175 000 pounds

100-CBR Base 80-CBR BaselTraff i c rea Surface ase Total Surface ase o aB and C 3 6 9 4 6 l Fl ori da l imerock and mechani cal l ystabi l i zed aggregate permtted


MnimumThi ckness i n


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EM 1110- 3-1419 Apr 84

certi f i cati on by the suppl i er that the materi al s meet the proj ectspeci f i cati on whenever possi bl e b Gradati on See tabl e 5-3 for gradati on requi rements for crushedstone gravel and slag Consul t gui de speci f i cati ons for gradati on ofmateri al s not i ncl uded i n tabl e 5-1

Tabl e 5-3 Gradati on of Aggregates for Graded CrushedAggregate Base Course

5-6 Base course compacti nn Compact the base course to a mni mumof100 percent maxi mumdensi ty 5-7 Proof rol l i ng I n addi ti on to compacti ng the base course to therequi red densi ty -proof-rol l i ng on the surfaces of compl eted basecourses i s requi red The proof rol l er i s a heavy rubber-ti red rol l erhavi ng four ti res each l oaded to 30 000 pounds or more and i nf l ated toat l east 150 psi A coverage i s the appl i cati on of one t ire pri nt overeach poi nt i n the surface

Percentage by Wei ght Passi ngSi eveDesi gnati on No

Square-Mesh Si eveNo No 3

2- i nch 1001-1/2 i nch 70-100 1001- i nch 45-80 60-100 1001/2-i nch 30-60 30-65 40-70No 4 20-50 20-50 20-50No 10 15-40 15-40 15-40No 40 5-25 5-25 5-25No 200 0-10 0-10 0-10


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6-2 Sel ecti on of materi al s

b Aggregates

CHAPTER 6BITUMNOUS MATER ALS COURSES

EM 1110-3-1419 Apr 84

6-1 General B tumnous surfaces provi de a resi l i ent, waterproof ,l oad di stri buti ng medi umthat protects the base course agai nst thedetrimental ef fects of water and the abrasi ve acti on of traf f i c Thef l exi bi l i ty of bi tumnous pavement permts sl i ght adj ustments i n thepavement structure, owng to consol i dati on, wthout detrimental ef fect However, bi tumnous concrete i s unsati sfactory for use where heat andbl ast ef fects fromj et ai rcraf t are severe A so, asphal ti c concretei s ot resi stant to fuel spi l l age and i s sai sfactory onl y wherespi l l age i s sl i ght and very i nf requent

a B tumnous mxes The fol l owng part of thi s chapter provi desan abbrevi ated gui de to the desi gn of hot mx bi tumnous surface andbase courses For a compl ete treatment on the cri teri a requi rements,sel ecti on of materi al s, testi ng, desi gn, and pl ant control of hotmxes, tar-rubber mxes, and surface treatments, refer to appendi x A

b Def i ni ti ons See tabl e 6-1 for termnol ogy used i n f l exi bl epavement desi gn

a B tumnous materi al s B tumnous materi al s i nclude asphal ts,tars, and tar-rubber bl ends

1 Asphal ts Asphal t products are the normal choi ce for use i nbi tumnous mxes for reasons of avai l abi l i ty, servi ceabi l i ty, andeconomy 2 Tars Tars are more suscepti bl e to temperature changes thansiml ar grades of asphal t tars are al so more toxi c and di f f i cul t tohandl e However, tars are more resi stant to j et fuel spi l l age and arel ess l i kel y than asphal ts to stri p f romhydrophi l i c aggregates i n thepresence of water 3 Tar rubber bl ends Mxtures of tar and, syntheti c rubberhave i ncreased resi stance to fuel spi l l age and temperature changes Consi der use of tar-rubber bl ends for pavements where j et fuel spi l l age

i s i nfrequent

1 Sui tabi l i ty of rock types Al kal i ne rocks l imestone,dol omte provi de better adhesi on wth asphal ti c f i lm i n the presenceof water than aci d or si l i ci ous rocks grani te, quartzi te Where acidrocks are used, addi ti on of an anti stri ppi ng agent or hydrated l ime maybe requi red


35/102

EM 1110-3-1419 Apr 84 Tabl e 6-1 Special i zed Termnol ogy for B tumnous Pavement

I tem Descri pti onCoarse aggregate Materi al l arger than the No

sieveFine aggregate Materi al passi ng the No sieve

and retai ned on No 200 sieveMneral fi l l er Materi al f i ner than the No 200

sieveWearing course The top l ayer of bi tumnousconcrete surfaceB nder or i ntermdiate course The l evel i ng or transiti on l ayerof bi tumnous concrete pl aceddi rectl y on a base coursePrime coat A surface treatment of l i quid

bi tumen appl i ed to a nonbi tumnousbase course before bi tumnouspavemnt i s placed Purpose i s topenetrate and seal surface of basecourse

Tack coat B tumnous emulsi on or l i quidbitumen pl aced on an exi sti ngconcrete or bi tumnous pavemnt toprovide good bond wth the newbi tumnous course

Marshal l stabi l i ty val ue The l oad i n pounds causing fai l urein a compacted specimen of hot mxbi tumnous concrete when tested i nthe Marshal l apparatus

Flow Total deformati on in hundredths ofof an inch at point of maximuml oad in the Marshal l Stabi l i tyTest

Percent ai r voids That part of the compactedbi tumen-aggregate mxture notoccupied by aggregate or bitumen expressed i n percent of total

volumPercent voids fi l l ed wth Percentage of voids i n a compactedbitumen aggregate mss that are fil l ed

wth bi tumnous cemntPenetrati on The rel ati ve hardness orconsi stency of an asphal t cemnt Measured by the depth a standard

needl e wl l penetrate verti cal l yi nto a sample of asphalt underknown condi ti ons of temperature,l oading, and ti m

vi scosi ty Ameasure of the abi l i ty of abitumen to fl owat a giventemperature range The sti fferthe bitumen the higher thevi scosi ty

Percent voids i n the mneral The vol ume of voi d space i n aaggregate VMA) compacted paving mx that incl udesthe ai r voids and effecti ve

asphalt content, expressed as apercent of the vol um of thesample

U Army Corps of Engineers

6-


36/102

EM 111 31419 Apr 84

2 Crushed aggregate The coarse and f i ne aggregates used forai rfi el d pavement surface should be crushed materi al s, i n order toassure hi gh stabi l i ty and performance B tumnous base courses,however, may i ncl ude natural materi al s i n the f i ne f racti on

3 Maxi mumsi ze I n general , the maxi mumsi ze of aggregate forthe weari ng course should not exceed 3/4 i nch i n no case should theaggregate si ze exceed one-hal f the thi ckness of the compacted weari ngcourse or two-thi rds the thi ckness of any bi nder or i ntermedi atecourse

4 Mneral fi l l er The type and quanti ty of mneral f i l l erused af fects the stabi l i ty of the mx For surface course mxes,mneral f i l l er should be l i mestone dust, Portl and cement, or otheri nert si ml ar materi al s For bi tumnous bases natural f i l l er i sf requentl y adequate 6-3 Desi gn of bi tumnous concrete mx

a Cri teri a Use the procedures and cri teri a descri bed i n appendi xA and as condensed bel ow for the desi gn of hot mx bi tumnous concrete Approved desi gn mxes are avai l abl e fromArmy, Federal , and stateagenci es whi ch would meet the requi rements outl i ned i n thi s manual formobi l i zati on constructi on Exi sti ng acceptabl e design mxes shoul d beuti l i zed whenever possi bl e Where tests for aggregate and bi tumnousmx are requi red see tabl e 6-2

b Asphal t cement grades At present, i n the Uni ted States,asphal t cement i s speci f i ed by one of the fol l owng - Penetrati on grades- AC vi scosi ty grades- ARvi scosi ty grades

Correl ati on between penetrati on grades and vi scosi ty grades forasphal ts f romdi f ferent producers s not possibl e Fi gure 6-1 gi vesthe recommended grades for each area of the Uni ted States bypenetrati on and vi scosi ty designati on These recommendati ons should betempered by local practi ce Use the penetrati on grade desi gnati on i nthe areas when penetrati on grade asphal t s produced The penetrati onsof AC and AR grades do not necessari l y fal l wthi n the range ofrecommended values I n areas where vi scosi ty grades are produced,determne the sources wth acceptable penetrati on and approve thosegrades See tabl e 6-3 for speci f i cati ons for asphal t, tars, andtar-rubber blends

6-


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EM 1110 3 1419 Apr 84

Tabl e 6 2 Tests for Aggregate and Bi tumen MxTest Test Standardl Comments

Sampl i ng aggregates ASTMD75Mneral f i l l er ASTMD242 Speci f i cati on for mneral f i l l erResi stance to ASTM C 131 Not mre than 40 percent forabrasi on coarse surface courses Not mre thanaggregate 50 percent for base courses Soundness course ASTMC 88 Af ter f i ve cycles l oss shoul daggregate not be mre than percentsodi umsul fate test or 8percent magnesi umsul fate testAbsorpti on and ASTM C 127 Use apparent speci f i c gravi tyapparent speci f i c ASTMC 128 for mx desi gn when absorpti ongravi ty course and i s 5 percent or l essf i ne aggregateMarshal l method for ML STD 620 See text for requi rementsdesi gn of bi tumnous Method 100mxes ASTMD1559Uni t wei ght of ASTMC 9 Graded crushed slag as used i naggregate mx shoul d have a compact wei ght

of not l ess than 70 pcfI mmersi on ML STD 620 Requi re an i ndex of 75 or bettercompressi on Method 104 for acceptancetest bi tumen mx

Testi ng for Arm ai rf i el ds wl l be by ML STDwhere shownWhere i ndex i s l ess than 75 potenti al stri ppi ng i s i ndi cated Add a recogni zed commerci al anti stri ppi ng agent or 1/2 to percent hydrated l i me and retest or repl ace aggregate wth newaggregate whi ch wl l conformto requi rements ofi mmersi on compressi on test

U S rmy orps of Engineers


38/102

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Tabl e 6-3 Speci f i cati ons for Bi tumnous Materi al sBi tumen Speci f i cati on

Asphal t cement penetrati on grades ASTMD 946Asphal t cement AC and AR grades ASTMD 3381Asphal t, l i qui d sl owcuri ng ASTMD 2026Asphal t, l i qui d medi umcuri ng ASTMD2027Asphal t, l i qui d rapi d-curi ng ASTMD2028Asphal t, emul si f i ed ASTMD977Asphal t, cati oni c emul si f i ed ASTMD 2397Tar ASTMD490Tar cement base for rubberi zed tar ASTMD 2993Rubberi zed tar cement ASTMD 2993

Sel ecti on of materi al s for mx desi gn Use materi al s bi tumen,aggregates, mneral f i l l er i n the mx desi gn that meet therequi rements of the speci f i cati ons and that wl l be used i n the fi el dfor constructi on Aggregate gradati ons are shown i n tabl e 6-4 6-4 Testi ng for mx desi gn

a General Testi ng wl l i ndi cate the properti es that each bl endsel ected wl l have after bei ng subj ected to appreciabl e traff i c Af i nal sel ecti on of aggregate bl end and fi l l er wl l be based on thesedata wth due consi derati on to the rel ati ve costs of the vari ousmxes b Test procedures Desi gn bi tumnous paving mxes by the Marshal lmethod Compacti on requi rements are summari zed as fol l ows

Types of Traff i c Desi gn Compacti on Requi rementsTi re pressure 100 psi and over 7 blows Marshal l methodTi re pressure l ess than 100 psi bl ows Marshal l methodc Optimumbi tumen content and adequacy of mx Pl ot data obtai nedi n graphi cal formas shown i n fi gure 6-2 See tabl e 6-5 forpoi nt-on-curve and adequacy of mx cri teri a The conventi onal Marshal lmethod approach i s as fol l ows

6-6


40/102

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FIGURE 6 2 ASPHALT PAVINGMX DESIGN, TYPICAL MX


42/102

1 Determne the optimumbi tumen content by averagi ng thefol l owng val ues

and

Bi tumen content at peak of stabi l i ty curveBi tumen content at peak of uni t weight curve for weari ngcourse onl y

Bi tumenbi tumen2 Check for adequacy of mx for stabi l i ty, f l ow

voi ds fi l l ed wth asphal t Tabl e 6-5

EM 1110-3-141 Apr 84

Bi tumen content at the appropri ate poi nt of ai r voi ds curvecontent at the appropri ate poi nt on voi ds fi l l ed wthcurve

ai r

Procedure for Determni ng OptimumB tumen Contentand Adequacy of Mx for Use Wth Aggregate ShowngWater Absorpti on of 2-1/2 Percent or Less

1 Determnati on of optimumbi tumen content

6-9

voi ds,

d Typi cal ,exampl e The determnati on of bi tumen content andadequacy of mx s i l l ustrated by the fol l owng example usi ng thecurves i n f i gure 6-2 and cri teri a i n tabl e 6-5 The exampl e i s for aweari ng course mxwth 3/4- i nch maxi mumaggregate

I ntermedi ateWeari ngPoi nt onCurve for

Course and BasePoi nt onCurve for

Course

Optimum Adequacy Optimum AdequacyBi tumen of Mx B tumen of MxTest Property Content Cri teri a Content Cri teri a

Marshal l Stabi l i ty peak of 1,800 or peak of 1,800 or75 blows curve hi gher curve hi gherUni t wei ght peak of not used not used not usedcurveFl ow not used 16 or l ess not used 16 or less

Percent ai r voi ds 4 3-5 6 5-7Percent voi ds fi l l edwth bi tumen 75 70-80 60 50-70


43/102

EM 1110 3 1419 Apr 84

Poi nt on Curve Bi tumen ContentPeak of stabi l i ty curve 4 3 percentPeak of uni t wei ght urv 4 5 percentAt 4 percent ai r voi ds curve 4 8 percentAt 75 percent voi ds fi l l ed wthasphal t curve 4 9 percent

Average 4 6 percentThe opti mumbi tumen content of the mx i n thi s exampl e i s 4 . 6 percentbased on the wei ght of total mx

The pavi ng mx woul d be considered sati sfactory for ai rfi el d traff i csi nce i t meets the cri teri a for adequacy 6 5 Thi ckness of bi tumnous courses

a I ntermedi ate and weari ng course Bi tumnous courses wl l bepl aced and compacted i n such thi cknesses to achi eve densi ty andsmoothness requi rements The thi ckness of the weari ng course shoul dnot exceed i nches compacted thi ckness and each i ntermedi ate coursel ayer shoul d not exceed 4 i nches The weari ng course mx may be usedfor both courses

b Bi tumnous base course The maxi muml i f t of a bi tumnous basecourse shoul d not exceed 6 i nches

2 Check for adequacyAtTest Property

of mx opti mumor 4 6

Percent Bi tumen Cri teri afor AdequacyFl ow 11 Less than 16Stabi l i ty 2 050 More than 1 800Percent ai r voi ds 4. 3 3 t o 5 percentPercent voi dsfi l l ed wthbi tumen 72 70 to 80 percent


44/102

6-6 Bi tumnous spray coats a Prime coats Prime coats shoul d be appl i ed to accompl i sh thefol l owng

1 To seal surface of base course i n areas where rai n may beexpected pri or to pl acement of the asphal t surface 2 To bi nd together dusty base surfaces 3 To bi nd together a base surface for protecti on agai nst

EM 1110-3-1419 Apr 84

per square yard Suff i ci ent bi tumen shoul d be used to seal the voi dsbut not more than can be readi l y absorbed Asphal t emul sions have beenused experimental l y wth varyi ng success for prime coats Emul si ons donot penetrate as do l i qui d asphal ts and may requi re a sand seal toprevent tracki ng Emul si ons used for primng are SS-1 and SS-l hdi l uted wth 50 percent water and appl i ed at approximatel y 0. 1 gal l onper square yard b Tack coats Tack coats are requi red on exi sti ng pavements toi nsure a bond wth the newoverl yi ng bi tumnous concrete course Tackcoats may not be requi red between new l ayers of pavement where theupper l ayer i s immedi atel y constructed as the l ower l ayer i s completed However, tack coats shoul d be used on l ayers where constructi on i shal ted and pl acement of the overl ayi ng l ayer i s del ayed Tack coatsshoul d al so be i nstal l ed on surfaces whi ch have become coated wth fi nesand or dust and on surfaces soi l ed fromconstructi on traff i c Soi l edsurfaces must be cleaned before appl i cati on of a tack coat

1) Materi al s Use emul si f i ed asphal t SS-1, SS-1h, CSS-1, orCSS-l h di l uted wth equal parts of water The fol l owng l i qui dasphal ts or tars may al so be used, RC-70, RT-6, and,RT-72 Appl i cati on Appl y tack coats wth a pressure di stri butor

at the rate of 0 . 05 to 0. 15 gal l on per square yard

constructi on traff i c .

4) To bi nd over bi tumnous courses to the base Preferred materi al s for use as prime coats are the l i qui d asphal tsMC-70, MC-250, RC-70, RC-250, and the tars RT-2 and RT-3 Appl i cati onrates of the l i qui d asphal ts and tars are between 0 . 15 and 0 . 4 gal l on


45/102

CHAPTER FLEXIBLE PAVEMENT THCKNESS DESIGN

7-1 General Thi s secti on presents procedures for the thi cknessdesi gn of f l exi bl e pavements for runways, taxi ways, and other ai rf i el dareas a Fl exi bl e pavements Fl exi bl e pavements i nclude the fol l owng

1 Conventi onal f l exi bl e pavements consi sti ng of a bi tumnousconcrete surface on a hi gh qual i ty granul ar base and subbase course 2 Stabi l i zed pavement consi st i ng of bi tumnous concretesurface course over a secti on whi ch may i nclude a stabi l i zed base, astabi l i zed subbase, or any combi nati on of the aforementi oned 3 Al l bi tumnous pavement consi sti ng of asphal t concretemxtures for al l courses f romtop of surface to subgrade

b Basi s f or thi ckness desi gn The thi ckness desi gn proceduresi ncl uded herei n for conventi onal f l exi bl e pavement constructi on arebased on CBR desi gn methods developed for ai rf i el ds The desi gnmethods for pavements that i nclude stabi l i zed l ayers are based onmodi f i cati ons of the conventi onal procedures uti l i zi ng thi cknessequi val enci es developed f romhi ghway and ai rf i el d test experi ence 7-2 Fl exi bl e pavement desi gn curves Tabl e 7-1 tabul ates thef l exi bl e pavement desi gn curves for use i n thi s manual The curves arei denti f i ed by cl ass or category, gear conf i gurati on, and a typi caldesi gn ai rcraf t where appropri ate The i ndi vi dual curves i ndi cate thetotal requi red thi ckness of pavement for gross ai rcraf t wei ght andai rcraf t passes The Arm def i nes pass as one .movement of the desi gnai rcraf t past a g ven poi nt on the pavement 7-3 Desi gn requi rements Flexi bl e pavement desi gns must provi de

Suf f i ci ent compacti on of the subgrade and each pavement l ayer toprevent obj ecti onabl e settl ement under concentrated and repeatedtraf f i c Compacti on requi rements are gi ven i n tabl e 3-3 Adequate thi ckness of qual i ty pavement components above thesubgrade to prevent detrimental subgrade deformati on, excessi vedef l ecti on of the pavement surface, and excessi ve tensi l e strai ni n the bi tumnous pavement materi al under traf f i c A stabl e, weather resi stant, wear resi stant, nonski d surface

7-4 Thi ckness desi gn Fromthe procedures i ncl uded herei n, the totalthi ckness of the pavement, as wel l as the i ndi vi dual courses, may be

EM1110-3-141 Apr 84


46/102

EM 1110-3-1419 Apr 84Tabl e 7-1 Fl exi bl e Pavement Desi gn Curves

U S, Army Corps of Engi neers

*Ai r Force pavement desi gn curves are provi ded for referenceonl y

I denti f i cati on Servi ce andDesi gnati on Gear Conf i gurati onTypi calAi rcraf t

Fi gure 7-1 Army C ass si ngl e wheel tr i cycl e OV-1Fi gure 7-2 Army C ass I I dual wheel tri cycl e CH-54Fi gure 7-3 Army C ass I I I si ngl e tandemtr i cycl e C-130Fi gure 7-4 Ai r Force-Li ght singl e wheel tr i cycl e - - - - -Load*Fi gure 7-5 Ai r Force- dual tandemtricycl ea and b MediumLoad*Fi gure 7-6 Ai r Force- twn twn bi cycl ea and b Hearty Load*Fi gure 7-7 Ai r Force- outri gger gear andShoul der vehi cl esPavement*Fi gure 7-8 Ai r orce si ngl e tandemtri cycl eShortf i el dPavement*


47/102

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EM 1110-3-1419 Apr 84


FI GURE 7-l FLEXIBLE PAVEMENT DESIGN CURVES, ARMY CLASSI AIRFI ELD TYPE BAND C TRAFFIC AREAS

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EM 1110 3 149 Apr 84


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EM1110 3 141gApr 84

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EM111 3 141g Apr 84

FOR REFERENCE ONLYU S Army Corps of Engi neers

7

FI GURE 7 4 FLEXI BLE PAVEMENT DESIGN CURVESAI R FORCE LI GHT LOAD PAVEMENT TYPE B AND CTRAFFI C AREAS AND OVERRUNS


51/102

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M 1110 3 1419 Apr 84

FI GURE 7 5a FLEXI BLE PAVEMENT DESIGN CURVESA R FORCE MED UMLOAD PAVEMENT TYPE A TRAFFI C AREAS


52/102

EM1110-3-141g Apr 84

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FI GURE 7-5b FLEXIBLE PAVEMENT DESIGN CURVES,AR FORCE MEDUMLOAD PAVEMENT, TYPE B C AND DTRAFFI C AREAS ANDOVERRUNS


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EM 1110 3 1419 pr 84

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FOR REFERENCE ONLY


7 10

FI GURE 7 6b FLEXI BLE PAVEMENT DESI GN CURVESAI R FORCE HEAVY LOAD PAVEMENTTYPES C AND D TRAFFI C AREAS AND OVERRUNS

r

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FI GURE 7 7 FLEX BLE PAVEMENT DESI GN CURVESA R FORCE SHOULDER PAVEMENT

7 11

EM 1110 3 141 9 Apr 84


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EM 1110 3 141g pr 84

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FOR REFERENCE ONLYU S Army Corps of Engi neers

FI GURE 7 8 FLEXI BLE PAVEMENT DESIGN CURVES ORCESHORTFI ELD PAVEMENT TYPE A TRAFFI C AREAS AND OVERRUNS

7 12

s e a3YmssFa

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determned These thi cknesses together wth the mnimumthi cknessesfor surface and base courses provi de the basi s for pavement secti ondesi gn Use tabl e 5-2 for mnimumthi ckness of base and surfacecourse See tabl e 7-2 for an outl i ne of the f l exi bl e pavementthi ckness desi gn procedure I n addi ti on, consi der the fol l owng

a CBR val ues l ess than Normal l y si tes whi ch i nclude l argeareas of the natural subgrade wth CBR val ues of l ess than are notconsi dered adequate for ai rf i el d constructi on However, CBR val ues ofl ess than are acceptabl e for occasi onal i sol ated weak areas b Frost areas Pavement secti ons i n f rost areas must be desi gnedand constructed wth non-frost-suscepti bl e materi al s of such depth toprevent destructi ve f rost penetrati on i nto underl yi ng suscepti bl emateri al s Desi gn for frost areas shoul d be i n accordance wth EM1110-3-138

Expansi ve subgrade Determne i f moi sture condi ti on ofexpansi ve subgrade i s control l ed and i f adequate overburden i sprovided See tabl e 3-5d Limted subgrade compacti on Where subgrade compacti on mustl imted for speci al condi ti ons see tabl es 3-3 and 3-5 , provi depavement thi ckness i n conformance wth reduced densi ty and CBR of the

prepared subgrade e Rai nfal l and water tabl e I n regi ons where the annualpreci pi tati on i s l ess than 5 i nches and the water tabl e i ncludi ng

5 feet bel ow the f i ni shedsubgradethesenotdetermned20

perched water tabl e wl l be at l eastpavement surface, the danger of hi gh moi sture content i n thei s reduced Where i n-pl ace tests on siml ar constructi on i nregi ons i ndi cate that the water content of the subgrade wl li ncrease above the optimum the total pavement thi ckness, asby CBR tests on soaked samples, may be reduced by as much aspercent

EM 1110- 3-1419 Apr 84

f Pavement secti on compari son Compare desi gn pavement secti onswth fi el d behavi or of siml ar pavement secti ons on comparabl e soi lcondi ti ons ; assess the traff i c on siml ar pavement-secti ons wth thedesi gn traf f i c l oadi ng7-5 Desi gn exampl es The examples are not to be used as desi gncri teri a They are i ntended sol el y to i l l ustrate how the cri teri athi s manual woul d be used i n an assumed si tuati on Any attempt toarbi trari l y appl y these exampl es to actual desi gn probl em wthoutcompl ete desi gn anal ysi s, fol l owng the procedures outl i ned i n thi smanual , may resul t i n faul ty pavement desi gn

a

be

i n


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EM 1110-3-1419 Apr 84Tabl e 7-2 CBR Fl exi bl e Pavement Desi gn Procedure

I tem ProcedureTotal thi ckness Determne desi gn CBR of subgrade seechapter 3

Thi ckness of subbase 6 Subtract thi ckness of surface and basecourse fromthe total thi ckness to obtai n therequi red thi ckness of subbase


2 Enter top of f l exi bl e pavement desi gncurve f i gure 7-1 to f i gure 7-8 wthdesi gn subgrade CBR and fol l ow i tdownward to i ntersecti on wth appropri ategross wei ght curve, then hori zontal l y toappropri ate ai rcraft passes curve, thendown to requi red total pavement thi cknessabove subgrade Thi ckness of surface 3 Determne design CBR of subbase materi aland base course see chapter 4

4 Enter top of curve at desi gn CBR ofsubbase, fol l ow procedure i n procedure 2above to obtai n requi red thi ckness ofbase and surface above subbase course 5 Determne the requi red mnimumthi ckness

of base and surface f romtabl e 5-2 .I ncrease combi ned thi ckness of base andsurface to requi red mnimum i fnecessary

7 I f l ess than 6 i nches, consi deri ncreasi ng thi ckness of base course Subgrade Compacti on 8 See tabl e 3-3 for requi red compacti on ofsubgrade


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a Desi gn exampl e 1 Desi gn an ai rf i el d, Type B traff i c area for a si ngl e-wheeltri cycl e gear ai rcraft wth a gross l oad of 25-kips for 1,000,000passes Subgrade i s a poorl y graded sand wth a desi gn CBR of 16i n-pl ace densi ty of the subgrade i s 90 percent to a depth of 10 feet 2 Fromf i gure 7-1 the total pavement secti on requi red i s 10i nches 3 Fromtabl e 5-2 the mnimumrequi red surface and basethi cknesses are 2 i nches and 6 i nches respecti vel y, for a total of 8i nches 4 Use a 10-i nch pavement secti on consi sti ng of 2 i nches ofasphal t concrete surface and 8 i nches of 100 CBR base on subgrade toprovi de the 10 i nches requi red above the subgrade5 Determne the compacti on requi rements fromtabl e 3-3 Thedesi gn secti on i s as fol l ows

b Desi gn exampl e 2

Base and subbase compacted to 100 percent Si nce the exi sti ng subgrade has an i n-pl acecompacti on of the 8 i nch upper l ayer of themoi steni ng and compacti ng i n pl ace

top of subgrade100 percent compacti on95 percent compacti oncohesi onl ess subgrade90 percent compacti on

EM 1110-3-1419 Apr 84

densi ty of 90 percent, thesubgrade may be achi eved by

1 Desi gn a heavy l oad pavement to accommodate a 480-ki p grossl oad twn twn gear assembl y ai rcraft i n a Type B traff i c area for15,000 passes Desi gn CBR of the . l ean cl ay subgrade i s 3 the naturali n-pl ace densi ty of the cl ay i s 87 percent extendi ng to 10 feet Theanal ysi s that fol l ows assumes that subgrade does not requi re speci altreatment and frost penetrati on i s not a probl em7-15


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EM 1110- 3-1419 Apr 84

2 Enter f i gure 7-6 b at CBR= 13 down to 480-kip GROSS WIGHTcurve then ri ght to the 15,000 AIRCRAFT PASSES curve thence down to therequi red thi ckness of pavement, 28 i nches

3 The desi gn CBR of the subbase materi al has been determnedto be 30 Enter f i gure 7-6 b at CBR 30 and f i nd that the requi redthi ckness of ba se and surface i s 15 i nches for the desi gn ai rcraft Fromtabl e 5-2, the requi red mni mumthi ckness of the surf ace course i s4 i nches and of the base, 9 i nches Use 4 i nch asphal t concretesurface and 11 i nches of 100 CBR base to provi de the 15 i nches requi redabove the 30 CBR subbas-e 4 The requi red thi ckness of subbase i s 13 i nches 28 i nchesl eas 15 i nches5 Fromtabl e 3-3 i t i s determned that for cohesi ve subgradesoi l s, 95 percent compacti on i s requi red to 3 feet bel ow pavementsurface and 90 percent compacti on to a 4-1/2- foot depth 6 The desi gn secti on i s i l l ustrated bel ow

4 i n AC surfacel Type B traf f i c area2 f t - 4 i n i n 100 CBR basel13 i n 30 CBR subbas, el

top of subgrade95 percent compacti on

8 i ncohesi ve subgrade90 percent compacti on

f t - 6 i n

l Base and subbase compacted to 100 percent

7-16

7-6 Stabi l i zed pavement secti ons Stabi l i zed l ayers may bei ncorporated i n the pavement secti ons i n order to make use of l ocal l yavai l abl e materi al s whi ch cannot otherwse meet the cri teri a for basecourse or subbase course The strength and durabi l i ty of thestabi l i zed courses must be in accordance wth requi rements of chapters4 and 5 See requi rements EM 1110-3-137a Equi valency factors The use of stabi l i zed soi l l ayers wthi n af l exi bl e pavement provi des the opportuni ty to reduce the overal l


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EM 1110- 3-1419 Apr 84

thi ckness of pavement structure requi red to support a gi ven l oad Thi si s accompl i shed through the use of the equi val ency factors presented i ntabl e 7-3 Factors are shown for replacement of base and subbasemateri al and i ndi cate that 1 i nch of stabi l i zed materi al equi val entto the number of i nches of unbound materi al s shown i n the tabl e Thati s, nch of cement-stabi l i zed gravel s or sands i s equi val ent to 1 15i nches of base-course materi al and 2 3 i nches o subbase materi al Anystabi l i zed soi l used t o repl ace a base or subbase must meet therequi rements descri bed i n EM 1110-3-137b Design The design of a pavement havi ng stabi l i zed soi l l ayersi s accompl i shed through the appl i cati on of equi val ency factors to thei ndi vi dual unbound soi l l ayers of a pavement A conventi onal f l exi bl e

pavement i s f i rst desi gned, then the base and subbase are converted toan equi val ent thi ckness of stabi l i zed soi l Thi s conversi on i s made bydi vi di ng the thi ckness of unbound materi al by the equi val ency factor For exampl e, assume that a conventi onal pavement has been desi gnedconsi sti ng of 4 i nches of AC 10 i nches of base, and 15 i nches ofsubbase for a total thi ckness above the subgrade of 29 i nches I t i sdesi red to repl ace the base and subbase wth cement-stabi l i zed GWmateri al The equi val ency factor for the base-course l ayer i s 1 15 therefore, the thi ckness of stabi l i zed GW to repl ace 10 i nches of basecourse i s 10/1 15 or 8 7 i nches The equi val ency factor for thesubbase l ayer i s 2 3 and the thi ckness of stabi l i zed GWto repl ace the15- i nch subbase i s 15/2 3 or 6 5 i nches The thi ckness of stabi l i zedGWneeded to repl ace the base and subbase woul d be 15 2 i nches c Use of equi val ency factors To desi gn a pavement wth anal l -bi tumnous concrete secti on, the total thi ckness of a conventi onalpavement secti on and the thi ckness of the surface courses are fi rstdetermned as outl i ned i n tabl e 7-2 Let us assume that the totalthi ckness for a conventi onal pavement secti on i s 28 i nches and therequi red thi ckness for the surface courses i s 4 i nches Mnimumthi ckness requi rement for the base course i s 6 i nches The i ndi catedthi ckness for an unbound subbase i s 28 i nches mnus 4 i nches ofasphal ti c concrete surface courses and 6 i nches of al l -bi tumnous

concrete base or 18 i nches The equi val ency factor for the subbasecourse l ayer i s 2 3 The requi red thi ckness for the al l -bi tumnousconcrete bottoml ayer i s 18 i nches/2 3 or 7 8 i nches use 8 i nchesThe total thi ckness of the al l -bi tumnous concrete secti on i s 18i nches 7-7 Speci al areas Areas such as overrun areas, ai rf i el d andhel i port shoul ders, bl ast areas, and reduced l oad areas requi re speci altreatment as descri bed bel ow

a Overrun areas Pave overrun areas for the ful l wdth of therunway exclusi ve of shoul ders, and for a l ength of 200 feet on each endof Cl ass I I I and I I I runways Surface the overrun areas wth doubl ebi tumnous surface treatment except for that porti on 150 feet l ong x

7-17


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EM 1110-3-141

Not used as base course

7 18

2 Cement i s l i mted to 4 percent by wei ght or l ess U S Army Corps of Engi neers

9 Apr 84 Tabl e 7- Equi val ency

Materi al

FactorsEqui val encyBase FactorsSubbase

Unbound Crushed Stone . 00 2 . 00

Unbound Aggregate . 00Asphal t-Stabi l i zed

Al l -Bi tumnous Concrete . 15 2 . 30GW GP GM GC . 00 2 . 00SW SP SM SC . 50

Cement-Stabi l i zedGW GP SW SP . 152 2 . 30GC GM . 002 2 . 00ML MH CL CH . 70SC SM 1 . 50

Li me-Stabi l i zedML MH CL CH . 00SC SM GC GM . 10

Li me Cement Fl y Ash Stabi l i zedML MH CL CH . 30SC SM GC GM . 40


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runway wdth abutti ng the runway pavement end which wl l have weari ngsurface of 2 i nches of dense graded asphal ti c concrete for bl ast

l Any 80 CBR type base course l i sted i n chapter 2Must met al l requi rements for 50 CBR subbase materi al sl i sted i n chapter

EM 1110-3-1419 Apr 8

b Paved shoul ders Shoul der areas wl l be paved to support theai rcraft outri gger gear and for protecti on agai nst j et bl ast Theweari ng surface wl l be 2 i nches of dense graded asphal ti c concrete desi gn the pavement thi ckness i n accordance wth f i gure 7-7 c Shoul ders Desi gn shoul ders adj acent to hardstand and apronareas to sustai n traff i c of support vehi cl es Desi gn the pavementthi ckness of shoul der areas i n accordance wth fi gure 7-7 Use adoubl e bi tumnous surface treatment on a mnimum6-i nch base consi sti ngof 40 CBR materi al or better d Overrun areas and other shoul der areas Compact surface ofoverrun areas and shoul der areas except shoul ders adj acent to apronsand hardstands to 90 percent maxi mumdensi ty for a depth of 6 i nches Stabi l i ze the shoul ders for dust and erosi on control agai nst bl ast ofmotor bl ades Provi de vegetati ve cover anchored mul ch coarse gradedaggregate l i qui d pal l i ati ves or a doubl e bi tumnous surfacetreatment When a doubl e bi tumnous surface treatment i s speci f i edprovi de a 4-i nch base of 40 CBRmateri al or better

protecti on Mni mumbaseDesi gn Loadi ng

course CBR val ues are as fol l ows :Mni mumBase Course CBR

C ass I I I 80C ass I I 801C ass I 502


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SPECIAL SURFACE TREATMENTS AND SPECIAL DETAI LS8-1 General Thi s secti on covers surface treatments for i mprovementof ski d resi stance, reducti on of hydropl ani ng tendency, and resi stanceto fuel spi l l age

Some di sadvantages i nclude